Amendment A002.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 11/18/2020 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

69056720B000024

9B. DATED (SEE ITEM 11)

10/15/2020

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.)

OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

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. A002, dated 11-18-2020 OR DOT CRGNSA 100(4) Solicitation No. 69056720B000024 Historic Columbia River Highway State Trail, Page 2 Mitchell Point Crossing

REVISIONS ARE AS FOLLOWS:

SPECIAL CONTRACT REQUIREMENTS

Page F-7, Subsection 204.06 Roadway Excavation. Revises indentations of paragraphs

(a) and (b).

Pages F-28 through F-29, Subsection 210.04 General. Revises the first paragraph of this Subsection.

Page F-70, Subsection 566.05 Composition (Shotcrete Mix Design) and Preconstruction Submittals. Revises column headings for Table 566-1 to reveal previously hidden information for minimum compressive strength; and deletes requirements for Wet Type Shotcrete.

Page F-71, Subsection 566.07 Preconstruction Testing. Revises paragraph (3) of Subsection (a).

Page F-74, Subsection 566.08 Shotcrete Construction. Revises paragraph (10) of Subsection (d) Shotcrete application.

Page F-75, Subsection 566.11 Acceptance. Revises last paragraph of Subsection.

Pages F-131 through F-132, Section 656 Temporary Roadway Rockfall Protection (Added Section). Revises Subsections 656.01, 656.02, and 656.03.

Page G-11, Subsection 710.13 Draped Rockfall Protection Fabric. Revises paragraph (10 of Subsection (a) Draped Rockfall Protection Fabric.

ENCLOSURES

Pages:

F-7 F-28 through F-29 F-70 through F-71 F-74 through F-75 F-131 through F-132 G-11

F-7 DIVISION 200

Section 204. — EXCAVATION AND EMBANKMENT

03/25/19 – FP-14

Construction Requirements

204.06 Roadway Excavation. Delete this Subsection and substitute the following:

Excavate as follows:

Dispose of unsuitable or excess excavation material according to Subsection 204.11. Replace shortage of suitable material caused by premature disposal of trail excavation.

204.11(c) Less than 50 percent retained on a No. 4 (4.75-millimeter) sieve. Delete the third paragraph and substitute the following:

Use compression-type or vibratory rollers. Compact each layer of material full width to at least 95 percent of the maximum density. Determine the in-place density and moisture content according to AASHTO T 310 or other approved test procedures.

204.14 Disposal of Unsuitable or Excess Material. Delete the text of the first paragraph and substitute the following:

Dispose of non-clean material according to Subsection 203.05(b).

Measurement

204.16 Delete paragraph (a)(2)(b) and substitute the following:

(b) Overbreakage during tunnel excavation;

Revised by Amendment A002

Special Contract Requirements Project: OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

(a) Tunnel excavation. Excavate tunnel according to Section 205.

(b) Talus and loose rock excavation. Excavate talus and loose rock to the extents and depths indicated in the Plans for all required areas adjacent to the trail limits. Within the trail limits, excavate talus and loose rock as follows: when a firm and consistent subgrade is provided by the excavation, excavate to the depth of the base of the pavement Section provided in the Plans;

when the subgrade conditions consist of talus or loose rock upon reaching the design excavation depth, overexcavate to 4 inches (100 millimeters) below the subgrade, grout the voids in the loose rock or talus, and backfill with compacted roadway aggregate.

(c) Earth cuts. Scarify earth cuts to 6 inches (150 millimeters) below subgrade within the trail limits. Compact scarified material according to Subsection 204.11.

2020.11.17 18:47:51 -08'00'

F-28 DIVISION 200

recent three years. Provide the proposed template for presenting monitoring results, including the date, time, temperature and name of the individual taking the measurement. Include methods for assuring the quality of data readings.

(c) Mitigation. Submit proposed ground control measures intended to arrest ground movement. Include methods, materials and a review of how the proposed ground control measures will interact with the ground support elements identified in Section 206.

210.04 General. Furnish, install and monitor convergence points in accordance with the procedures outlined in this Section, and at the approved plan required by Subsection 210.03.

locations and configurations indicated in the Plans. Provide convergence arrays at 18 approved locations, determined by existing ground conditions encountered in the main tunnel adjacent to window adits; within window adits; and in the main tunnel adjacent to and within shear zones.

Provide convergence arrays consisting of three fixed survey monitoring points (one at the crown, and two at opposing sidewalls near springline).

Conform to the following:

Revised by Amendment A002

Special Contract Requirements Project: OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

(a) Action trigger levels.

(1) Level I – increased monitoring. The Level I action trigger level is reached when a change in relative ground movement or behavior is identified between a previous sequence of readings and the most recent reading. Required actions include the following:

(a) Take a confirmation reading as soon as practicable;

(b) Submit a notification to the CO, including the results of the initial reading and the confirmation reading, along with a summary of activities that may have caused the change in ground movement or behavior; and

(c) Increase monitoring frequency to double the typical monitoring frequency or no less than once per week, whichever is more frequent, until the readings have stabilized for at least three consecutive readings.

(2) Level II – corrective action(s). The Level II action trigger level is reached when an observed ground movement exceeds the associated ground movement threshold as provided in Table 210-1. Required actions include the following:

(a) Take a confirmation reading as soon as practicable;

(b) Submit a notification to the CO, including the results of the initial reading and the confirmation reading, along with a summary of activities that may have caused the change in ground movement or behavior;

(c) Install ground control measures in conformance with the instrumentation, monitoring and mitigation plan (refer to Subsection 210.03); and

2020.11.18 09:14:18 -08'00'

F-29 DIVISION 200

(d) Increase monitoring frequency to double the typical monitoring frequency or no less than twice per week, whichever is more frequent, until the readings have stabilized for at least five consecutive readings.

Table 210-1 Summary of Action Trigger Levels

Action Trigger Level Type Ground Movement Threshold

Level I Increased monitoring Not applicable – change after stable readings Level II Corrective action(s) 0.25% of initial reading Level III Maximum allowable 0.50% of initial reading

(b) Monitoring frequency. Obtain readings in accordance with the schedule provided in Table 210-2.

Revised by Amendment A002

Special Contract Requirements Project: OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

(3) Level III – maximum allowable. The Level III action trigger level is reached when an observed ground movement exceeds the associated ground movement threshold as provided in Table 210-1. Required actions include the following:

(a) Unless it is unsafe to do so, immediately halt other work activities and take a confirmation reading;

(b) Submit a notification to the CO, including the results of the reading and the confirmation reading, along with a summary of activities that may have caused the change in ground movement or behavior;

(c) Unless it is unsafe to do so, conduct a visual inspection of the ground support elements with the CO;

(d) Prepare a corrective measures plan that amends the instrumentation, monitoring and mitigation plan and details additional or modified ground control measures intended to arrest ground movement;

(e) Install ground control measures in conformance with the corrective measures plan (refer to Subsection 210.04(a)(3)(d));

(f) Install arrays of convergence points upstation and downstation, at a distance of 2 times the tunnel diameter, from the location where the Level III threshold was reached; and

(g) Increase monitoring frequency to no less than daily at the location where the Level III threshold was reached and at the newly installed convergence point arrays immediately upstation and downstation. Maintain the daily monitoring frequency until readings have stabilized for at least ten consecutive readings after ground control measures have been installed. Maintain a weekly monitoring frequency during the duration of all tunnel excavation and ground support activities.

03:27:14 -08'00'

F-70 DIVISION 550

Revised by Amendment A002

Special Contract Requirements Project: OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

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09:13:53 -08'00'

F-71 DIVISION 550

566.07 Preconstruction Testing.

Shoot test panels using the same personnel, material, equipment, operating pressures and mix designs proposed for the project. Produce test panels for each proposed mix proportion, each anticipated shooting orientation and each proposed nozzle operator. Add a concrete coloring agent to provide integrally colored shotcrete according to the requirements outlined below.

For each mix type, prepare a minimum of three test panel sets each consisting of two test panels each for evaluation of concrete coloring agent requirements. For each set, determine concrete coloring agent batch quantities and demonstrating the range of shotcrete finishes and textures. Prepare one baseline sample set with sufficient concrete coloring agent to match color number 36081 of the Federal Color Standards (FED-STD-595C) when the shotcrete has cured. Vary shotcrete coloring agent batch quantities for the other two sample sets to produce noticeable color variations, both lighter and darker. The maximum quantity of coloring agent is not to exceed 10 percent of the cement weight.

Do not move test panels for a minimum of nine (9) hours after shooting and keep all test panels without disturbance until the time of testing. Cover test panels for strength testing by a polyethylene sheet until the time of coring. Do not cover test panels to be used for the visual assessment of shotcrete coloration, but expose faces to direct sunlight to the extent practicable.

Provide the CO access to the test panels for the visual assessment of shotcrete coloration and texture. After the test panels have had at least 2 weeks exposure to sun, the CO will select a test panel to serve as a guide for shotcrete coloration and texture. Include the accepted concrete coloring agent mix ratio in the shotcrete mix design submittal and use for all subsequent shotcrete work.

Between 28 and 48 days, determine the maximum water-soluble chloride-ion concentration on at least three different test panel samples according to ASTM C1218.

Revised by Amendment A002

Special Contract Requirements Project: OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

(a) Field Trials. Conduct preconstruction testing of shotcrete with field trials according to the following:

(1) Test panels. Prepare and cure test panels according to Chapter 10 Preconstruction Trials and Testing of ACI 506.5, Guide for Specifying Underground Shotcrete. Produce enough panels to satisfy testing requirements provided in Subsection 566.07(a)(3).

(2) Coring. Extract no less than three, 3-inch (75-millimeter) diameter, full-depth cores from each panel at each test interval to satisfy testing requirements in accordance with the 1 day and 7 days minimum strength requirements provided in Table 566-1. Do not extract cores for 1 hour compressive strength testing.

(3) Testing. Perform and report testing following to requirements of Chapter 10 Preconstruction Trials and Testing of ACI 506.5, Guide for Specifying Underground Shotcrete.

18:48:18 -08'00'

F-74 DIVISION 550

566.09 Curing Shotcrete. Cure the surface according to Subsection 552.15 and Chapter 19 Curing and Protection of ACI 506.5, Guide for Specifying Underground Shotcrete. For intermediate shotcrete surfaces, or if a finished final surface is required, cure the shotcrete according to Subsection 552.15(b). If a finished surface is not required, apply curing compound to the final exposed shotcrete surface according to Subsection 552.15(c). Maintain shotcrete at a temperature above 40 °F (5 °C) until shotcrete has achieved a minimum compressive strength of 1500 pounds per square inch (10.3 megapascals).

Revised by Amendment A002

Special Contract Requirements Project: OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

(d) Shotcrete application. Using only the approved Nozzlemen who have created acceptable test panels, apply shotcrete in accordance with the following:

(1) Apply shotcrete within 45 minutes of adding cement to the mixture unless an approved hydration stabilizer is used. If a hydration stabilizer is approved, deliver and place the shotcrete within the approved design discharge time limit not to exceed 3½ hours.

(2) If shotcrete accelerator is used, strictly follow and document the approved application methods.

(3) Apply shotcrete at an orientation as near as possible to perpendicular to the surface to receive shotcrete.

(4) Apply shotcrete with a steady nozzle motion, commencing with application at the bottom of the surface to receive shotcrete and working to the top.

(5) Limit the layer thickness of each shotcrete application such that no sloughing or sagging occurs. If additional thickness is required, broom or scarify the previously applied layer to receive additional shotcrete. Allow the previously applied layer to harden and provide a saturated, surface dry condition before applying additional shotcrete.

(6) Taper construction joints to a thin edge over a distance of at least 12 inches (300 millimeters). Provide a saturated surface dry condition at the joint surface before applying additional shotcrete.

(7) Taper transitions in shotcrete thicknesses, due to different ground support types, over a distance of at least 12 inches (300 millimeters).

(8) Promptly remove rebound shotcrete from the work area.

(9) Cut out pockets, sags or other defects to a minimum surface area extent of 12 inches (300 millimeters) by 12 inches (300 millimeters) and reapply shotcrete.

(10) Finish shotcrete as shot without troweling, as directed by the CO.

18:49:03 -08'00'

F-75 DIVISION 550

566.10 Production Report. Prepare and submit a written report within 24 hours of shotcrete production and application for each shift. Include the following information:

566.11 Acceptance. See Table 566-2 for sampling, testing and acceptance requirements as well as the quality characteristic category.

Material for shotcrete will be evaluated under Subsections 106.02 and 106.03. Submit a production certification with each shipment of hydraulic cement.

The shotcrete mixture’s air content, density, boiling absorption and permeable void volume will be evaluated under Subsections 106.2 and 106.4. Compressive strength, flexural toughness and residual flexural strength will be evaluated under Subsection 106.05. See Table 566-1 for sampling and testing requirements.

The shotcrete placement system will be evaluated under Subsections 106.2 106.02 and 106.4 106.04.

566.12 Contingency Shotcrete. Following completion of production shotcrete placement, provide access to the CO for inspection of the tunnel to assess the extents and aesthetics of shotcrete and exposed rock below springline (based on the distribution of ground support types, as indicated in the Plans). If the CO assess that locations of exposed rock should be covered with shotcrete, place shotcrete to fill zones of exposed rock to a minimum thickness consistent with the shotcrete thickness above springline.

Measurement

566.13 Measure the Section 566 pay items listed in the bid schedule according to Subsection 109.02.

When measuring shotcrete by the square yard (square meter), measure on the surface on which it is shot.

Revised by Amendment A002

Special Contract Requirements Project: OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

(a) Quantity and location of shotcrete applied including photos of areas where shotcrete was placed;

(b) Observations of success or problems of equipment operation, application, final product condition, and other relevant issues during production and application;

(c) Batch numbers (if applicable);

(d) Name of Nozzleman; and

(e) Name(s) and signature(s) of person(s) performing observation.

18:48:41 -08'00'

F-131 DIVISION 600

Section 656. — TEMPORARY ROADWAY ROCKFALL

PROTECTION (ADDED SECTION)

08/01/14– FP-14

Description

656.01 This work consists of installing temporary roadway rockfall protection systems.

Material

656.02 Conform to the following Sections and Subsections:

709.03(d) 709.03(b) 710.13(a) 717.01(f) 710.13(b) 717.01(e) 710.13(d) 710.13(c) 725.25

709.03(b) 710.13(a) 717.01(f) 710.13(b) 725.13(b)

Construction Requirements

656.03 General. This work item consists of furnishing, assembling, and utilizing Moveable Rockfall Barriers (MRBs) and Rock Containment Nets (RCNs) for temporary roadway rockfall protection systems. A MRB consists of a moveable flexible rockfall barrier with a capacity of at least 74 foot-tons (ft-tons) that is mounted on steel plates. A RCN consists of draped rockfall protection fabric hung from a crane. Supply all materials, equipment, and labor necessary to construct each MRB and RCN in accordance with these Special Contract Requirements and as indicated in the Plans.

Systems visible from I-84, longer than 14 days in any 3 week period, require an approved dark earth tone (Federal Standard Color Number 300095 or similar).

Revised by Amendment A002

Special Contract Requirements Project: OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

(a) Moveable Rockfall Barrier (MRB).

1/4-inch wire rope 5/8-inch wire rope Draped rockfall protection fabric Hardware High tensile strength fastener High-strength bolts, nuts and washers Posts Steel plates

(b) Rock Containment Net (RCN).

5/8-inch wire rope Draped rockfall protection fabric Hardware High tensile strength fastener Minor concrete Nonshrink Grout

09:54:29 -08'00'

F-132 DIVISION 600

The Contractor may propose temporary roadway rockfall protection that is an approved equal to the MRB and RCN given herein. Do not use proposed temporary roadway rockfall protection alternatives unless accepted by the CO in writing. Requirements for proposed alternative temporary roadway rockfall protection are:

656.04 Qualifications. Provide an on-site supervisor and installation personnel with experience installing and testing the rockfall protection measures described below. Submit the following for approval at least 30 days before starting work:

656.05 Safety. Work site safety is the responsibility of the Contractor. Perform the work in a manner that minimizes exposure of the public, construction personnel, and equipment to hazardous and potentially hazardous conditions. Temporary rockfall mitigation measures, special designs, or installation procedures that the Contractor deems necessary to safely install the rockfall protection described below are the responsibility of the Contractor and will be implemented at the discretion of the Contractor and incidental to the respective unit contract prices.

656.06 Submittals. At least 30 days before starting the temporary roadway rockfall protection work, submit a work plan for approval according to Subsection 104.03. Include the following:

Revised by Amendment A002

Special Contract Requirements Project: OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

(a) A 12-foot tall barrier with a minimum energy containment capacity of 74 foot-tons.

(b) A continuous suspended drape that extends at least 100 feet above the edge of pavement elevation in the active on-slope work area that is capable of intercepting trajectories and dissipating the energy of falling rock up to 1-foot diameter.

(c) Meet all requirements for protecting the traveling public from rockfall and do not represent additional hazard during construction as specified in the temporary roadway rockfall protection Special Contract Requirements and as indicated in the Plans.

(a) Names, contact information and roles of personnel; and

(b) A résumé for each individual describing their experience on at least 5 rockfall protection projects of similar complexity over the past 5 years. Include project names, locations, and contact information for project owners.

(a) A detailed description of the temporary roadway rockfall protection and any other protective measures, equipment, and procedures including:

(1) The number of MRBs and RCNs that will be used on the project.

(2) The corrective measures to be taken in the event of inadvertent loss of rockfall containment.

(3) How the temporary roadway rockfall protection measures, including the MRB(s) and RCN(s), will be monitored and assessed for effectiveness and maintained for the duration of the project.

09:53:02 -08'00'

G-11 DIVISION 700

710.13 Rockfall Protection Elements. (Added Subsection).

(a) Draped Rockfall Protection Fabric. Furnish a steel wire mesh, that is not a cable rope product.

Geobrugg Tecco® G65 wire mesh is an acceptable product.

Identification by brand name is intended to be descriptive, not restrictive, and is intended to indicate the quality and characteristics of a product(s) that will be satisfactory. When a brand name product(s) is not used, list the proposed “equal” product(s) under the Brand Name or Equal Notification Section of the Bid Schedule; and submit documentation showing the proposed “equal” product(s) meets the requirements of this Subsection.

Acceptable products include:

Geobrugg Tecco® G65 wire mesh Manufactured by Geobrugg North America, LLC 22 Centro Algodones Algodones, New Mexico 87001 505-771-4080 www.geobrugg.com

Revised by Amendment A002

Special Contract Requirements Project: OR DOT CRGNSA 100(4), Historic Columbia River Highway State Trail, Mitchell Point Crossing

(1) A homogenous mesh consisting of one type of wire.

(2) A minimum tensile strength of the steel of 250,000 psi.

(3) A minimum individual wire diameter of 0.118 inches.

(4) A minimum tensile strength of the wire mesh of 10,000 pounds per foot.

(5) A minimum bearing resistance against puncturing of the wire mesh of 40,000 pounds per square foot.

(6) A minimum tensile strength of the wire of 2800 pounds meeting ASTM 1007, Carbon Steel Wire for Wire Rope.

(7) A circle with a diameter of 2.5 inches must be able to fit within the mesh opening.

(8) A maximum dimension within the mesh opening of 6 inches.

(9) Zinc/aluminum galvanizing applied to the wire at a minimum weight of 0.40 ounces per square foot.

(10) Except for materials used under Section 656, A a CO-approved oxidized finish produced with the weathering agent specified under Subsection 725.20 (see Subsection 563.04). Use the weathering agent manufacturer, or their authorized application contractor to apply and fully cure the weathering agent for samples and products delivered to the job site.

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