A002_Davey'sBridge.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)

A002 APRIL 25, 2012 N/A ID PFH 24(10)

DAVEY’S BRIDGE

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

DTFH70-11-B-00017

9B. DATED (SEE ITEM 11)

3/30/12

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.)

ID PFH 24(10), DAVEY’S BRIDGE

See page 2 for revisions.

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. A002, dated 4/25/12 ID PFH 24(10) Solicitation No. DTFH70-11-B-00017 Davey’s Bridge

REVISIONS ARE AS FOLLOWS:

PLANS

Plan sheet #L.2 Revises release strength from 7000 psi to 7500 psi, shown in “Prestressed concrete Girders: (Alternate A)”

ENCLOSURES

Plan Sheets:

L.2

NONE

Item Quantity: Unit:Item No. Notes:

ESTIMATE NOTES:

20304-2000

20801-0000

55201-0200

55401-1000

55401-2000

56401-1000

61707-0000

LPSM

LPSM

CUYD

CUYD

LB

LB

LNFT

EACH

LNFT

Survey and staking, bridge

Removal of Bridge

Structural concrete, class A(AE)

Precast, Prestressed concrete bulb tee girders

Reinforcing steel

Reinforcing steel, epoxy coated

Bearing device, elastomeric

Structure transition railing

(1) (2)

(3)

(1)

(1)

(4)

All req’d

SPECIFICATIONS:

DESIGN LOADS:

Concrete: 150 pcf.

Future Wearing Surface: 25 psf.

HL-93. Maximum Dynamic Load Allowance, IM=33%.

MATERIALS:

Design:

Construction:

Dead Loads:

Live Load:

Wind loads:

Seismic Design:

Concrete:

Reinforcing Steel:

Bearings:

GEOTECHNICAL REPORT:

GENERAL NOTES:

Diaphragm anchor bolts shall conform to ASTM A307.

Miscellaneous Structural Metal:

Stage Construction:

In accordance with current AASHTO LRFD Bridge Design Specifications.

(1)

CUYD150

20803-0000

55101-0200 LNFT

26,475

15214-1000

Bridge railing, concrete, ITD rail

55302-3600 LNFT

AASHTO LRFD Bridge Design Specifications, Fifth Edition, 2010.

Lateral Earth Pressure: equivalent fluid unit weight of soil, 36 pcf.

55601-0500

(5)

Structure excavation

Structural backfill

GENERAL NOTES

Federal Highway Administration Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-03.

AASHTO M270, Grade 36.

28-day design compressive strength f’c = 9,000 PSI, and release strength f’ci = 7,500 PSI. Structural steel for bearing plates shall conform to

Prestressed concrete girders shall be manufactured as detailed on the plans. Concrete for prestressed girders shall be Class P with a minimum

The final estimated effective prestress force per strand = 39,300 lb.

Each strand shall be pretensioned to a total load of 43,900 lbs. at which the initial pretensioning stress f’si = 0.75 (f’s) = 202,500 PSI.

60 durometer hardness.

Elastomeric bearing pads shall conform to the requirements of Section 18.2 of the AASHTO LRFD Bridge Construction Specifications, and shall be

Item Quantity: Unit:Item No. Notes:

20304-2000

20801-0000

55201-0200

55401-2000

56401-1000

61707-0000

LPSM

LPSM

CUYD

CUYD

LB

LNFT

EACH

LNFT

Survey and staking, bridge

Removal of Bridge

Structural concrete, class A(AE)

Reinforcing steel, epoxy coated

Bearing device, elastomeric

Structure transition railing

(1) (2)

(1)

(4)

(1)

CUYD150

20803-0000

55101-0200 LNFT

15214-1000

Bridge railing, concrete, ITD rail

55601-0500

(5)

Structure excavation

Structural backfill

55401-1000 Reinforcing steel 26,475 LB (1)

55502-0000 Structural steel, furnished, fabricated and erected 476,600 LB (1) (3) (1) (3) (1)

ESTIMATE NOTES:

B

(1)(6)

(1)(6)

(6)

(5)

(4)

(3)

(2)

(1)

Grade 4 or 5. Expansion joint filler shall meet the requirements of AASHTO M213.

", unless noted otherwise on the plans. Preformed flexible cellular joint filler shall meet the requirements of ASTM D1056, Type 2,4 3 concrete for pipe piles shall be Structural Concrete Class (A) with a minimum 28 day compressive strength f’c = 4 ksi. Chamfer exposed edges of all

All concrete except for pipe piles, shall be structural concrete Class A(AE) with a minimum 28-day compressive strength f’c = 4 Ksi. Concrete shall be epoxy coated, as noted on the bar list.

on the plans will not be paid for. All superstructure reinforcing steel (slab, girders, parapets, int. diaph., endwalls, approach slabs and sleeper beams) unless shown otherwise on the plans. Minimum splice length for all bar sizes shall be as shown on the plans. Bar splices other than those shown

All reinforcing steel shall conform to AASHTO M31 or M322, Grade 60 deformed. The minimum concrete cover to the face of any bar shall be 2", 55101-0200 LNFT (5)Concrete filled pipe piles, in place (12"x0.5")

Concrete filled pipe piles, in place (18"x0.5")

55101-0200 LNFT (5)

Concrete filled pipe piles, in place (18"x0.5")

Concrete filled pipe piles, in place (12"x0.5")

129,770

136,970

GREG MAY SAMIR SIDHOM

Prestressing Steel:

otherwise on the plans. Welded shear connectors shall conform to AASHTO M169 (ASTM A108).

7critical, friction type, Class A and shall be made with components shall consist of all plate girder web plates, all web and flange splice plates, and all bottom flange plates. All field connections are slip member components subjected to tensile stress shall meet the AASHTO M270 and supplemental Requirements, S4 (for Zone 2). These member

Certification Program. The contractor shall be responsible for the stability of the structure during all phases of construction. Main load carrying unless otherwise noted on the plans. The steel fabricating company shall be fully certified in Major Steel Bridges (CBr), under the AISC Quality

All structural steel shall be high-strength low alloy corrosion resistant steel conforming to AASHTO M270, Grade 50W (ASTM A709, Grade 50W)

D1 for description of the anticipated materials to be encountered during excavation of the bridge site.

The Contractor shall preform all necessary excavation work to build the foundation to the required depths. Refer to the Geotechnical Report

Sturctural Excavation:

Steel Pipe Piles:

55104-1000 EACH2Dynamic pile load test

55104-1000 Dynamic pile load test 2 EACH

L.2 by U.S. Dept. of Transportation, Federal Highway Administration, Western Federal Lands Highway Division.

For boring logs and other geotechnical information and seismic parameters, see Geotechnical Report, GR09-11 prepared

(1)

(1) response spectral acceleration at period of 1 second (S ) = 0.18g.

In accordance with AASHTO LRFD Bridge Design Specifications, 5th Edition, 2010 Seismic Performance Zone 2 based on factored horizontal elevation shown is for estimating quantities only. See Special Contract Requirements for driven piles construction requirements.

Steel Pipe Piles shall conform to ASTM A252, Grade 3. All piles shall have pile shoes consisting of 60 degree conical driving points. The minimum tip

(6) Includes cost of furnishing all materials necessary for the construction of the concrete parapet and metal railing.

(Estimated quantity = 110 cubic yards), furnishing and attaching pile tips to protect piles during driving.

(5) Includes cost of furnishing and installing concrete filled pipe pile 18 x 0.5 inch and 12 x 0.5 inch. Includes cost of concrete Class (A) construction of the expansion bearings. Includes cost of galvanizing sole plates.

(4) Includes cost of furnishing and installing reinforced elastomeric bearing pads, tapered sole plates, and other materials required for the for the manufacture or erection of the girders.

(3) Includes cost of concrete, reinforcing steel, prestressing steel, inserts, bearing plates, lifting devices and any other materials required

Includes the cost of furnishing and installing 4" pvc conduit in downstream bridge rail (estimated quantitiy = 200 LNFT).

(estimated quantity = 215 square yds.), drain grates (12 req’d), aggregate base and polyethylene sheeting for approach slabs.

(2) Includes cost of furnishing and installing all joint fillers, sealants, backer rods, compression seals, geocomposite sheet drain

(1) Contract Quantity construction of the concrete parapet and metal railing.

Includes cost of furnishing all materials necessary for the attaching pile tips to protect piles during driving.

(A) (Estimated quantity = 110 cubic yards), furnishing and

18 x 0.5 inch and 12 x 0.5 inch. Includes cost of concrete Class

Includes cost of furnishing and installing concrete filled pipe pile galvanizing sole plate.

construction of the expansion bearings. Includes cost of bearing pads, sole plates, and other materials required for the

Includes cost of furnishing and installing reinforced elastomeric cross frames and field splices.

Includes cost of furnishing and installing structural steel, bolts, studs and welds for plate girders, bearing stiffeners, jacking stiffeners, Includes the cost of furnishing and installing 4" pvc conduit in downstream bridge rail (estimated quantitiy = 200 LNFT).

(estimated quantity = 200 square yds.), drain grates (12 req’d), aggregate base and polyethylene sheeting for approach slabs.

Includes cost of furnishing and installing all joint fillers, sealants, backer rods, compression seals, geocomposite sheet drain

Contract Quantity

Structural Steel: (ALTERNATE B)

Prestressed Concrete Girders: (ALTERNATE A) the closure pour.

placed with the closure pour. For Alternate B, bracing in the closure pour bay shall be installed after stage 2 has been poured and prior to placing

Endwall and intermediate diaphragms shall be staged with the deck pours, diaphragms in the bay where the closure pour is to be placed shall be

ESTIMATE (ALTERNATE A) - PRESTRESSED CONCRETE GIRDER BRIDGE

ESTIMATE (ALTERNATE B) - STEEL PLATE GIRDER BRIDGE

4-25-12 RW Revised release stregth by amendment A0022

SHEET

NO.

PROJECT

PFH 24(10)

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

BOISE NATIONAL FOREST

BOISE COUNTY, IDAHO

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADER

SAMIR SIDHOM

SCALE

CHECKED BYDRAWN BYDESIGNED BY

REVISIONSBYDATENO.

REVISIONS

BY

DATE

NO.

S

Y T

IM

E

D G

N S

P E

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RG2899 - RYAN WEHNER OCTOBER 2011 of 34