Solicitation_Amendment_FA468619RA0020004_SF_30.pdf

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11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers is extended. 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 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or electronic communication 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 letter or electronic communication, provided each letter or electronic communication 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)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NUMBER AS DESCRIBED IN ITEM 14.

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER

NUMBER IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation data, 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)

E. IMPORTANT: Contractor is not is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

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) 16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

16C. DATE SIGNED

Previous edition unusable STANDARD FORM 30 (REV. 11/2016) Prescribed by GSA FAR (48 CFR) 53.243

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE PAGE OF PAGES

2. AMENDMENT/MODIFICATION NUMBER 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQUISITION NUMBER 5. PROJECT NUMBER (If applicable)

6. ISSUED BY CODE 7. ADMINISTERED BY (If other than Item 6) CODE

8. NAME AND ADDRESS OF CONTRACTOR (Number, street, county, State and ZIP Code) (X) 9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBE

10B. DATED (SEE ITEM 13)

CODE FACILITY CODE

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

Section A - Solicitation/Contract Form

The following changes have been made:

INFORMATION FROM TO

Contract Description This project is located on Beale

Air Force Base, CA.\n\nThe Contractor shall furnish all design, labor, supervision, transportation, materials, testing, analysis, reports, permits, hauling, tools, equipment, and professional services to accomplish all the work involved as necessary to Repair Four Bridges System.

\n\nIn accordance with DFAR

236.204 - Disclosure of Magnitude on Construction Projects, the estimated cost is: Between $10,000,000.00 and $25,000,000.00.\n\nSee attached Statement of Need for a complete description of the requirement and work to be performed. \n\nThis award will be an 8(a) competitive acquisition.

This project is located on Beale Air Force Base, CA.\n\nThe Contractor shall furnish all design, labor, supervision, transportation, materials, testing, analysis, reports, permits, hauling, tools, equipment, and professional services to accomplish all the work involved as necessary to Repair Four Bridges System.

\n\nIn accordance with DFAR

236.204 - Disclosure of Magnitude on Construction Projects, the estimated cost is: Between $10,000,000.00 and $25,000,000.00.\n\nSee attached Statement of Need for a complete description of the requirement and work to be performed. \n\nThis award will be an 8(a) competitive acquisition.

\n\nOfferor shall complete all performance within 540 calendar days ANP (After Notice to Proceed)

Section B - Supplies or Services & Prices or Costs

Section C - Specification/SOW/SOO/ORD

Miscellaneous text in this section has been modified to:

Contract #:

Project Title: Repair 4 Bridge System, Gavin Mandery Drive Bridges FAC#3111, 3112, 3113 and

Project #: 1012332

Date: 27 November 2018

FA468619RA0020004

STATEMENT OF NEED - SUMMARY OF WORK

i. PURPOSE OF SECTION: The Statement of Need (SON) explains the general intent of the Project named above. It documents the major line items of work the Government expects to see accomplished, but it does not attempt to explain the exact details and/or method of execution for the Project; the Contractor will be responsible for providing specific performance details during the design phase. The Contractor must comply with all provisions and requirements of this contract.

ii. CONTRACTUAL REQUIREMENTS: Questions regarding contractual requirements should be directed to the Government Contracting Officer.

ii.i. PROJECT DESIGN SCOPE. Demolish, and dispose of all debris of four (4) reinforced concrete bridges (bridges 3111, 3112, 3113, and 3114) at Beale AFB, California in accordance with all local city ordinances, state, and federal regulations. Design and construct a bridge system (up to four bridges) to cross the four (4) water ways and replace bridges 3111, 3112, 3113, and 3114 at Beale AFB, California, in accordance with the criteria contained herein and using industry standard materials and efficient practices. In addition to the bridges, this project requires improvements to Gavin Mandery Drive through the four bridges area to meet current two way traffic standards, and construction of below ground communication and electrical lines. The road updates shall meet the California Department of Transportation (Caltrans) Highway Design Manual standards. Existing traffic lights and poles shall be removed and recycled. The road barriers and bridge approach shall be designed by the Contractor per the Caltrans standards. All existing signage shall be removed, and new signs shall be provided in accordance with the Caltrans (MUTCD) standard specifications.

Maintain access to existing dirt roads within the work site boundary. A private consultant (AECOM) was hired by the Air Force to perform an engineering assessment and 35% concept design package (Engineering Report). The Engineering Report includes a geotechnical study, hydrologic and hydraulic analysis, 35% concept design drawings, and engineering cost estimates. The Engineering Report and drawings are included for the contractor's reference, however, the Design does not need to follow the concepts conveyed in the Engineering Report.

ii.ii. The objective of this contract is to design and construct the replacement of four bridges, and other features as described in this document, and to meet the operational requirements of the Air Force, while minimizing environmental impacts. The improved roadway crossing the new bridges shall be designed for a traffic speed of 35-45 miles per hour. The Contractor shall provide all labor, equipment and material to perform the demolition, design and construct the complete, operational replacement of bridges 3111, 3112, 3113, and 3114 and other features defined herein. The Contractor is responsible for visiting the site during a prescheduled site visit of all bidders prior to submitting his proposal.

ii.iii. The Contractor shall be responsible for the professional quality, technical accuracy and coordination of all designs, drawings, specifications and other documents or publications upon which construction is based. The design of architectural, structural, mechanical, electrical, civil, landscape and other engineering features of the work shall be accomplished, reviewed, approved and sealed by engineers, architects who are licensed professionals with a minimum of six years' experience to practice in their respective professional field in a state or possession of the United States.

ii.iv. The design and construction of this project shall conform to the Beale AFB Design Compatibility Guide and the requirements contained in this solicitation. Features differing from the Beale AFB Design Guide and the requirements in this RFP may be allowed if said changes otherwise provide the same level of function, quality and performance established in Solicitation. The Government will be the sole authority in determining if changes are acceptable.

ii.v. The Contractor is responsible and liable for the complete design and shall not assume that the provided design criteria and drawings in this solicitation will alleviate them from performing any additional design as required to produce a complete set of construction documents. Design shall comply with CalTrans bridge design manual or Federal Highway Administration design standards for bridges.

ii.vi. Overall Site Limits: The Contractor's design shall be limited to the general extents of the Project site shown in the Government's conceptual design and approved environmental documents. See attached Work Site Boundary Map and always refer back to the attached AF 813.

ii.vii. The Government's conceptual site drawings indicate the general location of each bridge, each bridges approximate maximum size, and other system parameters that represent functional relationships of the project program. See figures in the Engineering Report.

ii.viii. The Government's conceptual bridge and site design provided in the RFP documents illustrates intent and functional relationships and does not indicate all necessary construction requirements or components. The written RFP describes associated technical, performance and systems requirements. The Contractor is responsible for the complete Project design, shall retain all responsibilities, and be recognized as the Designer of Record.

GENERAL REQUIREMENTS

SECTION 01 10 10

SPECIFIC TECHNICAL ENGINEERING AND DESIGN CRITERIA

TABLE OF CONTENTS

1. SUMMARY DESCRIPTIONS

2. DESCRIPTION OF CONDITIONS AND OPERATIONS

3. DESIGN SUBMITTAL REQUIREMENTS

4. HYDROLOGY AND HYDRAULICS

5. CIVIL DESIGN

6. GEOTECHNICAL DESIGN

7. STRUCTURAL DESIGN

9. SUBMITTALS

10. SCHEDULE

11. GOVERNMENT FURNISHED MATERIALS

1. SUMMARY DESCRIPTIONS

This project will demolish, off haul debris, design, and construct up to four (4) bridges (to replace bridges 3111, 3112, 3113, and 3114) at Beale AFB, CA. Debris may be contaminated with hazardous material. Contractor is responsible to testing material. The project shall be designed within the criteria prescribed in UFC 1-301-01, AASHTO LRFD Bridge Design Specifications, and all applicable local, state, and federal building code and regulations. Bridge was built in 1912; therefore, additional requirements may be required due to age of bridge. See paragraph 4.12 for a list of applicable codes and criteria.

SITING SUMMARY. The four existing cast-in-place reinforced concrete bridges are located on Gavin Mandery Drive and span over Best Slough and Dry Creek downstream of the confluence of the two waterways, just west of the Military Family Housing (MFH) area at Beale Air Force Base (AFB), California.

Preliminary geotechnical information has been included in this RFP (see paragraph 7 for more information).

BRIDGE CONSTRUCTION SUMMARY: The existing bridges are simply supported Cast-in-place reinforced concrete T-beam or Cast-in-place reinforced concrete slab, founded on reinforced concrete buttresses.

2. DESCRIPTION OF CONDITIONS AND OPERATIONS

BACKGROUND: A severe storm event that occurred during December 2012 generated flood flows that exceeded the conveyance capacity of the Dry Creek and Best Slough channels, and overtopped the four bridges located over Dry Creek and Best Slough along Gavin Mandery Drive, which provide access to the MFH area. Additionally, the current bridge segments pose a safety hazard to vehicle and pedestrian traffic due to the narrow width of the roadway (i.e., single car capacity) and lack of protective guard rails. Future heavy rain events could generate flood flows that again exceed the conveyance capacity of the channels at the bridge locations resulting in overtopping of the existing structures and potential damage to pipeline utilities (sanitary sewer and communications lines) affixed to the side of the bridge, which could cause environmental impacts associated with discharges from damaged pipelines.

3. DESIGN SUBMITTAL REQUIREMENTS

3.1. The design requirements within this Section 01 10 10 represent the minimum quality and quantity acceptable for the proposals and project submittals. The standards, documents, and criteria referenced within this RFP, although not all attached within this RFP document, are modified to the extent indicated within this section. Each Offeror shall be responsible for obtaining any documents not attached as part of this RFP but referenced as criteria for the project. Requirements of this section may delete, revise, add to, or substitute for criteria contained in the referenced documents and this section shall be deemed the controlling authority of any changes to the other referenced documents and criteria.

3.2. DESIGN STANDARDS. Equipment, hardware, and materials shall be standard manufactured domestic items unless otherwise specified. Replacement parts shall be standard and readily available through commercial means. Discontinued products will not be accepted unless approved by the Contracting Officer.

3.3. CODES. The design, materials, equipment, and installation shall be in accordance with the requirements of the listed codes and design manuals, with the requirements of this section, and with the listed specifications. The bridges, and other project design features will be of concrete construction.

3.4. IMPERIAL DESIGN. This project shall be designed in Imperial/English inch-pound (I-P) units per the preference of the Using Agency and Major Command.

3.5. DRAWINGS. Attached drawings provide information on the project site and functional arrangement and relationships of internal components. Changes and adjustments to the site and bridge, or utility plan arrangement are allowed subject to provision established in Paragraph ii.vi.

3.6. FIELD INFORMATION. The information provided in the drawings is the best information available. It is provided to assist the offerors in preparing their proposal and then during the design of this project. The Contractor is responsible for field verifying all information given. The Contractor is also responsible for obtaining all information necessary to properly design and install all work.

Gathering information during design shall be coordinated through the Contracting Officer. Any survey required to provide utility locations, manhole inverts, verification of existing features, etc. shall be the responsibility of the Contractor and shall tie into the project datum.

3.7. DESIGN DETAILS AND STANDARDS. The Contractor shall create design details as required, but shall conform to the requirements of the RFP, and are subject to approval by the Government.

3.8. ASBESTOS AND LEAD BASED PAINT (LBP) SURVEY. Identify if HazMat surveys have been done. Include report date(s). Contractor shall perform a HAZMAT (asbestos, lead, PCB, etc) survey of the bridges prior to any renovation or demolition work; to identify and quantify any HAZMAT to be abated or removed from the structure to be renovated/demolished. A full report of the survey findings shall be provided to the Technical POC in submittal form. Any Asbestos Containing Material (ACM) will be abated IAW US Army Corps of Engineers (USACE) EM 385 1 1, Safety and Health Requirement Manual, and all applicable federal, state and local laws and regulations. Dump tickets or statements shall be provided to the Contracting Officer as proof of proper disposal. All other Regulated Materials shall be disposed IAW all applicable federal, state and local laws and regulations.

3.9. SPECIFICATIONS. The Contractor shall follow all Unified Facilities Guide Specifications (UFGS) already included in this RFP, and the Contractor shall also provide all other applicable, edited UFGS sections as required for the design and construction of this project. The Unified Facilities Guide Specifications can be retrieved at http://www.wbdg.org/ccb/. Items to be deleted from the specifications shall use the "strikethrough" formatting process to delete any portion of the specifications. Additions to the specifications shall be shown in a color font. Unless noted otherwise, material specifications, equipment efficiencies, equipment listing (i.e., UL, ANSI, NEMA, etc.), testing requirements, execution, etc., shall not be changed unless dictated by more stringent requirements in this RFP, including technical criteria such as codes and government and industry publications that are referenced in this RFP.

3.9.1. UFGS Selection. UFGS that have been unified for use by all participating agencies have a level 3 or level 4 MasterFormat(TM) number. UFGS that are agency-specific have a fifth level number indicating it as an agency specific specification. A specification that has a fifth level number "10" indicates USACE, a "20" indicates NAVFAC, a "30" indicates AFCESA and a "40" indicates NASA.

Preparing agencies are indicated in the UFGS header of each specification. The DB Contractor must adhere to the following order of precedence in selecting UFGS sections: first, a UFGS specific to the project's installation; second, a USACE specification; third, a unified UFGS if one is available; and lastly, a UFGS specific to another DoD agency.

3.9.2. The Contractor shall not edit the UFGS sections to the point that they no longer contain any original information. Edits to the UFGS sections is permitted only in such instances that the language becomes specific to this project.

3.10. ANTI-TERRORISM/FORCE PROTECTION (AT/FP). This project is exempt from the AT/FP requirements of UFC 4-010-01, DOD Minimum Antiterrorism Standards for Buildings.

3.11. ENVIRONMENTAL PROTECTION. All work and Contractor operations shall comply with the requirements imposed by all applicable federal, state, county, local and base regulations and permits concerning environmental protection. Project schedule shall reflect time required to acquire permits and provide copies to the Contracting Officer prior to commencing work. Contractor shall coordinate with the Beale AFB Environmental Engineer for all applicable permits. Seasonal wetlands areas are found throughout Beale AFB which may be habitat for Federally Threatened and/or Endangered species. To minimize potential impacts to these areas, equipment and vehicle traffic shall be restricted to existing roads or a 9CES Environmental approved haul route. Temporary construction fencing and/or staking/flags are required to clearly define vehicle and equipment routes.

3.11.1. The Design and Construction shall work within the confines of the approved AF 813.

3.11.2. The Contractor shall conform to all requirements listed, by 9CES Environmental, in the approved AF 813.

3.11.3. The Contractor shall perform any required asbestos or lead-based paint testing and abatement.

3.11.4. The Contractor shall stabilize, hydroseed (using Beale's approved native seed mix), and restore all disturbed areas to pre-project conditions. This includes restoration of 1.9 acres along creeksides to the standards listed in Beale AFB Restoration Guidelines for Dry Creek Bridge Replacement Project. Contractor will provide site preparation, initial plantings and installation of a watering system designed to sustain plantings through the first two years. 9 CES will take responsibility for monitoring and maintenance of all plantings and watering systems upon acceptance of completed project.

3.11.5. Coordinate with CE Environmental to determine proper disposal requirements (See Section

5.2.2 - Disposal)

3.11.6. The Contractor shall assess the need for Clean Water Act Permits: U.S. Army Corps of Engineers Section 404 permit, and California State Water Resource Control Board Section 401 and 402 permits. The Contractor shall prepare any and all required environmental permit applications for the Government to submit to the necessary agency to obtain permit coverage. The Contractor will provide any sediment and/or erosion mitigation work as well as plantings as required to obtain the permits.

3.11.7. Beale AFB has conducted necessary consultations with the National Marine Fisheries and US Fish and Wildlife Service. Associated documents will be provided with the AF 813 and associated BMPs are summarized in the Four Bridges Replacement Consultation Summary.

3.12. WORK RESTRICTIONS: Base access passes are required in this area. No unauthorized entry is permitted by any Contractors or delivery vehicles except by normal base entry access procedures. An Entry Access Listing (EAL) will be sent to the Contractor upon contract award and shall be turned into 9 CES and the Contract Administrator within five (5) business days prior to the start of work on base. The EAL will be sent to Security Forces who will conduct a background check on each employee. After all Contractor employees on the listing have been cleared, the Contract Administrator will notify the Contractor. Note that in accordance with the Real ID Act of 2005, individuals cannot access the base with a state-issued identification card or driver's license from Minnesota, Missouri, Washington State or American Samoa as of 15 August 2016.

3.13. CONSOLIDATED LIST OF CODES AND STANDARDS. Each design discipline cites references to various codes and standards that govern the design of the project. A listing of the majority of codes and standards required for compliance with the requirements of this RFP follows.

Note: Unless otherwise noted, use the latest edition for all reference standards or criteria listed in this section.

3.13.1. Beale AFB Design Compatibility Guide.

3.13.2. UFC 3-120-01, Design: Sign Standards

3.13.3. UFC 3-190-06, Protective Coatings and Paints

3.13.4. UFC 3-201-01, Civil Engineering

3.13.5. UFC 3-210-10, Low Impact Development

3.13.6. UFC 3-220-01, Geotechnical Engineering

3.13.7. UFC 3-220-04FA, Backfill for Subsurface Structures

3.13.8. UFC 3-220-05, Dewatering and Groundwater Control

3.13.9. UFC 3-220-10N, Soil Mechanics

3.13.10. UFC 3-230-01, Water Storage, Distribution, and Transmission

3.13.11. UFC 3-230-06A, Subsurface Drainage

3.13.12. UFC 3-240-01, Wastewater Collection

3.13.13. UFC 3-250-01FA, Pavement Design for Roads, Streets, Walks, and Open Storage Areas

3.13.14. UFC 3-250-03, Standard Practice Manual for Flexible Pavements

3.13.15. UFC 3-250-04, Standard Practice for Concrete Pavements

3.13.16. UFC 3-250-07, Standard Practice for Pavement Recycling

3.13.17. UFC 3-250-11, Soil Stabilization for Pavements

3.13.18. UFC 3-270-01, Asphalt Maintenance and Repair

3.13.19. UFC 3-270-04, Concrete Repair

3.13.20. UFC 3-301-01 Structural Engineering

3.13.21. UFC 3-310-04, Seismic Design for Buildings

3.13.22. UFC 3-400-02, Design: Engineering Weather Data

3.13.23. UFC 3-420-01, Plumbing Systems

3.13.24. UFC 3-501-01, Electrical Engineering

3.13.25. UFC 3-530-01, Design: Interior and Exterior Lighting and Controls

3.13.26. UFC 3-550-01, Exterior Electrical Power Distribution

3.13.27. UFC 3-550-03FA, Electrical Power Supply and Distribution

3.13.28. UFC 3-575-01, Lightning and Static Electricity Protection Systems

3.13.29. UFC 3-580-01, Telecommunications Building Cabling Systems Planning and Design

3.13.30. A-E Guide, Volume 2a & 2b, Cost Estimating, Sacramento District

3.13.31. A-E Guide, Volume 3, Specifications, Sacramento District

3.13.32. Unified Facilities Guide Specifications (UFGS)

3.13.33. International Building Code (IBC), except as modified in UFC 1-200-01 & UFC 3-310-01

3.13.34. International Plumbing Code (IPC)

3.13.35. Manual on Uniform Traffic Control Devices (MUTCD), US Department of Transportation, Federal Highway Administration

3.13.36. American Association for State Highway and Transportation Officials (AASHTO) LRFD Bridge Design Specifications, 2012 (6th Edition) with California Amendments.

3.13.37. AASHTO- LRFD Bridge Construction Specifications

3.13.38. AASHTO - Guide Specifications for LRFD Seismic Bridge Design

3.13.39. AASHTO - A Policy on Geometric Design of Highways and Streets ("Green Book")

3.13.40. AASHTO) - Roadside Design Guide

3.13.41. ACI 318-14, Building Code Requirements for Structural Concrete (2014)

3.13.42. California Department of Transportation (CALTRANS) Seismic Design Criteria, Version 1.7 (April 2013)

3.13.43. CALTRANS - Highway Design Manual

3.13.44. CALTRANS - Standard Plans and Standard Specifications

3.13.45. Military Surface Deployment and Distribution Command Transportation Engineering Agency (SDDCTEA) - Pamphlet 55-17

3.13.46. Federal Highway Administration (FHWA) - 23 CFR Part 625

4. HYDROLOGY AND HYDRAULICS

4.1. GENERAL. The four bridges within this contract span over Dry Creek and Best Slough channels.

A hydrology analysis was performed by USACE to estimate design storm peak flows through the stream channels, "Beale Air Force Basin-Wide Comprehensive Analysis" (Hydrology Study), 2017.

The contractor shall estimate the design storm peak high water surface elevations (WSEL) at the bridge structures, to determine bridge deck elevations and freeboard. The contractor shall design the bridges to 1-foot minimum freeboard above the 100-year storm WSEL.

4.1.1. DESIGN WATER SURFACE ELEVATIONS. WSEL shall be based on the stream flows reported for the 100-year/1% frequency storm event, in the hydrology study. Data from the provided hydrology study will be validated by the contractor with a HEC-RAS model for the design of the new bridge structure(s) and channels.

4.1.2. CROSS SECTIONAL AREA. The new bridges shall have a net cross sectional flow area to meet one-foot of freeboard on the bridges during a 100-year flood event.

4.1.3. EROSION PROTECTION. The contractor shall perform a scour analysis. The contractor shall provide design of the bridge abutments, and water way approaches to prevent undermining of the bridges and damage to slopes via hydraulic erosion during peak flows. Include the scour analysis in the Basis of Design Report.

4.1.4. STAFF GUAGES. Staff gauges shall be included on the new structure(s) at each waterway crossing to facilitate stage identification.

5. CIVIL DESIGN

5.1. TECHNICAL CRITERIA AND STANDARDS. See paragraph 3.13.

5.2. PROJECT SITE FIELD SURVEY. An initial Site Survey was performed and is included in drawings in Appendix B of the Engineering Report however, the Contractor shall be responsible for performing any survey to be used for construction and as required to complete the design. Aerial photos shown on drawings are dated and should not be relied upon for accurate site details.

5.2.1. SITE DEMOLITION Demolish, and dispose of all debris of four (4) reinforced concrete bridges (bridges 3111, 3112, 3113, and 3114) and associated components at Beale AFB, including abutments, pier walls, foundations, piles, pile caps, associated roadway components, etc. Deep pile shall be demolished not less than 3 feet below existing and final channel bottom, whichever is lower in elevation.

5.2.2. Waste Disposal. Project demolition and construction waste shall be disposed of off post at a location approved by the Contracting Officer. There are no landfills located at Beale AFB.

The Contractor shall coordinate with 9CES Environmental staff to determine proper disposal requirements for materials, which may include on-base recycling, hazardous waste disposal, or non-hazardous waste offsite disposal. It shall remain the responsibility of the Contractor to haul and dispose of removed materials identified for offsite disposal. All fees to dispose material offsite shall be the responsibility of the Contractor. Contractor will be required to test for hazardous and dispose accordingly. Contractor will provide dump tickets verifying proper disposal. The Contractor shall contact 9CES Hazardous Waste Program Manager for proper disposal details and required coordination and documentation references.

5.2.3. Haul Route. The haul route will be coordinated with and approved by the Contract Officer during the design phase. Beale AFB roadways sustaining damage from construction activities shall be repaired at the Contractor's expense after project completion. The Contractor shall coordinate with Beale AFB's Department of Emergency Services.

5.3. EARTHWORK.

5.3.1. General. During construction, minimize disturbed areas, stockpile excavated soils, and protect excavated soils from wind and water erosion. Replace or remove soils when construction is complete. The contractor shall include a mass balance analysis, identifying quanitites of excavated materials, import materials, materials that can be reused by the project, materials that will require stockpile, materials that will require off site disposal.

5.3.2. Excavation. There are no known contaminant or contaminated soil at the site. If contaminants are encountered or suspected either by detecting suspicious odors or discolored soil, the Contractor shall notify the Contracting Officer immediately.

5.3.2.1. If the Contractor discovers unidentified hazardous conditions after construction commencement, he/she shall notify the Contracting Officer immediately. The Contractor shall stop construction for up to ten (10) days to allow time for Environmental Management (EM) representatives to sample and analyze suspected contamination. If the soil is determined to be contaminated, the Contractor shall set the contaminated soil aside on some contained area (asphalt, plastic lining, etc). The contained area shall first be covered with minimum 15 mil plastic before any soil is placed there. After the soil has been placed there it shall be entirely covered with minimum 15 mil plastic sufficiently anchored to remain in place during windy/stormy conditions. Storm water shall be diverted away from the stockpile, and any runoff from the stockpile area shall be contained and properly disposed of.

5.3.2.2. The project is located approximately 800 feet up and cross gradient of Environmental Restoration Program (ERP) Site OT017 (Site 17). Therefor, the risk to human health from exposure to TCE in groundwater or soil vapor is nonexistent and the proposed project at the currently proposed location is approved by ERP. The ERP Construction Waiver is available upon request.

5.3.3. Borrow. All borrow shall be obtained off post at Contractor expense from an off-site source acceptable to the Contracting Officer and meeting gradation requirements of Geotechnical Report, and all excess materials shall be disposed of at an approved municipal landfill. The Contractor shall submit material certification for approval prior to placement.

5.3.4. Geotechnical Report. Contractor is required to obtain the services of a Geotechnical Engineer.

All explorations and Geotechnical evaluations and recommendations are the responsibility of the Contractor. See paragraph 7 "Geotechnical Design Requirements" for additional information and requirements regarding the Contractor's Geotechnical Report.

5.4. SITE DEVELOPMENT

5.4.1. Building Siting. The final site design shall be determined by the Contractor meeting the minimum provisions of all applicable references indicated in these RFP documents and with the final approval of the Contracting Officer. The Contractor shall confine proposed development to the project area as shown in the Work Site Boundary Map.

5.4.2. Staging Area. The Contractor staging area and/or trailer shall be located within the project limits.

5.4.3. Construction Sequence. During the initial design phase, a detailed construction sequencing plan shall be developed. This plan will identify the major construction milestones and sequence them in a way to maximize efficiency, site access, site disturbance, schedule impact and environmental impact. The plan should include staging areas, temporary access roads within the work boundary, temporary bridges, timing of demolition and new construction, etc. The plan shall be coordinated with and approved by the Contract Officer. Contractor shall submit a construction sequencing plan with design submittal.

5.4.4. Gavin Mandery Drive shall be closed to the public at the project site during construction of the bridges and roadway. However, the Contractor will coordinate access to Site 17 during construction activities, because Site 17 is located between Dry Creek and Best Slough in an area south of the four bridge structures. It shall be necessary to stage construction such that continuous vehicle access shall be provided to the 9 CES/CEIE contractor responsible for operating and maintaining Site 17.

Continuous access for a light-duty maintenance vehicle shall be provided throughout the duration of the project.

5.5. GRADING. The Contractor shall design the grading of the site and elevations of new pavement.

5.5.1. Site Drainage Concept. Drainage shall generally be surface drainage away from structures with paved areas sloping a minimum of 1%; earth areas a minimum of 1% to 2%; earth areas for the first 10-feet around the structures 5%; and pipes, gutters, and swales a minimum of 0.5%. Contractor shall submit a drainage plan with design submittal.

5.5.2. Low Impact Development (LID). Site grading for the project shall be designed to maintain the predevelopment hydrology of the surrounding area. The contractor shall incorporate the LID for the site storm drainage system design, per UFC 3-210-10. The contractor shall include the hydrology 1760 01 10 10-27 analysis of the area for the pre-development and post- development conditions in the design analysis

5.6. SITE IMPROVEMENTS

5.6.1. Standard Details. Site details shall be constructed per the California Department of Transportation (CALTRANS) - Standard Plans and Standard Specifications and Beale AFB Design Standards.

5.6.2. Pavement Design. The Contractor shall determine the pavement design requirements after their geotechnical investigation has been completed (see paragraph 6 for the Geotechnical

Design Requirements). The Contractor shall complete the investigation and provide copies of these documents to USACE prior to site design commencement.

5.6.2.1. Down Ramps. Down Ramps created to existing access roads shall be graded to ensure safe egress and ingress to and from the improved roadway/bridge. Down Ramps shall be paved with asphalt from the improved roadway/bridge to at least 10 feet beyond the grade break at the bottom of the ramp.

5.6.3. Concrete Exterior Slab and Paving. The Contractor shall design and construct concrete slabs, pavements, sidewalks, etc. based on the recommendations of their geotechnical engineering analysis. Refer to paragraph 7.6 for shallow boring data to be used for bidding purposes.

5.6.4. Pavement Marking & Signage. Provide pavement markings and traffic control signage in accordance with the Manual on Uniform Traffic Control Devices (MUTCD) and per Beale AFB standards. Install signage, striping, delineators, guardrail and other related items to comply with the CA MUTCD, AASHTO Roadside Design Guide, and all other applicable codes, standards, and guidelines.

5.6.4.1. Reflective Signage. Permanent reflective markers shall be place along the bridge guard rails and along the roadway centerline (cats eye type).

5.6.4.2. Slope Protection. Earthen slopes adjacent to bridge abutments shall have rock slope protection or approved alternative, with rocks sized for the stream flows anticipated for the 100-year storm event.

5.7. STORM RUNOFF AND DRAINAGE. See Section 5.7.1 for more information.

5.7.1. Storm Runoff. Storm runoff shall be calculated using the USACE criteria. The storm frequency for the collection system shall be the 10-year storm and for surface drainage design shall be the 100-year storm. The Intensity-Duration-Frequency Curve for Beale AFB is included in the USACE criteria. The Contractor is responsible for managing Stormwater runoff to limit erosion and sediment transportation into Waters of the United States. The Contractor shall be responsible for installing and maintaining all erosion and sediment control Best Management Practices (BMPs) prior to any likely rain event.

5.7.2. Existing/New Storm Drainage System. The Contractor shall perform a complete analysis taking into consideration existing and proposed conditions using the USACE criteria and design an acceptable surface or underground storm drainage system to handle the increase in storm water runoff. Any additional stormwater inlets shall be constructed in accordance with applicable standards, matching existing at Beale AFB. Should a new storm drainage pipe system be required, the pipe should be designed to provide a minimum velocity of 0.76 m/sec (2.5 ft/sec). Storm drainpipes shall be verified and/or sized by computation of backwater surface profiles. Calculations for the flows shall utilize a value no smaller than 0.013 for Manning's "n" factor.

5.7.3. Storm Drain Line Materials. Piping for storm drainage shall be industry standard for the drainage of commercial facilities. Examples of acceptable piping material are: polyvinyl chloride (PVC) pipe, acrylinitrile-butadiene-styrene (ABS) pipe, non-reinforced concrete pipe, reinforced concrete pipe, and corrugated metal pipe. Installation shall be per manufacturer's instructions.

Drain structures such as curb inlets, catch basins, and manholes shall be pre-cast. Rims, covers and grates for drain structures shall be rated for H-20 traffic loading in traffic areas. Minimum design velocity of storm water underground systems shall be 0.76 m/sec (2.5 ft/sec).

5.7.4. Drainage Swales. Utilize as required.

5.8. UTILITIES.

5.8.1. Existing Utilities. Existing utilities are described based upon surface observations and information provided by the Beale AFB. The Contractor is responsible for verifying the existence, location, size, depth and condition of existing utilities for the final design. Utilities found within the footprint of the construction or pilings shall be located and marked. No utility shall be removed and relocated prior to receiving approval from the Contracting Officer.

5.8.2. Water An existing three-inch water line that crosses the Dry Creek and the Dry Creek Overflow bridges and continues to Site 17 shall be replaced in kind. The water line shall be supported from the bridges at a minimum elevation of one foot above the 100-year flood elevation. Water service to Site 17 may be interupted during construction, by installation of the temporary 500 gallon poly tank at the Site.

5.8.3. Electrical. An existing two-inch electrical conduit crosses the Dry Creek and the Dry Creek Overflow bridges, and continues to Site 17. This conduit shall be replaced in kind, and new wiring shall replace the existing in kind. The electrical conduit shall be supported from the bridges at a minimum elevation of one foot above the 100-year flood elevation. Relocate the existing 12kV/480V transformer. Electrical service to Site 17 must be maintained during construction. Short term interruption for the installation of a temporary power line must be coordinated with the Contract Officer.

5.8.4. Sanitary Sewer. The existing 12-inch ductile iron sanitary sewer pipe that is attached to the existing bridges and buried between the bridges is to be demolished and disposed of at an approved facility. The ends of the pipe remaining in the ground at the work site boundary shall be packed with grout with a minimum wall thickness of 6-inches.

5.8.5. Pipe Bedding and Trench Backfill. Pipe bedding shall be per pipe manufacturer's requirements.

Trench backfill shall be compacted in lifts not to exceed 8 inches in loose thickness. Minimum relative compaction under paved areas shall be 95% per ASTM D1557, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort. An alternate backfill is to use controlled density fill (CDF) manufactured at a concrete batch plant. Jetting will not be allowed under any circumstances.

5.8.6. Exterior Lighting. Provide exterior street lighting at the two roadway intersections, the unnamed road on the east side of Bridge 3114, and the roadway leading to Site 17. Lamps shall be LED and shall be controlled by photocell. Solar powered LED light systems should be considered.

5.8.7. Utility Crossings. Clearances from existing and new utilities (water, gas, sewer, etc.) shall be as specified in ANSI C2 and the UFCs.

5.8.8. Underground Splices. Underground connections or splices shall not be permitted in primary or secondary conductors.

6. GEOTECHNICAL DESIGN

6.1. GENERAL. The Contractor's Geotechnical support for design documentation shall be written in units consistent with the RFP requirements for the overall project design. The requirements and information contained in paragraphs 6.1 through 6.6 herein represent minimum requirements to be used for preparing design and construction documents. The more stringent/conservative of these geotechnical design requirements, the Contractor's Final Geotechnical Report recommendations, the applicable UFGS Section requirements and notes, or applicable UFC documents, as approved by the Contracting Officer, shall govern when preparing the final construction drawings and specifications.

See paragraph 6.6 Preliminary Data and data contained in the Engineering Report for additional Geotechnical information to be used, except as otherwise stipulated in this Section 01 10 10, for preparing bids.

6.1.1. Design and construction shall be supported with appropriate geotechnical engineering.

The Contractor is fully responsible for the design and construction of acceptable foundations.

The Contractor shall secure the services of a competent and reputable Geotechnical Engineering consulting firm to provide the geotechnical basis of design for foundations, pavements, retaining walls, utility earthwork, grading, and any other geotechnical related items. The design parameters and material requirements shall be used for producing drawings for construction and for editing applicable Unified Facility Guide Specifications (UFGS) for earthwork, foundations, paving, and concrete features. UFGS Section 31 62 13 shall be used for driven precast concrete pile installation, if selected by the Contractor; the use of PDA monitoring of installation and re-strike of test pile (minimum 3 required), and Wave Equation and CAPWAP analyses, as described in the specification, are mandatory. Re-strike of test piles shall occur no sooner than 7 days following installation.

Requirements for static load testing shall be as recommended by the Geotechnical Consultant and approved by the Contracting Officer. The Geotechnical Consultant's test pile and Dynamic Analysis Report shall include all test pile installation records as well as other requirements of UFGS paragraph 3.4.2.c, including recommended final pile tip and driving installation recommendations for production piles, and the Contractor shall allow a minimum of 7 days for Contracting Officer review and approval.

All Geotechnical-related laboratory testing performed to support both design and construction shall be by an approved certified laboratory in accordance with Sacramento District-provided UFGS Section 01 45 00 (or similar number) entitled "Quality Control". ASTM D1557 (Modified Proctor) shall be specified for all design and construction compaction testing; ASTM D698 (Standard Proctor) will not be allowed for determining the laboratory moisture-density relationships. Pavement section materials shall be as specified in the applicable UFGS Sections. Minimum pavement section for POV and other light-traffic areas shall be 3 inches of asphalt concrete over 6 inches of aggregate base course at 100 percent compaction over 12 inches subbase course at 95 percent compaction over a minimum of 6 inches of compacted subgrade at 90 percent compaction. Minimum heavy-duty (truck/apparatus) flexible pavement section shall be 5 inches of asphalt concrete over 12 inches aggregate base course at 100 percent compaction over 6 inches subbase course at 95 percent compaction over minimum 6 inches of compacted subgrade at 90 percent compaction. Minimum heavy-duty rigid pavement section shall be 6 inches portland cement concrete on 6 inches aggregate base course at 100 percent compaction on 12 inches subbase course at 95 percent compaction over minimum 6 inches compacted subgrade at 90 percent compaction. These are absolute minimums, and shall be heavier/ thicker as determined by the Contractor's Geotechnical Engineer's approved calculations. The more strigent/conservative of the foregoing geotechnical design requirements and recommendations, or applicable UFGS Section requirements and notes, shall govern when preparing the final construction drawings and specifications.

6.1.2. The following paragraphs shall replace UFGS paragraph "3.18 TESTING" and related subparagraph "3.18.3 Check Tests on In-Place Densities" in the Contractor's final edited specification Section 31 00 00 Earthwork.

6.1.2.1 TESTING

Perform testing by a Corps validated commercial testing laboratory meeting the requirements of SECTION 01 45 00 (or similar number) QUALITY CONTROL and approved by the Contracting Officer. Determine field in-place density in accordance with the sand cone method ASTM D1556, except the nuclear gauge method ASTM D6938 may be used, as further qualified hereinafter, to determine in-place density of materials verified to be free of mica or other materials known to give inconsistent nuclear gauge results. When ASTM D6938 is used, check the calibration curves as described in ASTM D6938 and adjust using only the sand cone method as described in ASTM D1556; check the calibration of the density gauge prior to the first use of each different type of material encountered and at intervals as directed by the Contracting Officer. Both ASTM D1556 and ASTM D6938 result in a wet unit weight of soil and when using either of these methods, use only method ASTM D2216 to determine the moisture content for calculating in-place dry density of the soil. For a rough estimate of in-place density to control field activities only, the Contractor may perform moisture content testing by method ASTM D4643 or ASTM D4959 in conjunction with density testing by method ASTM D6938. Density results determined by sand cone method ASTM D1556 shall govern, and shall be used to calibrate (adjust) the results determined for similar materials by nuclear gauge method ASTM D6938. If differing results are consistently determined, use of the nuclear gauge shall be discontinued and only method ASTM D1556 shall be used. When test results indicate, as determined by the Contracting Officer, that compaction is not as specified, remove the material, replace and recompact to meet specification requirements. Perform tests on recompacted areas to determine conformance with specification requirements. For all tests required by these specifications, appoint a registered professional civil engineer to certify inspections and test results.

These certifications shall state that the tests and observations were performed by or under the direct supervision of the engineer and that the results are representative of the materials or conditions being certified by the tests. The following number of tests, if performed at the appropriate time, will be the minimum acceptable for each type operation.

6.1.2.2 Check Tests on In-Place Densities

If nuclear gauge method ASTM D 6938 is used, check in-place densities by the sand cone method ASTM D 1556 at a minimum frequency of one sand cone test per lift for every six or fraction thereof tests by the nuclear gauge method. Use these sand cone "check test" results to calibrate (adjust) the nuclear gauge results for representative materials as described in paragraph "TESTING" above.

6.1.3. The following paragraphs shall replace UFGS subparagraph "1.6.2.4 Field Density Tests" and paragraph "3.7 MAINTENANCE" in the Contractor's final edited specification Section 32 11 23 Aggregate Base Course:

6.1.3.1 Field Density Tests

Determine the in-place density in accordance with ASTM D 1556, except that method ASTM D 6938 may be used, as further qualified hereinafter, to determine in-place density of materials verified to be free of mica or other materials known to give inconsistent results with the nuclear gauge. When ASTM D 6938 is used, check the calibration curves as described in ASTM D 6938 and adjust using only the sand cone method as described in paragraph Calibration of the ASTM publication. Check the calibration of the density gauge prior to the first use of each different type of material encountered and at intervals as directed by the Contracting Officer, and submit curves and results within 24 hours of running the test. Both ASTM D 1556 and ASTM D 6938 result in a wet unit weight of soil and when using either of these methods, use only method ASTM D 2216 to determine the moisture content for calculating in-place dry density of the soil. For a rough estimate of in-place density to control field activities only, the Contractor may perform moisture content testing by method ASTM D 4643 or ASTM D 4959 in conjunction with density testing by method ASTM D 6938.