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 12/16/2019 N/A See Block 10

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

69056719B000004

9B. DATED (SEE ITEM 11)

11/21/2019

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.)

WA NPS OLYM 2017(1), Spruce Railroad Trail Segment B

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 12-16-2019 WA NPS OLYM 2017(1) Solicitation No. 69056719B000004 Spruce Railroad Trail Segment B

REVISIONS ARE AS FOLLOWS:

SPECIAL CONTRACT REQUIREMENTS

Page F-30, Subsection 555.03A, Design. Deletes the sixth paragraph of Subsection (a).

Page F-31, Subsection 555.03A, Design. Reformats page.

PLANS

Plan sheet A.1 Adds Chief of Engineering Signature.

Plan Sheet I.2 Revises Notes for Structural Steel and Painting.

ENCLOSURES

Pages:

F-30 through F-31

Plan Sheets:

A.1 I.2

F-30 DIVISION 550

Special Contract Requirements Project: WA NPS OLYM 2017(1), Spruce Railroad Trail Segment B

Section 555. — STEEL STRUCTURES

07/20/15–FP14

Description

555.01 Delete the text of this Subsection and substitute the following:

This work consists of providing a fully engineered and prefabricated steel bridge. It includes designing, furnishing, fabricating, delivering, and erecting the bridge superstructure, bridge timber deck, bearing devices, and all appurtenances.

Construction Requirements

555.03A Design (Added Subsection).

(a) Design Features. Perform structural design of the bridge structure, footing, and micropiles by or under the direct supervision of a Licensed Professional Engineer, registered in the State of Washington, and in accordance with recognized engineering practices and principles.

Provide a modular design that employs steel beams or hollow structural sections (HSS) as the main load carrying members. Design and fabricate the bridge such that the components may be assembled in the field with basic tools and skills. Make all field connections using high strength bolts.

Furnish all necessary bearing assemblies, anchor bolts, and connectors to fully assemble the bridge on timber sills.

Design the bridge as a Steel Truss Span. Furnish a bridge with 125 feet overall length. The minimum bridge width is 12 feet rail-to-rail.

Provide 54” railing above the floor deck. Provide Continuous vertical pickets located on the inside of the trusses. Maximum opening between pickets is 4”.

Coat all steel components with shop-applied inorganic zinc primer or hot dip galvanize.

Completely coat all steel, including top surface of girder flanges. Use connection details for installing the decking without damaging the coating on the girders. Do not mask faying surfaces prior to painting.

Rig main superstructure components with lifting devices to facilitate efficient installation of the bridge using hand labor, light duty equipment (rubber tire backhoe). Place lifting devices so as not to interfere with traffic utilizing the structure, or make provisions to remove the lifting devices after the bridge is assembled in place.

Revised by Amendment A001

F-31 DIVISION 550

Special Contract Requirements Project: WA NPS OLYM 2017(1), Spruce Railroad Trail Segment B

(b) Design Criteria. Design the bridge according to AASHTO LRFD Bridge Design Specifications, Current Edition, with Interim Specification. Use design live load according to AASHTO Guide Specifications for Design of Pedestrian Bridges. In addition, check for the following load combinations: DL + 5000 lb live load point load; DL + 35 psf snow load.

Design for maximum live load deflection of L/500.

For basis of footing design, the maximum allowable stress does not exceed the values listed on the plans.

555.03 Drawings and Diagrams. Amend as follows:

(a) Fabrication drawings. Add the following:

Prepare drawings to adequately fabricate and erect the bridge. This includes, but is not limited to, bridge detail plans including girder and deck member dimensions, anchor bolt layouts, footing details, erection drawings and instructions.

Include in the General Notes the following information: design specification and method used (LRFD, LFD, ASD); assumed dead and live loads; live load deflection criteria; steel grade(s);

timber grade and allowable bending stress; and any other information necessary to perform an independent structural check of the design. Furnish erection instructions including a full list of bridge components, hardware, and fasteners and an erection plan identifying pieces by piece mark and location in the structure.

For manufactured components other than rolled steel members, or sawn lumber, indicate on the drawings the relevant section properties (such as location of neutral axis, and moment of inertia or section modulus), as well as recommended maximum loading if given by the manufacturer, to allow a structural analysis of those components.

Affix the seal and signature of a professional engineer proficient in bridge design in the State of Washington to the final acceptance drawings (record set) and calculations.

(d) Transportation drawings. Add the following:

Coordinate and schedule the delivery with the CO at least 14 days prior to shipping the bridge.

555.07 Fabrication. Delete the text of the first sentence of the first paragraph and substitute the following:

Fabricate the structural steel in a fabricating plant that is certified in: SBR (Certified Bridge Fabricator - Simple) under the AISC Quality Certification Program.

555.14 Preassembly of Field Connections. Add the following to the first paragraph.

Assemble the bridge at the fabrication shop prior to delivery to ensure proper fit-up of all components. Provide the CO 3 days’ notice prior to this action. Disassemble the bridge and transport the bridge in sections.

Revised by Amendment A001

EDWARD S

HAMMONTREE

Digitally signed by EDWARD S

HAMMONTREE

Date: 2019.09.16 16:26:29 -06'00'

1 Revised by Amendment A001

WA I.2

Construction:

DESIGN LOADS:

Reinforcing Steel:

Miscellaneous Structural Steel:

Welding:

SHEET NO. DRAWING TITLE

Wind loads:

Seismic design parameters:

Structural Timber

NPS OLYM 2017(1)

Provide steel tubes conforming to ASTM A709.

Provide hot dip galvanized fasteners conforming to ASTM A307.

Perform all welding in accordance with the current AASHTO/AWS D1.5 Bridge Welding Code.

Perform welding process manual shielded metal arc welding (SMAW) using low hydrogen electrodes classified E7028.

Non-destructive testing of welds shall be performed as follows:

Fillet welds - Visual - 100%

- MT. - 10% min.

Bearings:

Provide elastomeric bearing pads conforming to the requirements of Section 18.2 of the AASHTO LRFD Bridge Construction Specifications with 60 durometer hardness.

Follow AASHTO LRFD design Method A.

GEOTECHNICAL REPORT:

Furnish welded anchors conforming to AASHTO M169.

ASTM A36, galvanize guard angle assemblies after fabrication.

Furnish structural metal for guard angles and beveled sole plates conforming to

Bridge rail, hand rail, and approach rails:

Furnish diaphragm anchor bolts conforming to ASTM A307.

SHEETS INDEX

Furnish structural timber conforming to AASHTO M 168.

washer unless otherwise noted on the plans.

M164, type 1, (ASTM A325 TYPE 1) with ASTM A563 Grade C nuts and ASTM F463 Furnish slip critical, friction type, Class A, field connections conforming to AASHTO plates, and all bottom flange plates.

These member components consist of all plate girder web plates and flange splice 593.

conforming to the ASTM A847 Supplemental Requirements, 583 (for Zone 2), and Furnish main load carrying member components subjected to tensile stress Furnish shear connectors conforming to AASHTO M169 (ASTM A108).

Structural steel:

Provide 2" cover for reinforcing steel unless otherwise noted.

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

Chamfer exposed edges of all concrete 3/4" unless noted otherwise on the plans.

f'c = 4,500 psi at 28 days.

Furnish class A(AE) for abutments

Cast-in-place Concrete:

MATERIALS:

Spectral Response Coefficients: S = 0.86g S = 0.37g

DS D1

Mapped Spectral Accelerations: S = 0.86g S = 0.37g Peak Ground acceleration (PGA) = 0.38g

Seismic Design Category C

S 1

Exposure Category D Design Wind Speed = 110 MPH

AASHTO H-12; no live load impact Pedestrian live load = 90 psf

Live loads:

Lateral Earth Pressure: equivalent fluid weight of soil, 38 pcf Concrete: 150 pcf

Dead loads:

AASHTO LRFD Guide Specifications for the Design of Pedestrian Bridges, 2009 with 2015 Interim Revision.

AASHTO LRFD Bridge Design Specifications 2017, 8 edition.

th

Design:

Projects, FP-14 (U.S. Customary Units).

Standard Specifications for Construction of Roads and Bridges on Federal Highway

SPECIFICATIONS:

GENERAL NOTES

GENERAL NOTES

2 of 10NONE

Furnish high-strength low alloy structural steel conforming to AASHTO M270 (ASTM A709 Grade 50W)

ITEM NO. QUANTITYITEM UNIT NOTES

20801-0000

55504-0000

CUYD

LPSM

56701-0000

LNFT

ALL

ESTIMATE OF QUANTITIES

STRUCTURE EXCAVATION

PRE-FABRICATED STEEL BRIDGE

SOIL PARAMETERS FOR MICROPILE DESIGN

SOIL TYPE

COLLUVIUM (GM)

BASALT (ABOVE WATER TABLE)

BASALT (BELOW WATER TABLE)

Qu (psi)Phi (deg) ' (pcf)

' = soil effective unit weight

Phi = angle of internal friction

Qu = unconfined compressive strength

SOIL PARAMETERS FOR MICROPILE DESIGN:

INSTALLED IN 10" Ø BORED HOLE)

MICROPILES (7" OD X 0.5" WT,

For additional micropile design parameters, see sheet I.4, MICROPILE DETAILS.

I.10 I.9 I.8 I.7 I.6 I.5 I.4 I.3 I.2 I.1

RG3161-B

55201-0200

55401-1000

55601-0900

CUYD

LBS

LNFT

STRUCTURAL CONCRETE, CLASS A(AE) 26

REINFORCING STEEL

BRIDGE RAILING, STEEL (APPROACH) 24

Site Class B per Geotechnical Recommendations

Rebar List (1 of 1) Railing Details Miscellaneous Details Typical Section Abutment Details Abutment Layout Micropile Details Foundation Plan General Notes Plan & Elevation

56706-0000 EACH

56705-0000 EACH

MICROPILE PROOF LOAD TEST

Provide treated Douglas Fir for all lumber used for timber handrails.

MICROPILE LOAD VERIFICATION TEST

and treat to Use Category UC3B.

Treat structural timber according to AWPA U1. Use Copper Naphthenate Provide treated Douglas Fir for all structural timber used for timber plank deck.

Galvanize hardware according AASHTO M 232.

CONTRACT QUANTITY

CONTRACT QUANTITY

0053955

P R

O F

E S

SIONAL E

NG

IN

E E

R

S T A T

E

OFWASHIN

G

T O

N

B R

A D

F

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RD D. SH

A F F

E R

R E

GISTERE

D

For boring logs and other geotechnical information, see "Spruce Railroad Trail Segment B Geotechnical Report GR 12-18".

1 12/12/19 BKM MODIFIED GENERAL NOTES

Perform painting according to Section 563.

Painting:

weathered truss steel and floor beam system. unless otherwise noted.

STATE PROJECT

NUMBER

SHEET

washer unless otherwise noted on the plans.

M164, type 1, (ASTM A325 TYPE 1) with ASTM A563 Grade C nuts and ASTM F463 Furnish slip critical, friction type, Class A, field connections conforming to AASHTO plates, and all bottom flange plates.

These member components consist of all plate girder web plates and flange splice 593.

conforming to the ASTM A847 Supplemental Requirements, 583 (for Zone 2), and Furnish main load carrying member components subjected to tensile stress Furnish shear connectors conforming to AASHTO M169 (ASTM A108).

50 painted truss steel and floor beam system unless otherwise noted.

Furnish high-strength low alloy structural steel conforming to ASTM A709 Grade

Structural steel:

Provide 2" cover for reinforcing steel unless otherwise noted.

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

Reinforcing Steel:

Chamfer exposed edges of all concrete 3/4" unless noted otherwise on the plans.

f'c = 4,000 psi at 28 days.

Furnish class D(AE) for deck f'c = 4,000 psi at 28 days.

Furnish class A(AE) for abutments.

Cast-in-place Concrete:

MATERIALS:

AASHTO H-10

Pedestrian live load = 90 psf

Live loads:

Lateral Earth Pressure: equivalent fluid weight of soil, .012 kcf Concrete: 150 pcf

Dead loads:

DESIGN LOADS:

edition.

th

AASHTO LRFD Bridge Design Specifications 2017, 8 Design:

Highway Projects, FP-03 (U.S. Customary Units).

Standard Specifications for Construction of Roads and Bridges on Federal

Construction:

SPECIFICATIONS:

GENERAL NOTES

Report No. XX-XX, dated XX-XXXX.

For boring logs and other geotechnical information, see Soils and Foundation

GEOTECHNICAL REPORT:

hardness. Follow AASHTO LRFD design Method A.

of the AASHTO LRFD Bridge Construction Specifications with 60 durometer Provide elastomeric bearing pads conforming to the requirements of Section 18.2

Bearings:

- MT. - 10% min.

- Visual - 100%Fillet welds

Non-destructive testing of welds shall be performed as follows:

hydrogen electrodes classified E7028.

Perform welding process manual shielded metal arc welding (SMAW) using low Welding Code.

Perform all welding in accordance with the current AASHTO/AWS D1.1 Bridge

Welding:

vehicular bridge concrete in appearance and color.

Paint all exposed concrete with a product that matches the existing Raymondskill Provide a top coat for the truss conforming to NPS 1615 Brown MP62376.

Perform painting according to Section 563.

Painting:

Provide Alaskan Yellow Cedar for all lumber.

Provide steel tubes conforming to ASTM A709.

Provide hot dip galvanized fasteners conforming to ASTM A307.

Bridge rail, hand rail, and approach rails:

Furnish welded anchors conforming to AASHTO M169.

ASTM A36, galvanize guard angle assemblies after fabrication.

Furnish structural metal for guard angles and beveled sole plates conforming to Furnish diaphragm anchor bolts conforming to ASTM A307.

Miscellaneous Structural Steel:

WA I.2NPS OLYM 2017(1)

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY SCALE PROJECT TEAM LEADER

NO. DATE BY REVISIONS

BRIDGE DRAWING DATE DRAWING NO.

GENERAL NOTES

B. SHAFFERSR/BSJWGV/CY

SPRUCE RAILROAD TRAIL

SEGMENT B BRIDGE

OLYMPIC NATIONAL PARK

CLALLAM COUNTY, WASHINGTON

D e c

A

M F I L E

L

AUGUST 2019