Amendment A003.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)

A003 10/30/2023 N/A See Box 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

69056723B000022

9B. DATED (SEE ITEM 11)

10/06/2023

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.)

OR FLAP POLK MITCHELL(1), Mitchell Street and Black Road Reconstruction

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. A003, dated 10-30-2023 OR FLAP POLK MITCHELL(1) Solicitation No. 69056723B000022 Mitchell Street and Black Road Reconstruction

REVISIONS ARE AS FOLLOWS:

SPECIAL CONTRACT REQUIREMENTS

Page E-8, Subsection 104.06, Utility Relocations. Revises first paragraph.

Page G-1, Subsection 701.01(a), Portland Cement. Deletes Special Contract Requirements for this Subsection to fall back on FP-14 requirements.

PLANS

Plan Sheet L.2 Revises Note for Cast-In-Place Concrete.

ENCLOSURES

Pages:

E-8 G-1

Plan Sheets:

L.2

E-8 DIVISION 100

Special Contract Requirements

Project: OR FLAP POLK MITCHELL(1), Mitchell Street and Black Rock Road Reconstruction

Add the following to Subsection (b)(2):

(o) Containment plan when removing existing bridge superstructure of which contains lead based paint.

Delete Subsection (b)(3)(d) and substitute the following:

(d) Temporary bridge structures for public use, and load ratings for temporary bridge structures for public use.

104.05 Load Restrictions. Add the following:

Unless otherwise permitted, do not operate equipment or vehicles that exceed the legal load limits over new or existing structures. Submit a plan to utilize existing or new structures as temporary works or work platforms according to Section 562.

Submit oversized and overweight permit requests for non-legal loads. Use the BLM

Oversized/Overweight Permit Load Request form listed under FAR Clause 52.236-4 Physical Data

(Apr 1984).

104.06 Utility Relocations. (Added Subsection).

The following utility companies will be performing temporary relocation work of their facilities when required during tree felling operations (removing and replacing lines or other facilities that interfere with tree felling operations), and will be performing permanent relocation work of their facilities after tree felling is completed on this project (relocating the identified facilities outside of the slope stake limits). The Utility Companies are required to complete their permanent relocation work by February 29, 2024. Provide a 14-day notice to these utility companies before starting tree felling operations; survey and stake new guardrail locations between 31+00 and

31+50, and 32+60 and 33+80 for the utility companies; coordinate work, as well as any de-energizing and re-energizing of utility facilities needed; and allow utility companies to perform their work. Utility outages during tree felling operations are only allowed on Mondays through

Fridays, between the hours of 9:00 a.m. and 4:00 p.m.

POWER – Pacific Power

Elke Vath

830 Old Salem Rd.

Albany, OR 97322

Phone: (541) 967-6160

Email: elke.vath@pacificorp.com

COMMUNICATION – Century Link (Lumen)

Travis Vaughn

740 State St, Rm 740

Salem, OR 97302

Phone: (971) 346-4141

Cell: (541) 749-0347

Email: travis.vaughn@lumen.com

Revised by Amendment A003 mailto:elke.vath@pacificorp.com mailto:travis.vaughn@lumen.com

G-1

Special Contract Requirements Project: OR FLAP POLK MITCHELL(1), Mitchell Street and Black Rock Road Reconstruction

DIVISION 700

MATERIAL

Section 701. — CEMENT

701.01 Hydraulic Cement. Delete the text of paragraph (a) and substitute the following:

(a) Portland Cement. Conform to AASHTO M 85, type V and the low alkali cement criteria of Table 2 Optional Chemical Requirements.

Revised by Amendment A003

Item Quantity: Unit:Item No. Notes:

ESTIMATE

ESTIMATE NOTES:

(1)

(1)

CUYD

CUYD

LNFT

LB

LB

LNFT

SPECIFICATIONS:

DESIGN LOADS:

MATERIALS:

Design:

Construction:

Dead Loads:

Live Load:

Seismic Design:

Reinforcing Steel:

GENERAL NOTES:

Prestressed Concrete Girders:

Prestressing Steel:

Federal Highway Administration Standard Specifications for Construction of Roads and

NONE

Structure excavation

Structural concrete, class A(AE)

Reinforcing steel

Reinforcing steel, epoxy coated

Bearing device, elastomeric

20304-2000

20801-0000

55201-0200

55302-3700

55401-1000

55401-2000

55601-1100

56401-1000

(1)LNFTStructure transition railing61707-0000

EACH10

AASHTO LRFD Bridge Design Specifications, 8th Edition, 2017.

Wind Loads:

Removal of Bridge Lump Sum

GENERAL NOTES AND ESTIMATE

B. ROBINSON 2 B

Lateral Earth Pressure:

Category C: 3 second wind speed = 120 mph.

In accordance with current AASHTO LRFD Bridge Design Specifications.

(1)(3)

(4)

(1)(5)

L.2

Bridges on Federal Highway Projects, FP-14 and Special Contract Requirements (SCR’s).

All Req’d

S. FEUZE N. MARSHALL

Footing Design:

The factored bearing resistance, q = 9.00 kips per square foot. Resistance factor = 0.45 (Strength Limit State).

footings on rock. For sliding, the friction factor between rock and concrete is taken as 0.70. Resistance factor = 0.80 (Strength Limit State).

Abutment external stability designed by LRFD. The resultant of all loads is at or within the middle 0.9 of footing width for

Serviceability stresses limited to current AASHTO Specification values for reinforced concrete elements.

60101-0000 Concrete CUYD (7)

Bridge railing, steel, two rail

58501-0000 CUYD (1)

Cast-In-Place Concrete:

Miscellaneous Structural Metal:

Bridge Rail: 0.253 klf (each)

Future Paving Allowance: 25 lbs. per square foot, applied to clear roadway width.

Soil: 120 lbs. per cubic foot.

Concrete: 150 lbs. per cubic foot (c.i.p), 160 lbs. per cubic foot. (precast)

At Rest Pressure: Equivalent to a fluid unit weight of soil = 50 lbs. per cubic foot.

Active Pressure: Equivalent to a fluid unit weight of soil = 35 lbs. per cubic foot.

Seismic Zone= 3. Liquefaction Potential: Low by the Site Coefficient (Fv = 1.00) to give the long period spectrum acceleration, SD1 = 0.303 g. Site Class= B.

the short period spectrum acceleration, SDS = 0.667 g. Long period acceleration at 1.0 seconds (Sl = 0.303 g) modified

As= 0.281 g. Short period acceleration at 0.2 seconds (Ss = 0.667 g) modified by the Site Coefficient (Fa = 1.00) to give

Peak Ground Acceleration (PGA = 0.281 g), modified by the Site Coefficient (Fpga = 1.00) to give a spectrum acceleration, Furnish epoxy-coated reinforcing steel in the superstructure, as noted on the bar list.

Provide minimum splice lengths for all bar sizes as shown on the plans.

Provide 2" minimum concrete cover to the face of any bar unless shown otherwise on the plans.

Furnish reinforcing steel conforming to AASHTO M31 or M322, Grade 60 deformed.

between the girder flanges. See Section 585 of the SCR’s for additional requirements.

Furnish UHPC concrete with a minimum compressive strength of 15,000 psi. in 4 days for the closure joints

Ultra-High Performance Concrete (UHPC)

The final estimated effective prestress force per strand = 25,600 lbs.

pretensioning stress f’si = 0.75 (f’s) = 202,500 psi.

and conforming to AASHTO M203 (ASTM A416). Pretension each strand to a total load of 31,000 lbs, at which the initial

(1)(6)

(1)CUYD20421-0000 Rock excavation

Table 3.11.6.4-1; for wingwalls: heq = 2.0 ft.

Live Load Surcharge: Equivalent height of soil, for abutments per AASHTO Specifications

13,700

13,200

Structure Excavation

18’-0"

12k 24k 24k

4’-6"

24k 24k

5’-0"

24k 24k

5’-0"

24k 24k

4’-6"14’-0" 32’-0" 16’-0"

ODOT OR-STP-5BW PERMIT VEHICLE

12’-0"

18k

5’-6" 15’-0"

ODOT OR-STP-4E PERMIT VEHICLE

20k

4’-6" 5’-0" 43’-0"5’-0" 5’-0" 16’-0"5’-0" 5’-0"5’-0"

20k20k 20k 20k 20k 20k 20k 20k 20k 20k 20k for a description of the anticipated materials to be encountered during excavation for the bridge site.

Perform all necessary excavation work to build the foundation to the required depths. refer to geotechnical Report "GR 7-20"

56202-0000 Temporary support structure (Temporary bridge) All Req’d Lump Sum

Precast, Prestressed concrete decked bulb tee girders (60 inch)

Ultra High Performance Concrete

Oregon DOT Permit Vehicles OR-STP-5BW & OR-STP-4E (Strength II Limit State)

HL-93. Maximum Dynamic Load Allowance, IM=33% (Strength I Limit State)

(1)(2)

(7) Includes cost of minor concrete as required to meet footing embedment requirements.

(6) Includes cost of furnishing and installing diaphragm anchor bolts. Estimated weight included in quantity = 580 lbs.

(est. qty. = 607 lbs.), structural steel, and all hardware required for the installation of the railing.

(5) Includes cost of structural concrete, Class A(AE), (est. qty. = 10.3 cubic yards), epoxy coated reinforcing steel for the manufacture or erection of the girders.

(4) Includes cost of concrete, reinforcing steel, prestressing steel, inserts, lifting devices, and any other materials required sealants, backer rods, waterstops, concrete diaphragms, aggregate base and polyethylene sheeting for approach slabs.

(3) Includes cost of furnishing and installing geocomposite sheet drain (est. qty. = 89 sq. yds.), weepholes, all joint fillers,

(2) Includes cost of furnishing and placing structural backfill (est. qty. = 169 cubic yards).

(1) Contract Quantity the railing curbs. Ensure the stability of the girders during all phases of construction.

Chamfer exposed edges of all concrete 3/4", unless noted otherwise on the plans. Artificially roughen surfaces under grooved finish on the top surface of the girders according to subsection 552.14(c)(1) of the Standard Specifications.

with a minimum 28-day compressive strength, f’c =9,000 psi and release strength fci =5,000 psi. Provide

Manufacture prestressed concrete girders as detailed on the plans. Furnish Class P(AE) for prestressed girders

Furnish diaphragm anchor bolts conforming to ASTM A307.

Furnish preformed expansion joint filler meeting the requirements of AASHTO M213.

Furnish flexible cellular joint filler meeting the requirements of AASHTO M153, Type 1, closed cell rubber.

Chamfer exposed edges of all concrete 3/4", unless noted otherwise on the plans. Use Type II cement or Type IL cement.

except closure joints between girder flanges.

Furnish Class A(AE) concrete with a minimum 28-day compressive strength, f’c =4,500 psi., for all cast-in-place concrete, 10/27/23 BDR ADDED CEMENT TYPE3

SHEET

NO.

PROJECT

STATE

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BY

DESIGNED BYREVISIONSBYDATENO.

REVISIONS

BY

DATE

NO.

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L H

B r id g e

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OR

RG3171-BONNIE KLAMERUS

POLK COUNTY, OREGON

BLACK ROCK ROAD

LITTLE LUCKIAMUTE RIVER BRIDGE

FLAP POLK MITCHELL(1)

JULY 2023