Amendment_A001.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

1. CONTRACT ID CODE

N/A

PAGE

2. AMENDMENT/MODIFICATION NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE NO. 5. PROJECT NO. (If applicable)

A001 06/14/2018 N/A See block 14

6. ISSUED BY CODE N/A 7. ADMINISTERED BY (If other than Item 6) CODE N/A

Department of Transportation Federal Highway Administration 610 East Fifth Street Vancouver WA 98661-3801

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and Zip Code) 9A. AMENDMENT OF SOLICITATION NO.

X 69056718B000017

9B. DATED (SEE ITEM 11)

05/18/2018

10A. MODIFICATION OF CONTRACT/ORDER NO.

N/A

10B. DATED (SEE ITEM 13)

CODE: N/A FACILITY CODE: N/A

N/A

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

| X | The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

(__ ) is extended, ( x ) is not extended.

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted; or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

N/A

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS,

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A THIS CHANGE ORDER IS ISSUED PURSUANT TO (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER NO. IN

ITEM 10A.

N/A

B THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (Such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

N/A

C THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

N/A

D OTHER (Specify type of modification and authority)

N/A

E. IMPORTANT: Contractor n/a is not, n/a is required to sign this document and return n/a copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

AK NPS KEFJ 10(5), Exit Glacier Road Bridge Rehabilitation

See page 2

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15a. NAME AND TITLE OF SIGNER (Type or print) 15a. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

N/A

15B. CONTRACTOR/OFFEROR 15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 16C. DATE SIGNED

BY_________________________________________ BY N/A___________________________ N/A (Signature of person authorized to sign) (Signature of Contracting Officer)

NSN 7540-01-152-8070

PREVIOUS EDITION NOT USABLE

30-105 STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA

FAR (48 CFR) 53.243

Amendment No. A001, dated 06-14-2018 AK NPS KEFJ 10(5) Solicitation No. 69056718B000017 Exit Glacier Road Bridge Rehabilitation

REVISIONS ARE AS FOLLOWS:

CONTRACT CLAUSES

Page C-92. Adds FAR Clause 52.236-4, Physical Data.

SPECIAL CONTRACT REQUIREMENTS

Page F-3, Subsection 575.04(c), Surface preparation. Deletes reference to reduced duration D4263 test.

PLANS

Plan sheet I.1 Revises Note 4.

ENCLOSURES

Pages:

C-92 F-3

Plan Sheets:

I.1

Physical Data:

Exit Glacier Bridge Inspection 2017.pdf

C-92

Contract Clauses Project: AK NPS KEFJ 10(5), Exit Glacier Road Bridge Rehabilitation

The Federal Highway Administration utilizes the Contractor Performance Assessment Reporting System (CPARS) to record and maintain past performance information. CPARS hosts a suite of web-enabled applications that are used to document contractor performance information that is required by Federal Regulations. The CPARS module assesses performance on contracts for Systems, Services, Information Technology, and Operations Support; Architect-Engineer contracts; and Construction contracts.

Reference material can be accessed in CPARS.

The registration process requires the Contractor to identify an individual that will serve as a primary contact. This individual will be authorized access to the evaluation for review and comment. In addition, the Contractor is encouraged to identify a secondary contact in the event the primary contact is unavailable to process the evaluation within the required 60 day time period. After the FHWA Focal Point registers the contract in CPARS, the contractor representative will receive a system generated email notifying him/her that the contract is registered. A system generated email will also provide the Contractor with a User ID if the person does not already have a CPARS User ID.

After a performance evaluation has been prepared and is ready for comment, the Contractor representative will receive a system generated email notification that the performance evaluation is electronically available for review and comment. The Contractor representative will receive an automated email whenever an assessment is completed and can subsequently retrieve the completed assessment from

CPARS.

Contractors may access evaluations in CPARS for review and comment.

52.236-4 Physical Data (Apr 1984)

Data and information furnished or referred to below is for the Contractor’s information. The Government shall not be responsible for any interpretation of or conclusion drawn from the data or information by the Contractor.

(a) The indications of physical conditions on the drawings and in the specifications are the result of site investigations by: N/A..

(b) Weather conditions: N/A.

(c) Transportation facilities: N/A.

(e) Geotechnical data, design data, and environmental information consisting of the following, will be posted with the solicitation.

(1) Exit Glacier Bridge Inspection 2017

Revised by Amendment A001

F-3 DIVISION 550

Special Contract Requirements Project: AK NPS KEFJ 10(5), Exit Glacier Road Bridge Rehabilitation to 250 psi (1.7 MPa), or a failure area, at a depth of 1/4 inch (6 mm) or more into the base concrete, over at least 50 percent of the test area. Use the test method prescribed in ACI 503R, Appendix A, of the ACI Manual of Concrete Practice to verify adhesion using the proposed cleaning practice (size of shot, flow of shot, forward speed, number of passes of shot-blasting machine and other equipment, and procedures).

A test result shall be the average of three tests on a test patch of not less than 4.5 ft2 (0.4 m2).

One test result shall be obtained for each span or 500 yd2 (420 m2), whichever is the smaller area. The CO will designate the location of the test patches and locate them to provide for the evaluation of the range of surface conditions on the bridge; including at least one test patch on deck repairs. Install test patches at the same thickness and using the same materials, equipment, personnel, timing, sequence of operations, and curing period prior to opening to traffic that will be used for the installation of the overlay. The cleaning practice, materials and installation procedure will be approved if one passing test result is obtained from each test area when tested at an age of 24 hours or more.

If the cleaning practice, materials, and installation procedure are not acceptable, the Contractor shall remove failed test patches, make the necessary adjustments, and test all test areas until satisfactory test results are obtained.

Determine that the deck surface is dry immediately prior to primer application according to ASTM D4263, or by other methods, including a reduced duration D4263 test, as approved by the CO. No visible moisture is to be present on the surface of the concrete at the time of application of the polymer concrete overlay. Apply the primer within 24 hours of cleaning.

Apply the slurry/binder coat while the primer is tacky. If field conditions change to prevent application while primer is still tacky, actions to re-activate the primer may be recommended by the Manufacturer’s Technical Representative and approved by the CO. Remove any contamination of the deck, primer, slurry coat, or seal coat after initial cleaning. Apply the entire system; primer, slurry coat, and seal coat, prior to opening the area to traffic.

(d) Application of epoxy overlay. The overlay primer and binder coats may be mixed by electric drill and jiffy cage-style mixing paddle in buckets, automatic metering continuous mixers, or by other methods suitable for job size and scheduling requirements as provided for in the approved plan. Provide materials to the job site in premeasured packaging. If this is not available, use suitable approved measuring procedures to ensure that the Manufacturer’s recommended mix design is achieved on a consistent basis.

Apply mixed epoxy primer coat with a flat rubber squeegee at a spread rate between 200 and 250 sf/gal (6.14 m2/L) over the prepared deck surface ensuring that all existing deck cracks are sealed. Apply first epoxy binder coat at a nominal thickness of 50 mils or approximately 32 sf/gal (0.79 m2/L) using 3/16 inch (5 mm) notched rubber squeegees. Immediately after placement of the epoxy binder coat, broadcast the approved wearing coarse aggregate to 2 lb/ft2 (10 kg/m2) in such a manner as to cover the base coat uniformly and completely without any epoxy wet spots in the finished surface.

After the first binder coat has cured sufficiently to lock in the wearing coarse aggregate (typically 4 to 6 hours, as recommended by the Manufacturer), remove all loose, excess

Revised by Amendement A001

STRUCTURE SUMMARY STRUCTURE NO. 9845-001P

EXIT GLACIER BRIDGE INSPECTION DATE: 6/11/17

BRIDGE IDENTIFICATION AND DESCRIPTION

MAIN SPAN MATERIAL:

MAIN SPAN TYPE:

# OF BEAMS, MAIN SPAN: ..

DECK TYPE:

WEARING SURFACE:

ABUT. FOUNDATIONS:

PIER FOUNDATION(S):

ABUTMENT / PIER MAT'L: ...

PROJ./PLAN REF. NO:

NPS ROAD CLASS:

STRUCTURE HISTORY:

CONCRETE CONTINUOUS

BOX GIRDER - SINGLE or SPREAD

CONCRETE CAST-IN-PLACE

MONOLITHIC CONCRETE

SPREAD FTG ON BEARING MAT'L / SPRE

SPREAD FOOTING ON PILES

CONCRETE

KEFJ 10-(1) / RG2422

1 - PRINCIPAL PARK ROAD

LOCATION

NO. OF MAIN SPANS:

NO. OF APPR. SPANS:

STRUCT. TOTAL LENGTH: ..

MAX. SPAN LENGTH:

DECK WIDTH:

CURB TO CURB WIDTH:

YEAR BUILT:

YEAR RECONSTRUCTED: ..

SKEW ANGLE:

FRACTURE CRITICAL:

250.0 FT (76.2 M)

125.0 FT (38.1 M)

36.5 FT (11.1 M)

28.0 FT (8.5 M)

N/A

20 °

NO

KENAI FJORDS NATIONAL PARK MILE POINT: ..................... 8.00 (KM PT 12.87)

STATE: ................................. ALASKA LOCATION: 7.5 miles west of Seward Highway (SR 9) on Herman Leirer Road. FACILITY CARRIED: ............ EXIT GLACIER ROAD

FEATURE INTERSECTED: .. RESURRECTION RIVER

STRUCTURE EVALUATION SUMMARY

This concrete box girder bridge is in satisfactory condition overall. There have been no significant changes since the previous inspection.

The main problems requiring attention at this time include a damaged end treatment for the northeast approach guardrail, erosion at the south side of the west approach, and debris accumulation in the deck joints.

It should also be noted that extensive vertical cracking with efflorescence is present on both sides of the box girder.

While not considered a serious problem at this time, this condition will continue to be monitored.

Corrective measures should be taken as outlined in this report to prevent the possible development of more serious or costly problems in the future.

INSPECTION TEAM: B. OLTMANN, J. HENSLEY

CONDITION ASSESSMENT:

BENJAMIN OLTMANN, PE, FIELD TEAM LEADER 360-619-7550

REPORT REVIEW:

MARCUS MILLER, P.E., BRIDGE INSPECTION ENGINEER 703-404-6252

REPORT APPROVAL: DATE: 11/7/17

JORGOMAI CEESAY, PH.D., P.E., BIP SUPERVISORY ENGINEER 703-404-6244

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 9845-001P

A (Critical) - Structure is closed, in imminent danger of collapse, or presents a critical safety hazard.

B (Major) - Structure exhibits severe deterioration, presents a safety hazard, or is designated a high priority due to age and/or condition.

C (Moderate) - Structure is deficient, functionally obsolete, or requires substantial repairs to prevent a serious deficiency or unsafe condition.

D (Minor) - Structure is generally in good condition. Preventative maintenance may be required.

E (Special) - Structure is under construction or reconstruction.

D226 PRIORITY OF IMPROVEMENT

ITEM

NO.

MAINTENANCE RECOMMENDATIONS

(GENERALLY NOT FLHP ELIGIBLE)

QTY. UNIT COST

UNIT

ESTIMATE

COST

PRELIM.

58.2 PERIODICALLY REMOVE GRAVEL AND DEBRIS FROM DECK EXPANSION JOINTS. 1 LS $1,000 $1,000

222.3 REPLACE END TREATMENT ON NORTHEAST APPROACH GUARDRAIL. 1 EA $1,000 $1,000

58.6 CLEAN AND COAT EXPOSED REBAR ON NORTH CONCRETE RAIL POST #37, AND

SPOT PAINT PEDESTRIAN RAILING.

1 LS $1,000 $1,000

222.7 INSTALL OBJECT MARKERS AT APPROACH GUARDRAIL ENDS . 4 EA $250 $1,000

PRELIM. MAINTENANCE TOTAL : $4,000

ITEM

NO.

REHABILITATION/RECONSTRUCTION

(TYPICALLY NEEDED WITHIN 5 YEARS)

QTY. UNIT

UNIT

COST ESTIMATES

PRELIM. COST

REHAB. RECONSTR.

58.1 CLEAN AND SEAL CONCRETE DECK SURFACE TO PREVENT WATER

INTRUSION (HEALER / SEALER).

9,125 SF $6 $55,000 $0

58 CONTRACT COSTS FOR MOBILIZATION, TRAFFIC CONTROL, AND

DESIGN/CONSTRUCTION ENGINEERING.

1 LS $40,000 $40,000 $0

PRELIM. REHABILITATION/RECONSTRUCTION TOTAL : $95,000 $0

PRELIMINARY ESTIMATE TOTAL* : ........................................... $99,000

(*Includes typical contract costs for mobilization, traffic control, and design/construction engineering; but does not include detour bridges, work beyond the bridge limits, or work not listed above. Estimates are approximate and are for preliminary planning purposes only; they should not be used as a complete or final engineers estimate.)

REMARKS: Cracks in the concrete box girder will continue to be monitored.

FIELD INSPECTION REPORT STRUCTURE NO. 9845-001P

G = GOOD (CODES 7 - 9) F = FAIR (CODES 5 - 6) P = POOR (CODES 0 - 4)

CONDITION RATING CODE EQUIVALENTS FOR SUB-ELEMENTS

SERIOUS CONDITION - loss of section, deterioration, spalling, or scour have seriously affected primary structural components. Local failures are possible.

Fatigue cracks in steel or shear cracks in concrete may be present.

CRITICAL CONDITION - advanced deterioration of primary structural elements. Fatigue cracks in steel or shear cracks in concrete may be present or scour may have removed substructure support. Unless closely monitored it may be necessary to close the structure until corrective action can be taken.

“IMMINENT” FAILURE CONDITION - major deterioration or sec ion loss present in critical structural components or obvious vertical or horizontal movement affecting structure stability. Structure is closed to traffic but corrective action may return structure to light service.

FAILED CONDITION - out of service; beyond corrective action.

CONDITION RATING CODES FOR ITEMS 58 - 62, 222, 223

NOT APPLICABLE

EXCELLENT CONDITION

VERY GOOD CONDITION - no problems noted.

GOOD CONDITION - some minor problems.

SATISFACTORY CONDITION - structural elements show some minor deterioration.

FAIR CONDITION - all primary structural elements are sound but may have minor section loss, cracking, spalling, or scour.

POOR CONDITION - advanced section loss, deterioration, spalling, or scour.

N

58. DECK ITEM REFERENCE AND REMARKS

OTHER

ALIGNMENT

DEFLECTION AND/OR VIBRATION

FASCIA(E)

DIAPHRAGMS AND BRACING

TRUSSES

FLOOR BEAMS AND STRINGERS

ARCH(ES) OR SLAB(S)

GIRDERS OR BEAMS

BEARING DEVICES

59. SUPERSTRUCTURE

OTHER

DEFLECTION AND/OR VIBRATION

UTILITIES

DRAINS AND DRAINAGE

PARAPETS AND/OR RAILINGS

CURBS, SIDEWALKS, AND MEDIAN

RIDEABILITY

WEARING SURFACE

EXPANSION JOINTS

DECK SLAB

ABUTMENTS

60. SUBSTRUCTURE

1.

10.

2.

3.

4.

5.

6.

7.

8.

9.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

PAINT

11.

G F N N N N N N G

N G

N G G G G G

N

G

G

F

58.1 WIDESPREAD MINOR SCALING OF DECK SURFACE. MINOR

DIAGONAL CRACKING OF DECK AT SOUTHEAST CORNER. MINOR

TRANSVERSE CRACKING OF DECK SURFACE OVER PIER.

WIDESPREAD MINOR TRANSVERSE CRACKING WITH

EFFLORESCENCE ON UNDERSIDE OF DECK OVERHANGS AT PIER.

SEE ALSO 59.2.

58.2 MINOR PONDING OF WATER AT SOUTHWEST CORNER.

58.5 MINOR SPALLING OF UPSTREAM CURB NEAR CENTER OF WEST

SPAN AND SOUTH CURB OF WEST APPROACH. MINOR

TRANSVERSE CRACKING WITH EFFLORESCENCE THROUGHOUT

TOP OF BOTH CURBS. MINOR FLEXURE CRACKING OF SIDEWALK

OVER PIER. MINOR VEGETATION GROWTH ALONG CURBS IN WEST

APPROACH.

58.6 MINOR SNOW PLOW BLADE DAMAGE TO NORTH CONCRETE RAIL

POSTS AND RAILING; REBAR EXPOSED AT POST #37. MINOR

SCRAPE MARK ON SOUTH CONCRETE RAIL BETWEEN POSTS #1

AND #12 AND ON NORTH RAIL BETWEEN POSTS #1 AND #8. MINOR

VERTICAL CRACKING OF CONCRETE RAILINGS IN SEVERAL

LOCATIONS WITH LIGHT EFFLORESCENCE. MINOR SPALL IN

NORTHWEST END PARAPET. MINOR DENT IN VERTICAL BALLASTER

OF PEDESTRIAN RAILING NEAR WEST ABUTMENT WITH FLAKING OF

GALVANIZING COATING AND RUSTING.

58.7 EVIDENCE OF MINOR PONDING ALONG SOUTH CURB WITH MINOR

ACCUMULATION OF DEBRIS ALONG BOTH CURBS.

BREASTWALLS OR COLUMNS 1. F

PILE BENTS 2. N

CAPS AND/OR BEARING SEATS 3. G

BACKWALLS AND/OR BULKHEADS 4. G

FOUNDATIONS 5. G

WINGWALLS 6. G

WEEP HOLES 7. G

EXPANSION JOINTS 8. G

EROSION AND/OR SCOUR 9. G

SETTLEMENT OR DEFLECTION 10. G

SLOPE PROTECTION 11. N

OTHER 12. N

PIER(S)

WALLS AND/OR COLUMNS 13. G

PILE BENTS 14. N

CAPS AND/OR BEARING SEATS 15. N

FOUNDATIONS 16. G

EROSION AND/OR SCOUR 17. F

SETTLEMENT OR DEFLECTION 18. G

OTHER 19. N

ITEM REFERENCE AND REMARKS

STREAM BED COMPOSITION : 9.

AVERAGE CLEAR OPENING 8.

NORMAL VELOCITY 7.

ADEQUACY OF OPENING 6.

OTHER 5.

WATERWAY OBSTRUCTIONS 4.

CHANNEL PROTECTION 3.

EROSION AND/OR SCOUR 2.

ALIGNMENT 1.

61. CHANNEL 6

G F N G N

MED

SUFF

7 FT.

GRAVEL

222. APPROACHES 7

OTHER 9.

ALIGNMENT 8.

SIGNS 7.

SETTLEMENT 6.

EROSION 5.

SURFACING 4.

APPROACH GUARDRAIL 3.

RELIEF JOINTS 2.

1. APPROACH SLABS N

N F G G G N G N

223. RETAINING WALL N

OTHER 6.

SETTLEMENT OR DEFLECTION 5.

EROSION AND/OR SCOUR 4.

FOUNDATION 3.

WEEP HOLES 2.

1. WALL

36. TRAFFIC AND SAFETY FEATURES

APPROACH GUARDRAIL ENDS D.

APPROACH GUARDRAILS C.

TRANSITIONS B.

BRIDGE RAILINGSA. 1

TRAFFIC SAFETY RATING CODES

0 - Does not meet standards or a safety feature is required and none is provided.

1 - Meets currently acceptable standards.

N - Not applicable or a safety feature is not required.

59.2 NUMEROUS VERTICAL HAIRLINE CRACKS WITH MINOR

EFFLORESCENCE AT APPROXIMATELY 18" SPACING ON BOTH SIDES

OF BOX GIRDER NEAR PIER; CRACKS EXTEND INTO OVERHANGS

(SEE 58.1). MINOR HORIZONTAL CRACKING WITH EFFLORESCENCE

AT TOP OF UPSTREAM SIDE OF GIRDER NEAR PIER. VERTICAL

CRACKS IN BOX GIRDER SIDES NEAR MID-SPAN, BOTH SPANS;

EFFLORESCENCE FROM CRACKS ON BOTH SIDES OF EAST SPAN.

HAIRLINE TO MINOR DIAGONAL CRACKING OF BOX GIRDER SIDES

NEAR EAST ABUTMENT. VERTICAL HAIRLINE CRACKS AT 24"

SPACING WITH EFFLORESCENCE NEAR WEST ABUTMENT ON

DOWNSTREAM SIDE.

MINOR RUST STAINING ON BOTTOM OF BOX GIRDER IN A FEW

LOCATIONS, MOST LIKELY FROM REBAR CHAIRS.

60.1 A FEW MINOR VERTICAL CRACKS, FULL HEIGHT ON EAST

ABUTMENT BREASTWALL. MINOR SPALL ON ARCHITECTURAL

TREATMENT AT JUNCTION OF WEST ABUTMENT BREASTWALL WITH

DOWNSTREAM WINGWALL. MODERATE WATER SEEPAGE AT

SOUTH SIDE CHEEK WALL AT WEST ABUTMENT DRAINS ONTO

BEARING SEAT AND DOWN BREASTWALL (NOT OBSERVED THIS

INSPECTION). WATER LEVEL MONITORING STATION AT

DOWNSTREAM SIDE OF EAST ABUTMENT. GRAFFITI ON FACE OF

EAST ABUTMENT BREASTWALL.

60.6,10 TOPS OF WINGWALLS ARE MISALIGNED WITH ABUTMENTS AT

VERTICAL JOINTS, 1-3/4" AT WEST END OF BRIDGE AND 3/4" AT EAST

END, LIKELY FROM CONSTRUCTION.

60.9 MINOR EROSION AT NORTHEAST CORNER OF EAST ABUTMENT.

60.17, 61.2 MODERATE SCOUR AROUND PIER NOTED IN PREVIOUS INSPECTION

REPORT; NO EXPOSED FOOTING, SOUNDED (2017).

MINOR CHANNEL BANK EROSION PRESENT, MAINLY DOWNSTREAM

OF STRUCTURE.

61.1,4,6 BRIDGE OPENING IS MINIMAL DURING FLOODS. SAND BAR

DEPOSITS AT WEST BANK IMMEDIATELY DOWNSTREAM; DEPOSITS

ARE PRIMARILY DUE TO ALIGNMENT OF MAIN CHANNEL AND

SECONDARILY DUE TO TRIBUTARY DOWNSTREAM OF WEST SPAN.

222.3 MODERATE VEHICLE SCRAPES ON APPROACH GUARDRAILS;

SEVERAL MISSING BOLTS AT RAILING TRANSITIONS, EAST END OF

BRIDGE. MODERATE DAMAGE TO SEVERAL SPACERS IN EAST

APPROACH GUARDRAIL, DOWNSTREAM SIDE; SEVERAL BULLET

HOLES ALSO PRESENT IN END TREATMENT. VEHICLE DAMAGE TO

EAST APPROACH UPSTREAM GUARDRAIL END TREATMENT.

222.4,7 POST HOLES FOR GATE IN PAVEMENT AT EAST APPROACH.

NO OBJECT MARKERS PRESENT.

ADDITIONAL ITEM REFERENCE AND REMARKS

222.5,6 MINOR SETTLEMENT OF EAST APPROACH PAVEMENT.

STRUCTURE LOAD RATING STRUCTURE NO. 9845-001P

TRUCK TYPE

INVENTORY RATING (NORMAL TRAFFIC) OPERATING RATING (MAXIMUM LOAD)

TONS METRIC TONS TONS METRIC TONS

H 26 23 38 34

HS 45 40 68 61

TYPE 3 43 39 68 62

TYPE 3S2 50 45 80 73

TYPE 3-3 55 49 87 79

DESIGN LOADING: HS20 (MS18)

X CAPACITY MEETS OR EXCEEDS DESIGN LOAD

CAPACITY IS LESS THAN DESIGN LOAD

X ORIGINAL LOAD RATING CALCULATION APPLICABLE

ORIGINAL LOAD RATING CALCULATION REVISED

DATE OF LOAD RATING CALCULATION: 12/93

LOAD RATING CONTROLLED BY: MOMENT CAPACITY OF BOX GIRDER

REMARKS:

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 9845-001P

STRUCTURE IDENTIFICATION

(201) PARK: KENAI FJORDS NATIONAL PARK

(202) STRUCTURE NAME: .......... EXIT GLACIER BRIDGE

(203) STRUCTURE KIND: ............ 1 - BRIDGE

(204) STRUCTURE NUMBER: ..... 9845-001P

(205) NPS REGION: .................... 7 - ALASKA

(206) ROUTE CODE NUMBER: ... 10

(207) ROAD SECTION NO: .......... 001P

(208) NPS ROAD CLASS: ............ 1 - PRINCIPAL PARK ROAD

(209) WITHIN NPS BNDRY?: ....... YES

(210) OPERATING UNIT: ............. PARK

(211) PROJECT NO(S): ................ KEFJ 10-(1)

(212) DRAWING NUMBERS: ....... RG2422

(21) MAINTAINED BY: ................. 66 - NATIONAL PARK SERVICE

(22) OWNER: ............................... 66 - NATIONAL PARK SERVICE

(1) STATE:

(2) STATE HWY. AGENCY DIST:

(3) COUNTY CODE:

(4) CITY/PLACE CODE:

(5) INVENTORY ROUTE:

(6) FEATURES INTERSECTED:

(7) FACILITY CARRIED:

(8) STATE STRUCTURE NO:

(9) LOCATION:

(10) INV. RTE. - MIN. VERT. CLR: ..

(11) MILE POINT:

(27) YEAR BUILT:

(106) YEAR RECONSTRUCTED:

(20) TOLL:

(37) HISTORICAL DESIGNATION: ..

020 - ALASKA (AK)

122 - KENAI PENINSULA

161000000

RESURRECTION RIVER

EXIT GLACIER ROAD

9845001P0000000

7.5 miles west of Seward

99.99 FT (99.99 M)

8.00 (KM PT 12.87)

N/A

3 - FREE ROAD

5 - NOT ELIGIBLE

STRUCTURE DESCRIPTION, FOUNDATION, AND DECK TYPE

(43A) MAIN STR. MATERIAL: ..

(43B) MAIN STR. TYPE:

(45) NO. OF MAIN SPANS:

(48) MAX. SPAN LENGTH:

(49) STRUCTURE LENGTH:

(216A) ABUTMENT #1 FDN:

(216B) ABUTMENT #2 FDN:

(217A) PREDOM. PIER FDN.: ..

(217B) SECOND. PIER FDN: ...

(107) DECK TYPE:

2 - CONCRETE CONTINUOUS

06 - BOX GIRDER - SINGLE or SPREAD

125.0 FT (38.1 M)

250.0 FT (76.2 M)

2 - SPREAD FTG ON BEARING MAT'L

3 - SPREAD FOOTING ON PILES

3 - SPREAD FOOTING ON PILES

6 - N/A

1 - CONCRETE CAST-IN-PLACE

(44A) APPR. STR. MATERIAL: ........ 0 - OTHER

(44B) APPR. STR. TYPE: ................ 00 - OTHER

(46) NO. OF APPROACH SPANS: .. 0

(108) WEAR SURFACE/PROTECT SYSTEM:

A) TYPE WEARING SURFACE: .. 1 - MONOLITHIC CONCRETE

B) TYPE MEMBRANE: ................. 0 - NONE

C) TYPE PROTECTION: .............. 0 - NONE

(218) IS SALT USED?: ..................... NO

LOAD RATING AND POSTING

(31) DESIGN LOAD: ................. 5 - HS20 (MS18) (41) LOAD RESTRICTION: ......... A - OPEN, NO RESTRICTION

(66) INVENTORY RATING: ...... 45.0 TONS (40.0 METRIC TONS) (70) BRIDGE POSTING: .............. 5 - NO POSTING REQUIRED

(64) OPERATING RATING: ...... 68.0 TONS (61.0 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 6/17 (91) FREQ. OF INSP: 24 MONTHS (92 / 93) CRITICAL FEATURE INSPECTION (CFI):

(219) ADD. STUDIES NEEDED: N - 0 - NONE (A) FRACTURE CRITICAL: ... NO

INSP. EVERY: MONTHS - LAST INSP. : (220) SPECIAL STUDY TYPE: 0 - NONE

(B) UNDERWATER: .............. NO

(221) SPECIAL STUDY DATE: INSP. EVERY: MONTHS - LAST INSP. :

(C) SPECIAL INSPECTION: .. NO

INSP. EVERY: MONTHS - LAST INSP. :

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 9845-001P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 60°11'41.30" (51) CURB TO CURB WIDTH: ........... 28.0 FT (8.5 M)

(17) LONGITUDE: ......................... 149°35'19.10" (52) DECK WIDTH: ............................ 36.5 FT (11.1 M)

(19) DETOUR LENGTH: ............... 199 MI (199 KM) (32) APPR. ROADWAY WIDTH: ........ 28.0 FT (8.5 M)

(28A) LANES ON STRUCT: .......... 02 (213) APPR. PAVEMENT WIDTH: ..... 28.0 FT (8.5 M)

(28B) LANES UNDER STRUCT: ... 00 LEFT SHOULDER: .................. 0.0 FT (0.0 M)

(42A) SERVICE ON: ..................... 1 - HIGHWAY RIGHT SHOULDER: ................ 0.0 FT (0.0 M)

(42B) SERVICE UNDER: .............. 5 - WATERWAY (33) BRIDGE MEDIAN: ....................... 0 - NO MEDIAN

(29) AVG. DAILY TRAFFIC: .......... 200 (34) SKEW ANGLE: ............................ 20 °

(30) YEAR OF ADT: ...................... 2013 (35) DECK FLARE?: ........................... NO

(114) FUTURE ADT: ..................... 500 (47) TOTAL HORIZ. CLEARANCE: .... 28.0 FT (8.5 M)

(115) YEAR OF FUTURE ADT: ..... 2033 (50) SIDEWALKS:

(101) PARALLEL STRUCTURE: ... N - NONE LEFT : ...................................... 1.8 FT (0.5 M)

(38) NAVIGATION CONTROL?: ... 0 RIGHT : ................................... 6.8 FT (2.1 M)

(39) VERTICAL CLEARANCE: ...... 0.0 FT (0.0 M) (214) BRIDGE RAIL TYPE:

(40) HORIZ. CLEARANCE: ........... 0.0 FT (0.0 M) RAIL CONFIGURATION: ......... 1 - FULL HEIGHT (NO PARAPE

(111) ABUT. OR PIER PROT: ....... MATERIAL: .............................. 1 - CONCRETE

DESIGN TYPE: ........................ 1 - CONTINUOUS RAIL

LATERAL UNDERCLEARANCE:

(55) RIGHT: ....................... 0.0 FT (0.0 M) (215) BRIDGE RAIL HEIGHT: ............ 2.25 FT (0.69 M)

(56) LEFT: ......................... 0.0 FT (0.0 M) (53) MIN. VRT. CLEAR. OVER DECK: 99.99 FT (99.99 M)

(54) MIN. VRT. UNDERCLEARANCE: 0.00 FT (0.00 M)

CONDITION AND APPRAISAL DATA, PROPOSED IMPROVEMENTS, AND COST

(58) DECK:

(59) SUPERSTRUCTURE:

(60) SUBSTRUCTURE:

(61) CHANNEL:

(62) CULVERT: ........................... N

(222) APPROACHES:

(223) RETAINING WALL: ........... N

(36) TRAFFIC SAFETY FEAT: ... 1111

(75A) TYPE OF WORK:

(75B) WORK DONE BY:

(76) IMPROVEMENT LENGTH: ..

(67) STRUCTURAL EVALUATION:

(68) DECK GEOMETRY:

(69) UNDERCLEARANCES:

(71) WATERWAY ADEQUACY:

(72) APPROACH ALIGNMENT:

(113) SCOUR CRITICAL:

(225) PURPOSE OF IMPROVEMENT:

(226) PRIORITY OF IMPROVEMENT:

(227) MAINTENANCE COST:

(228) REHAB./RECONSTR. COST: ...

(229) CONSTRUCTION COST:

N

5 - Stable; scour within limits of

2 - REHAB/RECONSTRUCTION

D - MINOR

$4,000

$95,000

$0

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

(231) ADDITIONAL CONSIDERATIONS:

OPTIMAL INSPECTION CONDITIONS ARE IN MID-MAY.

(330) ADDITIONAL CONFIG. INFO.:

SPAN LENGTH = 122.6', BOTH SPANS.

http:149�35'19.10 http:60�11'41.30

APPENDIX STRUCTURE NO. 9845-001P

PHOTOGRAPHS STRUCTURE NO. 9845-001P

PHOTO #1 - LOOKING WEST

FLOW

PHOTO #2 - SOUTH (DOWNSTREAM) SIDE

PHOTO #3 - GENERAL TOPSIDE VIEW

PHOTO #4 - GENERAL TOPSIDE VIEW LOOKING EAST

PHOTO #5 - GENERAL TOPSIDE VIEW LOOKING WEST

PHOTO #6 - TYPICAL VIEW OF EAST EXPANSION JOINT

PHOTO #7 - PONDING AT WEST EXPANSION JOINT ON DOWNSTREAM

SIDE

PHOTO #8 - TYPICAL VIEW OF DOWNSTREAM RAILING

PHOTO #9 - TYPICAL VIEW OF UPSTREAM RAILING (NOTE PEDESTRIAN

RAILING ATTACHED TO TOP OF BRIDGE RAILING)

PHOTO #10 - EXPOSED REBAR IN UPSTREAM RAILING POST #37

PHOTO #11 - SNOW PLOW DAMAGE TO DOWNSTREAM RAILING NEAR

EAST ABUTMENT

PHOTO #12 - SNOW PLOW DAMAGE TO DOWNSTREAM RAILING

PHOTO #13 - DENT IN VERTICAL BALUSTER FOR PEDESTRIAN RAILING

ON NORTH SIDE NEAR WEST ABUTMENT; NOTE FLAKING OF

GALVANIZING COATING AND RUSTING OF STEEL

PHOTO #14 - VERTICAL CRACKING WITH EFFLORESCENCE ON

UPSTREAM SIDE OF BOX GIRDER NEAR PIER

PHOTO #15 - VERTICAL CRACKING AND EFFLORESCENCE EXTENDING

INTO DECK OVERHANG ON UPSTREAM SIDE OF BOX GIRDER NEAR

PIER

PHOTO #16 - VERTICAL CRACKING WITH EFFLORESCENCE ON

DOWNSTREAM SIDE OF BOX GIRDER NEAR PIER

PHOTO #17 - GENERAL UNDERSIDE VIEW, EAST SPAN LOOKING EAST

PHOTO #18 - GENERAL UNDERSIDE VIEW, WEST SPAN LOOKING WEST

PHOTO #19 - GENERAL VIEW OF EAST ABUTMENT

PHOTO #20 - GENERAL VIEW OF WEST ABUTMENT

PHOTO #21 - GENERAL VIEW OF PIER

PHOTO #22 - HAIRLINE VERTICAL CRACKING ON DOWNSTREAM SIDE

OF BOX GIRDER NEAR WEST ABUTMENT

PHOTO #23 - MISALIGNMENT OF WEST ABUTMENT DOWNSTREAM

WINGWALL

PHOTO #24 - GENERAL VIEW OF EAST ABUTMENT BEARING SEAT

PHOTO #25 - EAST APPROACH

PHOTO #26 - WEST APPROACH

PHOTO #27 - VEHICLE DAMAGE TO END TREATMENT FOR UPSTREAM

GUARDRAIL AT EAST APPROACH

PHOTO #28 - VEHICLE SCRAPES AND DAMAGE TO UPSTREAM

GUARDRAIL AT EAST APPROACH

PHOTO #29 - VIEW FROM BRIDGE LOOKING UPSTREAM

PHOTO #30 - VIEW FROM BRIDGE LOOKING DOWNSTREAM