Amendment 0001 - MS NP NATR 3N18 3H27 etc.pdf

(x)

693C7325B000003 x x

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 electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT 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 letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

ASHBURN VA 20147

ATTN: CONSTRUCTION

693C73

SUITE E2-3-300

QUANTUM PARK, 22001 LOUDOUN COUNTY PKWY

EASTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

ASHBURN VA 20147

ATTN: ACQUISITIONS

693C73

SUITE E2-3-300

QUANTUM PARK, 22001 LOUDOUN COUNTY PKWY

EASTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

SEE BLOCK 1412/06/20240001

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

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

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

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

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

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

11/06/2024

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

E. IMPORTANT: Contractor is not is required to sign this document and return __________________ copies to the issuing office.

ORDER NO. IN ITEM 10A.

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

MS NP NATR 3N18, 3H27, etc

The purpose of this Amendment is to:

1) Provide a summary of responses to questions/clarifications asked by potential bidders.

2) Revise Bridge plans sheet (R-sheets)

3) Revise the Special Contract Requirements (J-pages)

4) Extend the Bid Opening date to December 18th, 2024 by 2:00 p.m. EST

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

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

(Signature of person authorized to sign) (Signature of Contracting Officer)

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Previous edition unusable

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

Amendment No. 0001

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Project MS NP NATR 3N18, 3H27, etc

Natchez Trace Parkway Solicitation: 693C73-25-B-000003

The purpose of this Amendment is to:

1) Provide a summary of responses to questions/clarifications asked by potential bidders.

2) Revise Bridge plans sheet (R-sheets)

3) Revise the Special Contract Requirements (J-pages)

4) Extend the Bid Opening date to December 18th, 2024 by 2:00 p.m. EST.

Questions / Clarifications

The following questions and issues were submitted to EFLHD at eflhd.contracts@dot.gov.

The Government response or clarification is provided. Due to the repetitive nature of several questions and issues, the wording of the questions may have been revised and some questions have not been included. The Government’s direct response to the sender may also have been updated below for better clarity.

1. Does the work associated with pay item 57401-0000 GRS-IBS, Geosynthetic Reinforcement include installing new bridge beams No. If so, can a typical detail/section be provided According to the plans, the GRS-IBS system is limited to the bridge approach to address an issue of differential settlement. Details for this can be found on Sheet S07.

2. Does the work associated with pay item 57401-0000 GRS-IBS, Geosynthetic Reinforcement include jacking up/resetting the existing bridge No.

3. For the GRS-IBS Geosynthetic Reinforcement system, is the pay item measured by the SY of the wall surface, or the length and width of the approach?

Length and width of approach. Refer bidder to plan sheet S07.

4. For the GRS-IBS Geosynthetic Reinforcement system, please specify size and type of block needed.

No blocks are required. The repair will consist of using GRS. Refer bidder to plan sheet S07.

5. After speaking with Polymer Concrete suppliers that do work in Mississippi, we have been informed that Polyester Polymer Concrete is not to be used on Mississippi Highways due to its hazardous chemicals, it is highly flammable. We were given a point of contact to reach out to mailto:eflhd.contracts@dot.gov about its Paul Dees, Chief of Design for the Mississippi Highway Department. Can the Polyester Polymer Concrete be substituted with a different product? If so, what would be suggested.

The Natchez Trace Parkway is not part of the Mississippi highway system. The restrictions on PPC set forth by Mississippi DOT will not apply for this project. Please continue to bid on the project with using the Polyester Polymer Concrete for structure 5570-099P.

6. Is the line item A0390 for repair concrete top of deck over shoulders and lanes associated with any repair work needed prior to waterproofing operations?

Yes, this pay item is to be used for the surface preparation as stated in Section 559 of the SCR.

7. The waterproofing membrane pay item references "preformed membrane system." The SCRs cover both spray applied and preformed. Is preformed waterproofing membrane required or is spray applied allowed?

Both are permitted if they can meet the requirements of the SCR and the manufacturer’s recommendations.

8. There aren't any pavement marking quantities in the bid schedule but they are listed in the plan summaries. Is it intended for pavement markings to be incidental? What type of markings are required (paint/thermo)? Are profiled markings required at bridges?

Permanent pavement markings are not required. The plan summaries are for the temporary pavement. The final pavement marking will be completed under separate project.

9. Several plan sheets are stamped with "PRELIMINARY not for construction." Will design on work by the contractor or government be required to finalize these sheets?

See amendment for revised plan sheets.

10. Section 152.05(l), is it the intent to survey centerline for the entire 80mile project or only areas where pavement markings are impacted (removed) by patching?

Surveying of the centerline is not required. See amendment for revisions to J-pages.

11. Section 413.03(a): States to take 3 bridge cores transversely across deck prior to micromilling, but then states to repeat every 50 LF. Are we to anticipate 3 cores for every 50 LF of bridge deck?

Yes.

12. Are the "asphalt pavement patches type 1 (with stabilization) intended to daylight through the shoulder and embankment or only excavate vertically at the edge of pavement?

Daylight through the shoulder and embankment.

13. Are the "asphalt pavement patches, type 1 at bridge approaches " to be excavated vertically at the edge of pavement only? Not daylight out the slopes.

Asphalt pavement patches, type 1 excavated vertically.

14. Do the "deep patch embankment repair " locations excavate to the break of the shoulder and only daylights at under drain outlets?

Yes, it should break of the shoulder.

15. For the "asphalt patches type 1 (with stabilization) the table shows some patches being 2' and some 3' depth. The typical shows 4" asphalt, 8" base stone, 12" base stone, 12" base stone totaling 3'. For the 2' depth patches, is there only one layer of 12" base stone or is there 3 layers of 12" base stone for the 3' depth patches?

Place 4-inch of asphalt over 3 equal layers of aggregate base. See amendment for revised typical section.

16. Per 413.03, milled areas must be paved within 48 hours. Is the contractor expected to mill, place repair concrete, install waterproofing membrane, and pave back within 48 hours?

The bridge work should be done while closures are in place for the other repair areas.

Special Contract Requirement (J Pages) changes

1. Delete the Subsection 152.05(l) of the Special Contract Requirement, page J-10.

Plan Changes

1. Replace sheet B02 Typical Section for Asphalt Pavement Patch, Type 1(with Stabilization) with amended sheet.

2. Replace R-sheet with the corrected R-sheets.

ASPHALT PAVEMENT PATCH, TYPE 1

(WITH STABILIZATION)

4" to 15" depth, ACP

8" depth, Aggregate base

Existing aggregate-topsoil course (typ.)

Shoulder

Shoulder

Travel laneTravel lane

Varies (1V:3H)

Varies (1V:3H)

L

Existing ground

±6' 11' 11' ±6'

4" depth, Aggregate-topsoil course

Turf establishment (typ.)

4" depth, ACP, Type 1, 2" NMSA, <0.3 million ESAL (two lifts), type IV pavement roughness, place tack coat between lifts

Depth varies (See Note 7), Aggregate base course, Grading C or D

Depth varies (12"), Aggregate base course, Grading C or D

Reinforcement geogrid (Type V)

Depth varies (see table), Roadway Excavation

Va rie s (

1V:4 H)

Separation-stabilization geotextile, Class 2, Type E

4" depth, topsoil

Depth varies (12"), Aggregate base course, Grading C or D

AMD #1 - Added Note 7.

AMD #1 - Revised and deleted layers.

AMD #1 - Revised and deleted callouts.

NO. DATE BY REVISIONS

12/05/24

JK

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION NATCHEZ TRACE PARKWAY

C

8%

Match

Existing

Match

Existing 8%

PROPOSED:

EXISTING:

Limits of disturbance

1. Place aggregate-topsoil to tie the new edge of pavement to the shoulder. Place additional aggregate-topsoil to all areas that are more than

2-inch lower than the adjacent asphalt surface.

2. Perform full depth patch at locations shown in the plans or approved by the CO.

3. Provide turf establishment according to Section 625.

4. Maintain existing profile grade.

5. Install drainage as directed by CO.

6. Excavate according to OSHA guidelines and/or other applicable jurisdictional codes. The Contractor is responsible for providing all aspects of site excavation safety.

7. Place aggregate base course in three equal layers.

718+27 to 720+27

MP STATION DEPTH

121.4

121.6

131.3

133.8

75+06 to 76+06

82+06 to 92+06

605+23 to 612+23

2124+00 to 2127+00160.3

3275+74 to 3279+74181.7

3320+45 to 3328+45182.7

3389+32 to 3394+82184

3400+70 to 3404+70184.1

3415+43 to 3417+43184.5

3431+27 to 3433+77184.8

16+61 to 17+91 (Little Mountain Summit Rd)193

31+00 to 32+00 (Little Mountain Summit Rd)193

NOTES:

2'

2'

2'

2'

2'

2'

2'

2'

3'

3'

3'

3'

3'

NOT TO SCALE

Sheet 2 of 3

:0

P

M

D e c e m b e r

B

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B

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.d g n

TYPICAL SECTION

PROJECT

NUMBER

SHEET

B02

NPS Drwg No. 604/176533 NPS PMIS No. 254233

MS NP NATR 3N18 3H27 ETC

AMENDMENT NO. 1

Bridge Railing Replacement Details 11

Approximate Asphalt Depths 10

Typical Section 9

Concrete Repairs 8

Concrete Repair Details 7

Miscellaneous Details 6

Joint Repair Tables 5

Summary of Quantities 4

Scope of Work 2 3

Scope of Work 1 2

General Notes and Index 1

SHEET TITLESHEET NO.

INDEX OF BRIDGE PLAN SHEETS

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

RG / BRP NO.DATEBRIDGE PLAN SHEETSCALEPROJECT TEAM LEADCHECKED BYDRAWN BYDESIGNED BY

AUGUST 2024 Carlos Pena MarshNRLTELTE

REVISIONSBYDATENO.

BRP-1347

STRUCTURE NO.

STRUCTURE NAME

FEATURES INTERSECTED LOCATION

NATCHEZ TRACE PARKWAY

Not to Scale 11 of 1

GENERAL NOTES AND INDEX

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

R01 /2

/2

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GENERAL NOTES:

Verify all dimensions and locations in the field prior to beginning work and ordering materials.

Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14.

Construction:

Edition, 2020 with 2021 revisions th

AASHTO LRFD Bridge Design Specifications, 9

Design:

SPECIFICATIONS:

According to Bridge Inspection Reports.

Live Load:

Asphalt Concrete Pavement: 148 pcf

Concrete: 150 pcf

Dead Load:

DESIGN LOADS:

Furnish asphaltic plug joints conforming to subsection 712.01(h).

Furnish silicone sealant conforming to Subsection 712.01(e) for horizontal joints and 712.01(d) for all other joints.

Joint Sealant:

Mix and apply primer according to the manufacturer's recommendations.

Furnish concrete primer specified by the preformed membrane system manufacture.

Waterproofing Membrane System:

Provide 2-inch cover for reinforcing steel, unless noted otherwise.

plans.

rehabilitation or as noted in the

Furnish epoxy coated reinforcing steel for bridge railing replacement and all cast-in-place deck slab concrete

Furnish reinforcing steel conforming to AASHTO M31, Grade 60 deformed.

Reinforcing Steel:

-inch, unless noted otherwise.4

Chamfer all exposed concrete edges

Furnish Class A(AE) concrete for the bridge railing replacement with f'c = 4.5 ksi at 28 days.

= 3.0 ksi at 48 hours.

c

Furnish Class HES concrete with f'

Concrete:

MATERIALS:

Not to Scale of 112

SCOPE OF WORK 1

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

R02

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

/2

/2

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Not to Scale 11 of 3

SCOPE OF WORK 2

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

R03

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

/2

/2

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Not to Scale 11 of 4

SUMMARY OF QUANTITIES

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

R04

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

/2

/2

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Not to Scale 11 of 5

JOINT REPAIR TABLES

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

R05

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

Notes:

piers with pourable joints.

5. Replace existing sawcut expansion joints at abutments and

"SCHEDULE A" under the column heading "Dimensions".

4. Relevant dimensions for each structure are provided in table applicable variables work and work types for each structure.

"SCHEDULE A" table, under column heading "Work", shows the

Isometric Detail and tables in the "JOINT REPAIR TABLE" sheet.

3. General locations of the work and work types are defined in the information.

2. See "MISCELLANEOUS DETAINS" sheet for additional

Verify all locations and dimensions before ordering materials.

approximate location of the work along a general bridge layout.

1. The "ISOMETRIC DETAIL" shows a bridge schematic of the

C-to-C = Curb to curb [= BW-(2 x Curb)]

BW = Bridge Width

P = Pier

A2 = Abutment 2

A1 = Abutment 1 xx = (A) Abutment or (P) Pier and location #

AJx = Approach Joint at

EJxx = Expansion joint at

CCxx = Clean and reseal cracks at

CJxx = Clean and reseal curb/parapet joint and vertical at

Abbreviations:

BW

C -t o -C

BL

skew

Not to scale

Bridge schematic

Pier 1 Pier 2

Abutment 1 Abutment 2

ISOMETRIC DETAIL

(Typ.)

vertical joint (CJA1) curb/parapet and

Clean and reseal

(Typ.)

Abutment/Wingwall (Typ.)

vertical joint (CJA2) curb/parapet and

Clean and reseal

Pier (Typ.)CL

(Typ.)

Sidewalk/curb

Rail (Typ.)

joint 1 (EJA1)

Expansion joint 2 (EJA2)

Expansion

(Typ.)

Approach joint (AJ1)

Approach joint (AJ2)

Approach

Begin bridge

End bridge

/2

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Not to Scale 11 of 6

MISCELLANEOUS DETAILS

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

R06

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

Notes:

recommendations.

c. Install weep hole filters according to the manufacturer's weep holes before installation.

b. Remove all dirt, laitance, or other loose matter inside the methodology to the CO for approval.

a. Submit drawings of the weep hole filter and intallation as follow:

6. Installation procedures for weep hole filters at abutments are width when placing curb joint material.

Ensure watertight seal is created throughout the bridge 5.

surrounding existing surfaces.

i. Finish surface to the same grade and slope as according to manufacturer's recommendations.

h. Place asphaltic binder and aggregate-binder mixture according to manufacturer's recommendations.

g. Prepare surface for aggregate-binder mixture in place with galvanized nails.

f. Place new galvanized steel plate over joint, secure according to manufacturer's recommendations.

e. Place new backer rod and seal the expansion gap manufacturer's recommendations.

d. Clean and prepare exposed surface according to to Section 203.

(minimum 2 inches) and remove according

c. Saw cut wearing surface to concrete deck joint, remove existing joint material.

b. Note location and skew of existing deck expansion manufacturer to oversee the installation.

a. Provide an authorized representative of the

4. Asphaltic plug joint sequence of work:

to manufacturer's recommendations.

b. Install new expansion joint material according oil-free compressed air.

opening of debris and remove laitance with

a. Remove existing joint material, clean joint

3. Silicone and backer rod joint sequence of work:

rod conforming to Subsection 712.01(f).

2. Measure joint opening after cleaning to select size of backer to Subsection 712.01(d) for all other joints.

712.01(e) for horizontal joints and joint sealant conforming

1. Furnish silicone joint sealant conforming to Subsection with predrilled holes at 1'-0'' maximum butted segments, centered over joint galvanized plate, placed in 4'-0'' long

'' x 8'' AASHTO M 270 grade 364

SILICONE AND BACKER ROD JOINT DETAIL

CLJoint

(See Note 3)

ASPHALTIC PLUG JOINT DETAIL

(See Note 4)

(See Note 1)

Silicone joint sealant

R e c e s s

M in

(See Note 2)

Backer rod

(Typ.)

surface or slab

Existing wearing mixture

Aggregate-binder

(Typ.)

Existing wearing surface

Saw cut asphalt and remove pavement

1'-8"

10"

Asphaltic binder

Sealed expansion gap

Backer rod (See Note 4.e.)

nails at 1'-0'' max.

16d or larger common galvanized

M in

Exisiting concrete1 M in

Existing opening

CLJoint

CL

A

A abutment

Face of housing

Filter filter

Removable abutment

Face of

ELEVATION SECTION A-A

(See Note 6)

Weep hole

(See Note 6)

Weep hole

WEEP HOLE FILTER

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Not to Scale 11 of 7

CONCRETE REPAIR DETAILS

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

R07

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

Notes:

concrete backfill as directed by the CO.

12. Fill erosion holes adjacent to wingwalls and parapets with lean

Crack Repair by Epoxy Injection.

11. Repair concrete cracks according to Section 561- Concrete for the repair method.

does not exist, see the appropriate deep concrete repair detail

10. If the bond between existing concrete and reinforcing

Subsection 552.19B.

appearance. Provide concrete repair material according to matches the existing concrete in texture, color, and

Provide a surface finish to all visible concrete repair areas that 9.

reinforcement/concrete with machine bolts.

Fasten steel welded wire reinforcement to existing8.

Match existing reinforcing steel diameter and coating.

Replace reinforcing steel with section loss of 25% or more.7.

to Section 203.

abrasive blasting, or water jetting as required according

Clean existing steel and concrete by wire brush,6.

to existing steel reinforcement.

existing reinforcement, without incurring any damage concrete or to a depth of at least 1-inch clear of

Remove loose and deteriorated concrete to sound5.

perimeter around the designated repair area.

inch deep along a square or rectangular 4

Saw cut 4.

according to Subsection 552.19A, as approved by the CO.

3. Install zinc anodes for corrosion protection on repair areas to identify deteriorated concrete areas.

Use chain dragging, hammer sounding, and visual methods2.

Removal areas will be determined in the field by the CO.

approximate. Depth of concrete rebars may vary.

Locations of concrete repair areas and cracking are1.

'' Min.2

2'' Min. clr. '' Saw cut4 reinforcing bar

" Min. clr. above4 x x

OVERHEAD DEEP CONCRETE REPAIR

Class HES concrete

Existing reinforcing bars

Zinc anode concrete

Face of existing

2x2-W2xW2

Steel welded wire reinforcement

Depth of concrete repair

= 300 lbs.

direction. Min. pull out tension

@ max. spacing of 1'-0" in each

(length varies) with sleeve anchor

'' Dia. galvanized machine bolt4

'' Under cut all sides2 1 2'' Min. clr.

Depth of concrete repair

'' Saw cut4

'' Min.2 reinforcing bar

" Min. clr. below4 x x

VERTICAL DEEP CONCRETE REPAIR

Class HES concrete concrete

Face of existing

2x2-W2xW2

Steel welded wire reinforcement

= 300 lbs.

direction. Min. pull out tension

@ max. spacing of 1'-0'' in each

(length varies) with sleeve anchor

'' Dia. galvanized machine bolt4 top cut

'' Under cut all sides except2

Existing reinforcing bars

Zinc Anode

2'' Min. clr.

'' Saw cut4 reinforcing bar

" Min. clr. to4

'' Min.2

Depth of concrete repair x x

HORIZONTAL DEEP CONCRETE REPAIR

Class HES concrete

" Undercut all sides2

2x2-W2xW2

Steel welded wire reinforcement concrete

Face of existing

Zinc anode

Existing reinforcing bars

= 300 lbs.

direction. Min. pull out tension

@ max. spacing of 1'-0" in each

(length varies) with sleeve anchor

'' Dia. galvanized machine bolt4

CONCRETE CRACK REPAIR

(See Note 11) surface

Existing concrete

Epoxy resin crack

Existing

(Typ.)

Injection port

HORIZONTAL SHALLOW CONCRETE REPAIR

(top of deck) allows depth of reinforcing bars

" Under cut all sides where2 concrete Face of existing

Existing reinforcing bars

Class HES concrete

Depth of concrete repair

'' Saw cut4 material

Concrete repair

Existing concrete mortar pocket

Low-resistivity

ZINC ANODE INSTALLATION DETAIL

Existing reinforcing bars

Zinc anode concrete

Face of existing

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CONCRETE REPAIRS

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

R08

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

Notes:

concrete backfill as directed by the CO.

2. Fill erosion holes adjacent to wingwalls and parapets with lean information.

See "CONCRETE REPAIR DETAILS" sheet for additional 1.

DEEP CONCRETE REPAIR

(Structure 5570-321)

INJECTION

STRUCTURAL CONCRETE

(Structure 5570-383)

INJECTION

STRUCTURAL CONCRETE

(Structure 5570-203)

INJECTION

STRUCTURAL CONCRETE

(Structure 5570-204)

REPAIR

CONCRETE

DEEP

(Structure 5570-355) injection

Structural concrete injection

Structural concrete injection

Structural concrete injection

Structural concrete injection

Structural concrete

INJECTION

STRUCTURAL CONCRETE

(Structure 5570-314) injection

Structural concrete

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TYPICAL SECTION

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

R09

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

Notes:

typical section information.

13. See "APPROXIMATE ASPHALT DEPTHS" sheet for additional membrane system.

12. For Str. 5570-099P only: Do not install waterproofing bridge shoulder.

For Str. 5570-099P only: S = width of shoulder, L = length of 11.

Polymer Concrete (PPC) from curb-to-curb.

For Str. 5570-099P only: Place 2-inches of black Polyerster 10.

face of curb.

of the lane and the shoulder edge, terminating removal at the

Remove a uniform depth of 2-inches starting at the interface shown in the plans along the length of bridge on each side.

For Str. 5570-099P only: Remove concrete shoulder section 9.

See As-built plans for additional information.8.

bridge.

Ensure that the minimum curb reveal is provided at each 7.

Except for Str. 5570-099P, see Notes 9 through 11.

-inch less than the thickness of the proposed overlay. 2 or up the face of the curb equal to the height membrane system preformed Place 559 and install asphalt wearing surface.

Install the preformed membrane system according to Section 6.

deck condition preparation is approved by the CO.

Do not begin waterproofing membrane installation until the 5.

Section 552.

hollow sounding, and spalled) at top of deck according to

Visually locate and repair all deteriorated concrete (cracked, 4.

shoulder into the concrete lane of the bridge deck.

within 1 foot of the 2 inch drop-down from the concrete from damage. Use hand tools to remove existing asphalt interface of the deck lane and deck shoulder are protected

3. Ensure that all expansion joints and construction joints at the of projections that might puncture the membrane.

membrane and asphalt mastic to ensure the concrete is free

Shot blast exposed concrete surfaces to remove any old 2.

REMOVAL" sheet.

according to the Pavement Removal Table on the "PAVEMENT

Micro mill existing asphalt wearing surface on the bridge 1.

(Typ.)

Varies

V a r ie s

S e e N o te

(Typ.)

Varies

T y p

V a r ie s

(See Note 1 & 2) asphalt overlay

Mill existing concrete deck

Existing reinforced

TYPICAL SECTION TYPE B

See Note 6

Structure LC

Slope

(See Note 1, 2, & 3)

Mill existing asphalt overlay and lanes (Typ.)

over deck shoulders membrane system preformed Install

See Note 6 concrete deck

Existing reinforced

Structure LC

V a r ie s

Constr. jt.

(Typ.)

Constr. jt.

Shoulder (Typ.)

Varies

Lane (Typ.)

Varies

(Typ.)

Varies

T y p

V a r ie s

TYPICAL SECTION TYPE A

railing

Existing bridge railing

Existing bridge

(Schematic)

(Schematic)

(Typ.)

shoulders and lanes

Repair concrete deck curb-to-curbsystem

Install preformed membrane concrete (Typ.)

Repair deck

Str. 5570-099P only)

(See Note 9 thru 12, concrete shoulder

Remove 2" x S x L

Str. 5570-099P only)

(See Note 9 thru 12, concrete shoulder

Remove 2" x S x L

Str. 5570-099P only)

(See Note 9 thru 12, Polymer Concrete (PPC)

Place 2-inches of black Polyester

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DEPTHS

APPROXIMATE ASPHALT OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

R10

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

Notes:

bridge.

concrete shoulders and lanes interface along the length of the

Do not damage expansion joints where the 2-inch raised 6.

from the lanes are not damaged.

Ensure that the 2-inch raised concrete shoulders separated lanes of the bridge prior to milling and ordering materials.

5. Verify the thickness of the asphalt over the shoulders and

4. See As-built plans for additional information.

parapet of the bridge.

The limits for micromilling is from end-of-parapet to end-of-3.

See "C" and "D" sheets for additional information. 2.

See the "TYPICAL SECTION" sheet for additional information.1.

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11 of 11No scale

REPLACEMENT DETAILS

BRIDGE RAILING OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

R11

PROJECT

NUMBER

SHEET

MS NP NATR 3N18 3H27 ETC

NPS Drwg No. 604/176533PMIS No. 254233

Notes:

reinforcement. Salvage post vertical reinforcement for reuse.

Use minimum 2'-6" for lap splice in longitudinal 4.

information.

and begining work. See as-built plans for additional conditions, dimensions, and layout prior to ordering materials

Details shown are from the as-built plans. Verify field existing 3.

for approve prior to demolition.

Determine limits of damaged bridge railing and submit to CO 2.

kind. Protect surrounding concrete from damage.

abutment to sound concrete. Replace damaged section in-

Remove damaged sections of the east bridge rail at the south 1.

FOR INFORMATION ONLY

N

DAMAGED BRIDGE RAILING

(STR 5570-120P, East railing at south abutment)

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AMEND_MS NP NATR 3N18 3H27 ETC_plans.pdf