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 09/13/2018 N/A WA RRP RIDG 100(2)

River S Bridge Replacement

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

DTFH7017B00007

9B. DATED (SEE ITEM 11)

08/29/2018

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).

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

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 RRP RIDG 100(2), River S Bridge Replacement

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 09-13-18 WA RRP RIDG 100(2) Solicitation No. DTFH7017B00007 River S Bridge Replacement

REVISIONS ARE AS FOLLOWS:

CONTRACT CLAUSES

Page C-86. Revises FAR Clauses 52.236-4, Physical Data (Apr 1984).

SPECIAL CONTRACT REQUIREMENTS

Page F-11, Subsection 257.03, General. Revises requirements.

Page F-14, Subsection 276.03, Submittals. Revises Subsection outline.

Page F-15, Subsection 276.03, Submittals. Revises Subsection outline.

ENCLOSURES

Pages:

C-86 F-11

F-14 through F-15

C-86

Contract Clauses Project: WA RRP RIDG 100(2), River S Bridge Replacement

(b) The Government assumes no responsibility for any conclusions or interpretations made by the Contractor based on the information made available by the Government. Nor does the Government assume responsibility for any understanding reached or representation made concerning conditions which can affect the work by any of its officers or agents before the execution of this contract, unless that understanding or representation is expressly stated in this contract.

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.

(d) Hydrological data consisting of flow rates, water surface elevations, velocities, and hydraulic permit information may be inspected at Western Federal Lands Highway Division, Contracts Section, 610 East Fifth Street, Vancouver, Washington 98661.

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

(1) 09_Bridge and Seismic Design Standards-WA RRP RIDG 100(2).pdf

(2) 19_Cross Sections-WA RRP RIDG 100(2).pdf

(3) 19a_River 'S' Earthwork.pdf

(4) 20a_GM 08-12 Geotech Memo.pdf

(5) 20b_GM 08-12 Ridgefield Existing Condition Assessment.pdf

(6) 20c_GR14-15 Geotech Report.pdf

(7) 15 River S Bridge Replacement, Final Geotech Report, Aug 2016.pdf

(8) 21a_Asbestos Inspection and Reporting.pdf

(9) 21b_Bridge Inspection Report.pdf

(10) 21c_Hydraulics Report.pdf

(11) 21d_Navigation Report.pdf

(12) 22a_S_Refuge_Rd_Geometry.xml

(13) 22b_Auto_Tour_Rt_Geometry.xml

(14) 22c_Access_Rd_Geometry.xml

(15) SWPPP WA RRP RIDG 100(2).pdf

(16) Draft_20170919 WQMPP Plan WA RRP RIFG 100(2) River S Bridge Replace

52.236-5 Material and Workmanship (Apr 1984)

(a) All equipment, material, and articles incorporated into the work covered by this contract shall be new and of the most suitable grade for the purpose intended, unless otherwise specifically provided in this contract. References in the specifications to equipment, material, articles, or patented processes by trade name, make, or catalog number, shall be regarded as establishing a standard of quality and shall not be construed as limiting competition. The Contractor may, at its option, use any equipment, material, article, or process that, in the judgment of the Contracting Officer, is equal to that named in the specifications, unless otherwise specifically provided in this contract.

(b) The Contractor shall obtain the Contracting Officer’s approval of the machinery and mechanical and other equipment to be incorporated into the work. When requesting approval, the Contractor shall furnish to the Contracting Officer the name of the manufacturer, the model number, and other information concerning the performance, capacity, nature, and rating of the machinery and mechanical and other equipment. When required by this contract or by the Contracting Officer, the Contractor shall also obtain the Contracting Officer’s approval of the material or articles which the Contractor contemplates

Clinton.Choy Line

Clinton.Choy Line

Clinton.Choy Typewritten Text Revised by Amendment A001

Clinton.Choy Line

Clinton.Choy Line

Clinton.Choy Line

F-11 DIVISION 250

Special Contract Requirements Project: WA RRP RIDG 100(2), River S Bridge Replacement

Material Effective Friction Angle, ’ (degrees)

Effective Cohesion, c’ (psf)

Reinforced Soil 36, max. 0 Retained Soil 36, max. 0 Foundation Soil 28, max. 0

Design for the following loading conditions:

Load Static Conditions Seismic Conditions Traffic Surcharge 250 psf 100 psf Seismic coefficient, kh N/A 0.18 g

Consider short-term stability during construction, including undrained strength of the foundation soils and the possible need for staged construction to satisfy short term global stability requirements. Long term global stability analysis is not required of the Contractor.

Design the wall for a 75-year design service life. All steel reinforcement and facing wall components shall have a minimum galvanized coating grade of 85 (3.3 mils). If welded wire reinforcement elements are used, design wall facing with the same welded wire diameter. Design the opening size of wall facing elements to prevent loss of backfill. Hardware cloth and geotextile will not be permitted at the face of the wall. Use dark colored facing rock.

Design the minimum reinforcement length to be 90 percent of the wall height, where the wall height is measured from top of leveling pad to top wall. Do not include wrap around lengths in the minimum reinforcement length.

Design the vertical spacing of the primary reinforcement elements (MSE wall lift height) for a maximum of 2.0 feet for steel reinforcement and 1.5 feet for geogrid reinforcement.

Do not connect reinforcement from facing-to-facing on back–to-back MSE walls or use biaxial reinforcement on 90-degree corners. Overlap the reinforcement for the full design length separated by a minimum 6 inches of backfill material. For Welded Wire Fabric applications, no separation between layers is required.

All reinforcement elements shall be connected to the wall facing, except where geogrid reinforcement is designed for wrap return up the full facing height plus a minimum of 4 feet of return length. Strength of the connection shall be equal to or exceed Tmax, where Tmax is the applied tensile load to the reinforcement. Tmax shall be calculated in accordance with the AASHTO and FHWA references in subsection 257.05.

257.04 Submittals. Amend as follows:

Delete the text of Subsection (f) and substitute the following:

(f) Details for constructing structures around drainage features, utilities, lighting foundations, traffic barriers, and other obstructions. Include details and construction sequencing of the proposed culvert penetrations through or under the MSE walls, guard rail posts and fence posts through reinforcement and/or facing elements, and settlement plate marker pipes. Include details for integrating and supporting the approach slab;

Revised by Amendment A001

F-14 DIVISION 250

Project: WA RRP RIDG 100(2), River S Bridge Replacement

PVDs. Submit certifications or inspection reports for treated timber piles per subsection 715.02.

Provide the following according to Section 153:

(a)(f) Proposed Verification Program to monitor and document that the construction meets the requirements of 276.04, 276.05, and 276.06. Include the following in the program as a minimum:

(a)(1) The contractor’s specific Quality Control procedures to verify that each ground improvement element is installed according to the designer’s specifications. Include detailed narratives of:

a.(a) Methods and equipment of measuring and recording electrical current or hydraulic pressure, number of high-energy impact tamps, aggregate quantity, or driving resistance/blowcounts as applicable.

b.(b) Method and equipment of measuring volume of aggregate used for each installation.

c.(c) QC personnel descriptions and resumes or automated instrumentation /recording device descriptions, if used.

d.(d) Automated instrumentation / recording device descriptions, if used.

(b)(2) Provide a signed daily work report form to the CO. Include the following as a minimum:

(1)(a) Ground improvement elements installed (identified by location number);

(2)(b) Type and size of compaction equipment and drilling/installation equipment and operator name(s) used for each ground improvement element;

(3)(c) Depth of the element tip;

(4)(d) Depth of pre-drilling, if performed

(5)(e) Date constructed;

(6)(f) Elevation of top and bottom of each ground improvement element;

(7)(g) Average lift thickness or blowcount data;

(8)(h) Results of quality control testing (e.g., average power consumption, tamping energy, or crowd pressure/deflection tests obtained during aggregate column installation);

(9)(i) Jetting pressure (air or water) if applicable;

(10)(j) Description of soil and groundwater conditions, if drilled;

F-15 DIVISION 250

Project: WA RRP RIDG 100(2), River S Bridge Replacement

(11)(k) Details of obstructions, delays, any change in the subsurface conditions observed during construction, and any unusual issues;

(12)(l) Amount of water used per ground improvement element if applicable;

(13)(m) Estimated volume of aggregate backfill placed in each column;

(14)(n) Average installed diameter of each column, as determined by dividing the volume of aggregate used for each column by the installed length and solving for the diameter of the circle of the resulting area using the following formula:

where:

D = average diameter in feet;

V = volume of rock placed in the ground in cubic feet;

L = the length of the column in feet; and, = 3.14;

(15)(o) Location of any columns not meeting specifications.; and, (16)(p) Signed certification according to Subsection 153.04.

(c) A Modulus Test meeting the following criteria:

(1) Specify a design stress to be used for the Modulus Test.

(2) Perform the Modulus Test at a location approved by the CO.

(3) Determine load setup, measurement, increments, decrements, and duration, using ASTM D 1143 as general guidelines.

(4) Measure deflections at the top of the test pier and at the bottom of the test pier (using a telltale installed at the bottom of the ground improvement element) using ASTM D 1143 as general guidelines.

(5) Compensate for surficial disturbance by applying a seating load equal to 5% of the total load to the loaded steel plate before applying load increments.

(6) Performance will be determined to be acceptable when, at the specified design stress, deflection at the bottom of the pier does not exceed 20% of the deflection at the top of the pier.

(d)(3) Perform pre-improvement cone penetrometer testing (CPT) and post-improvement CPT testing for tip resistance, sleeve friction, pore water pressure, and shear wave velocity data according to ASTM D 5778. Perform continuous measurement of tip resistance, sleeve friction, and pore water pressure with depth. Perform shear wave velocity tests at 3-foot (1-meter) depth increments. Perform the CPT tests in pairs at a minimum of two locations (total of 4 CPT tests) selected by the CO. At each location, perform one CPT at the center-point between adjacent ground improvement elements and the other CPT halfway between