GDB-Book2-Section13

Port of Long Beach Book 2 – Gerald Desmond Bridge Project Project Identification Number 0700000379

RFP 13-1 Structures

13 STRUCTURES

13.1 General

The Design-Builder shall conduct all Work necessary to meet the requirements of permanent and temporary

Structures, including bridges, retaining walls, barriers, box culverts, circular pipes, precast concrete

structures, long-span structures, protection of utilities, temporary construction access structures, shoring and

false work, cofferdams, form travelers, gantries, cranes, sign structures, lighting structures, and structure

renovations.

13.2 Administrative Requirements

13.2.1 Standards

The Design-Builder shall perform the Structures work in accordance with the manuals and documents listed

in Book 3. In the event of a conflict among the standards set forth in Book 3, the order of precedence shall be

as set forth below, unless noted otherwise:

13.2.1.1 All Structures, Structural Appurtenances, and Retaining Walls

Agency Title

Caltrans California Amendments to the AASHTO LRFD Bridge Design Specifications

AASHTO LRFD Bridge Design Specifications, 4th Edition

Caltrans Seismic Design Criteria

Caltrans Guide Specifications for Seismic Design of Steel Bridges

AASHTO LRFD Bridge Design Specifications, 5th Edition

AASHTO LRFD Guide Specifications for Design of Pedestrian Bridges

AASHTO Guide Manual for Condition Evaluation and Load and Resistance Factor Rating

(LRFR) of Highway Bridges

Caltrans Bridge Memo to Designers

Caltrans Bridge Design Aids

Caltrans Bridge Design Details

Caltrans Bridge Design Practice Manual

Caltrans Bridge Standard Detail Sheets

AASHTO Guide Specifications for LRFD Seismic Bridge Design

Caltrans Structural Detailing Standards

Various Special Provisions

Caltrans Standard Plans

Caltrans Standard Specifications*

Caltrans Bridge Design Specifications

Caltrans New Product Evaluation Guidelines

Caltrans A Test Plan for the Characterization and Qualification of Highway Bridge Seismic

Isolator and Damping Devices


RFP 13-2 Structures

Caltrans A Test Plan for the Characterization and Qualification of Highway Bridge Seismic

Isolation Bearing Devices

AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges

AASHTO Guide Specifications for Seismic Isolation Design

AASHTO Guide Specification for Highway Bridge Fabrication with HPS70W (HPS 485W)

Steel

PTI Recommendations for Stay Cable Design, Testing and Installation

CEB-FIP Model Code for Concrete Structures, Appendix E: Time Dependent Behavior of

Concrete, Creep and Shrinkage

TRB NCHRP Report 645, Blast-Resistant Highway Bridges: Design and Detailing

Guidelines

ACI Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary

AISC Seismic Design Manual

AISC Steel Construction Manual

AASHTO/AWS D1.5M/D1.5 Bridge Welding Code

ANSI/AASHTO/AWS D1.1M/D1.1 Structural Welding Code

ATC-32 Improved Seismic Design Criteria for California Bridges: Provisional

Recommendations

TRB NCHRP Report 472, Comprehensive Specification for the Seismic Design of

Bridges

ASCE/SEI Minimum Design Loads for Buildings and Other Structures

ASCE Guidelines for the Design of Cable-Stayed Bridges

Caltrans Bridge Deck Construction Manual

Caltrans Falsework Manual

Caltrans Foundation Manual

Caltrans Office of Special Funded Projects (OSFP) Information and Procedures Guide

Caltrans Prestress Manual

Caltrans Construction Manual

Caltrans Bridge Construction Records and Procedures Manual

Caltrans Trenching and Shoring Manual

Caltrans Plans Preparation Manual (PPM)

AASHTO Manual for Bridge Evaluation

Caltrans Highway Design Manual (HDM)

Various Remaining standards set forth in Book 3

*Document modified for design-build.


RFP 13-3 Structures

13.2.1.2 Sign and Lighting Structures

Caltrans Standard Plans

AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and

Traffic Signals

Various Remaining standards set forth in Book 3

13.2.2 Definitions

Main Span Bridge — That portion of the Project that consists of the bridge structure that carries Ocean

Boulevard over the Back Channel and extends between deck expansion joints on either side of the Back

Channel. The Main Span Bridge includes the cable-stayed bridge superstructure, towers, adjacent end bents,

and adjacent expansion joints.

Approach Bridges — Those portions of the Project that consist of the bridge structures not included as part

of the Main Span Bridge.

Seismic Energy Product – A seismic response modification devices or element that dissipates or otherwise

handles seismic energy that is subject to compliance with the Caltrans California Department of

Transportation New Product Evaluation Guidelines.

Energy Dissipating Shear Link – An element with no moving parts that dissipates seismic energy.

Seismic Energy Fuse – An element that dissipates seismic energy and does not include Energy Dissipating

Shear Links or elements that would fall under the Caltrans California Department of Transportation New

Product Evaluation Guidelines.

The term ―AASHTO LRFD Bridge Design Specifications, 4th Edition, with California Amendments‖ shall

mean the requirements contained in the AASHTO LRFD Bridge Design Specifications, 4th Edition as

amended by the Caltrans California Amendments to the AASHTO LRFD Bridge Design Specifications. If the

Caltrans California Amendments to the AASHTO LRFD Bridge Design Specifications do not contain a

modification or amendment to AASHTO LRFD Bridge Design Specifications, 4th Edition for a given

section, the Design-Builder shall comply with the requirements in AASHTO LRFD Bridge Design

Specifications, 4th Edition. Interim updates to the AASHTO LRFD Bridge Design Specifications, 4th Edition

are included via the Caltrans California Amendments to the AASHTO LRFD Bridge Design Specifications.

13.2.3 Meetings

The Design-Builder shall meet with the Port and the Department at Department Headquarters in Sacramento,

CA prior to creating load rating models to discuss and understand the requirements related to these models

and their future use.

Prior to submitting the Painting Quality Work Plan required herein, a pre-painting meeting including the

Port, the Design-Builder, the Design-Builder’s Quality Control Manager, a representative from each entity

performing painting for this Project, and a representative from the paint manufacturer, shall be held to

discuss the requirements for the Painting Quality Work Plan.

The Design-Builder shall conduct a three-day accident and terrorist risk analysis workshop per Exhibit 2-13-

F (Accident and Terrorist Vulnerability Assessment (ATVA) Requirements).

Unless noted otherwise, the Design-Builder shall complete the following tasks associated with meetings:

Schedule the meeting

Have present the staff will be directly involved in the topic of the meeting

Invite the staff from the Port and the Department, as required per the Port

Facilitate and run the meeting


RFP 13-4 Structures

Provide an agenda for the meeting, draft meeting minutes within three Days of the meeting and final

meeting minutes within three Days of receiving comments to the draft minutes

Provide a location for the meeting

13.2.4 Software Requirements

The Design-Builder shall use the commercially accessible computer bridge analysis programs, CSI BRIDGE

or MIDAS, to complete bridge load ratings.

The Design-Builder shall use the commercially accessible computer bridge analysis program, ADINA, for

either the original seismic nonlinear time-history design model or the independent check seismic nonlinear

time-history design model.

Unless otherwise specified in the Contract Documents, the Design-Builder shall ensure the most current

version of the required software as of the date listed in Book 1, Section 1.5 (Referenced Standards and

Specifications) is used.

13.3 Design Requirements

13.3.1 Bridge Names and Numbers

The Design-Builder shall request a bridge or structure number and name from the Department for new and

replacement bridges and wall structures. The request shall include:

County and State Route Identification Number for the roadway carried by the bridge or supported by the

wall.

Post Mile at beginning of bridge or wall (to the nearest .01 Post Mile).

Site map or strip map of sufficient detail to clearly indicate the relationship of the street names and

names of the pertinent features in the vicinity of the bridge or wall site.

The assigned bridge or wall name and number shall be painted on all structures. Locations indicating where

to paint the number and name on a structure shall be shown on the General Plan in accordance with the

Caltrans Bridge Design Details.

13.3.2 Concept Design Submittal and Technical Advisory Panel Review

13.3.2.1 Concept Design Submittal

The Design-Builder shall prepare a Concept Design Submittal that contains a Preliminary General Plan and

Type Selection Report for each structure requiring a type selection process. Preliminary General Plan and

Type Selection Report shall be prepared in accordance with preliminary data checklists provided in Caltrans

Bridge Design Aids and Bridge Memo to Designers 1-29. Each Type Selection Report shall include the

following:

Evaluation and location of deck drains for widened structures.

Recommended maintenance work reflected in structure maintenance records, if applicable.

A quantitative seismic retrofit evaluation of all existing structures to be widened, modified, or replaced. For existing structures to be widened, the Type Selection Report shall include a summary of the seismic

evaluation of the existing bridge, the potential retrofit strategies with supporting documentation, and other

pertinent details.

Preliminary foundation reports, geotechnical reports, and other applicable documents

Each Type Selection Report shall clearly delineate aesthetic features the Design-Builder has or will

incorporate into the structure type. The bridge aesthetic treatments shall be reviewed and Approved as part of

the Visual Quality Management Process outlined in Section 15.


RFP 13-5 Structures

All Concept Design Submittal Meetings will be scheduled after the Port has Approved the Project geometrics

and a minimum of five Working Days following receipt of a complete Concept Design Submittal and all

related documents. At the meeting, the Design-Builder shall present the proposed structure and shall briefly

discuss issues pertinent to the selection of the structure type, particularly requirements for foundations,

hydraulics, construction (including falsework), seismic design, retrofit strategy, aesthetics, traffic handling,

and other information needed, as applicable, to support the structure type.

After the meeting, the Design-Builder shall prepare a meeting summary and provide a copy to the Port within

three Working Days. The meeting summary may be used to update or supplement the information in the

Concept Design Submittal to address comments raised at the meeting. Provided all comments are

satisfactorily addressed, the Port will provide Approval or denial of the proposed structure type within five

Working Days of receiving the final meeting summary.

Within two weeks after receiving written Approval of the structure type, the Design-Builder shall update the

Preliminary General Plan and submit the required number of reduced copies to Port for comment.

Additional Concept Design Submittal information to complete the structure type selection process for each

structure shall follow Section 4-2 of the OSFP Information and Procedures Guide and the applicable

portions of the Bridge Memo to Designers.

13.3.2.2 Technical Advisory Panel Review

The Design-Builder shall assemble and convene a Technical Advisory Panel (TAP) to in accordance with

Exhibit 2-13-C (Technical Advisory Panel Charter and Review Process).

13.3.3 Not Used

13.3.4 Not Used

13.3.5 Not Used

13.3.6 Temporary Structures

The Design-Builder shall provide temporary walls, access bridges, cofferdams, formwork, falsework,

environmental containment, shoring, protection of Utilities, protection and shoring of existing structures,

cranes, form travelers, and any other temporary structures needed to perform the Work.

13.3.7 Demolition of Structures

The Design-Builder shall demolish the bridges listed in Table 13-1 and associated substructures,

superstructures, wall structures and appurtenances. Demolished materials and miscellaneous items associated

with the bridge being removed, such as guardrail and backfill, shall also be removed from the Site.

Table 13-1: Existing Bridges To Be Removed

Existing Bridge No. Approximate Limits

53C-0065

(Existing Gerald Desmond Bridge)

Removal of substructures and superstructures from

Pier 34 to Abutment 50 including Pier 34, Abutment

50, associated appurtenances at Abutment 50 and the

span between Pier 33 and 34, as required, to

complete the Work

53C-0884 Entirely remove



RFP 13-6 Structures


Existing substructure units shall be removed to at least 2 feet below finished grade, and more if required for

the Work.

If existing structures are to be partially removed to allow construction of the Project, the Design-Builder shall

maintain sufficient structural capacity in accordance with the Contract Documents. The Design-Builder shall

ensure existing facilities support all loading conditions anticipated to occur and are modified as necessary

prior to transfer of traffic from the existing facility to the new facility. If temporary elements are needed, the

Design-Builder shall, at a minimum, design the elements for seismic resistance of 10 percent of the tributary

dead load being supported.

Design documents must show the location(s) of equipment used for demolition, sequence of removal,

loading limits, allowable location of loads, equipment specifications including their weight, and any other

material, which will be placed on the structure during or prior to demolition for all structures.

13.3.8 Bridge Structure Element Products

13.3.8.1 Seismic Energy Product Evaluation

All manufactured bridge element products including bearings, joint seal assemblies, dampers, seismic and

isolation devices shall be on a Caltrans Pre-qualified List or become pre-qualified for this Project through the

Caltrans New Product Evaluation process, unless specifically exempt by Port. The Design-Builder is

responsible for obtaining any necessary pre-qualification of products.

All Seismic Energy Products, including isolation bearings and dampers, shall be pre-qualified in accordance

with the requirements of Caltrans New Product Evaluation Guidelines and shall be tested in accordance with

Caltrans A Test Plan for the Characterization and Qualification of Highway Bridge Seismic Isolator and

Damping Devices and Caltrans A Test Plan for the Characterization and Qualification of Highway Bridge

Seismic Isolation Bearing Devices.

The design and testing of Seismic Energy Products shall reflect the actual load conditions and load

combinations in accordance to the AASHTO LRFD Bridge Design Specifications, 4th Edition, with

California Amendments.

The design of seismic isolation devices shall follow the AASHTO Guide Specifications for Seismic Isolation

Design.

13.3.8.2 Energy Dissipating Shear Link Evaluation

If the Design-Builder elects to use Energy Dissipating Shear Links, the Design-Builder shall comply with the

requirements for Energy Dissipating Shear Links in Exhibit 2-13-A (Design Criteria), except that the Design-

Builder shall modify (cycles, loading, etc) the testing protocol for their specific situation.

13.3.8.3 Seismic Energy Fuse Evaluation

If the Design-Builder elects to use Seismic Energy Fuses, the Design-Builder shall provide a Seismic Energy

Fuse Testing Protocol that, at a minimum, contains the same information required for Energy Dissipating

Shear Links in Exhibit 2-13-A (Design Criteria), except that the Design-Builder shall create a new testing

protocol for their specific situation.

13.3.8.4 Viscous Dampers

If viscous dampers are used, the Design-Builder shall design the dampers for operating loads and seismic

loads according to the AASHTO LRFD Bridge Design Specifications, 4th Edition, with California

Amendments and as follows, at a minimum:


RFP 13-7 Structures

The design of the dampers shall conform to the AASHTO Guide Specifications for Seismic Isolation if

the dampers are for resisting seismic forces.

The number of cycles for damper movement, velocity, and displacement for the seismic design shall all

be based on the bridge model prepared by the Design-Builder.

The dampers shall have a port for recharging the fluid inside the piston chamber, an additional port for

bleeding air from the chamber, and a glass window to observe the fluid level inside the chamber or an

instrument to measure the volume of fluid in the piston chamber.

The Design-Builder shall provide a minimum of three pressure gages for measuring fluid pressure inside

the piston chamber.

The dampers shall be coupled or connected with force transducer for measurement of actual forces

applied into the dampers. The transducer shall not interfere with the damper’s performance during seismic

events.

Viscous dampers shall have a minimum of a ten-year warranty starting from Final Acceptance. The

warranty shall cover and list explicitly all the potential defects that will affect the damper’s performance.

13.3.9 Special Wind Loads

13.3.9.1 Testing and Design

The Design-Builder shall perform sectional model wind tunnel testing to verify satisfactory performance of

the Main Span Bridge.

The Design-Builder shall use Exhibit 2-13-B (Wind Climate Data) for the required wind speeds for stability

and structural design of the Main Span Bridge. A 20-year design wind load shall be used for construction

stage analysis instead of that shown in Exhibit 2-13-B.

The Design-Builder shall submit a Wind Tunnel Test Report containing the following information, at a

minimum:

Introduction

Wind climate and site analysis, including introduction, data sources, methodology, results, conclusions,

and recommendations

Section model test information, including objectives and criteria, model description, wind tunnel test

procedures, aerodynamic stability results, and static force and moment coefficients

Results to wind buffeting, including background information, mean and background fluctuation wind

loads, inertial loads due to wind-induced bridge motions, and simplified wind load distributions for

structural design

Static aerodynamic coefficients (lift, drag, and moment), aeroelastic flutter coefficients, and vortex-induced

aerodynamic motions shall be obtained from wind tunnel tests using a detailed 1:45 sectional model of the

bridge. Static aerodynamic coefficients shall be determined for a +/-10-degree angle of attack. Dynamic

response shall be determined for a +/-5-degree angle of attack.

The Design-Builder shall perform full aeroelastic model testing of the Main Span Bridge, including at least

one Approach Bridge frame, but not less than 700 feet of Approach Bridge, adjacent to each end of the Main

Span Bridge in the bridge’s completed form and throughout all critical stages of construction. A frame is

defined as those portions of a bridge bounded by superstructure expansion joints. Critical construction stages

shall be determined by the Design-Builder, but at a minimum, shall include two construction stage conditions

consisting of a stand-alone tower and fully extended cantilever conditions just prior to mid-span and bent

closures. The Design-Builder shall prepare a Wind Engineering Study Report with the results of the full

aeroelastic model testing of the bridge to determine wind design forces based on the wind tunnel tests

findings. The Wind Engineering Study Report shall contain the following, at a minimum:


RFP 13-8 Structures

Description of the aeroelastic model

Description of the wind tunnel simulation

Description of the wind tunnel test and instrumentation

Aerodynamic stability from wind tunnel test results

Response to turbulent winds from wind tunnel test results

Response comparisons between the stability and buffeting analysis and the test results

Comparison of simultaneous peak moments at the base of the tower

Conclusions and recommendations

Wind analysis shall be performed by the Design-Builder in accordance with AASHTO LRFD Bridge Design

Specifications, 4th Edition, with California Amendments, Section 3.8, ASCE/SEI 7, and the Wind

Engineering Study Report using the resulting wind component combinations included in the report. Both

static and dynamic wind effects shall be considered, utilizing computer models of the bridge that incorporate

the results of wind tunnel tests of sectional models of the deck. Wind tunnel tests shall include smooth and

turbulent flow, and 0.5 percent to 1.5 percent damping.

The Design-Builder shall provide a cable dampening system per Exhibit 2-13-D (Stay Cable System).

13.3.9.2 Wind Events

The Design-Builder shall complete wind analysis and design considering both a high-probability

Serviceability Event and a lower-probability Aerodynamic Stability Event. The wind analysis and design

shall consider two scenarios:

1) Bridge railings required by the Contract Documents

2) A 10-ft high fence with a 2-inch opening mesh located on each exterior side of the Main Span Bridge.

The Serviceability Wind Event shall have a probability consistent with a mean return period of 100 years as

defined in ASCE/SEI 7, but the resulting mean-hourly wind speed shall not be less than specified in Exhibit

2-13-B (Wind Climate Data). During all phases of construction, a 20-year mean return period shall be

assumed with a mean-hourly wind speed of not less than that specified in Exhibit 2-13-B. For these wind

events, the load combinations specified in Exhibit 2-13-A shall be used.

Vertical deck accelerations shall not exceed 0.03g for winds up to 30 mph and 0.10g for winds between 30

mph and 45 mph. The completed bridge shall show no signs of flutter instability up to a wind velocity of

1.35 times the one-hour mean Serviceability Wind Event and during all phases of construction for the 20-

year wind event. If the bridge shows any sign of aerodynamic instability during the Serviceability Wind

Event or does not meet deck acceleration limits when subjected to these wind velocities, the cross-section or

other bridge design features shall be revised. All revisions are subject to Port Approval. During construction,

temporary remedial measures to counteract any distress shall be implemented as required without obstructing

river navigation.

13.3.10 Bridge Load Rating

The Design-Builder shall load rate the bridges according to the latest AASHTO Guide Manual for

Condition Evaluation and Load and Resistance Factor Rating (LRFR) of Highway Bridges. The ratings

shall be based on the final As-Built Documents of the bridges and be prepared and submitted in accordance

with the Standards. Complete and detailed as-built structural models shall be provided to the Port for all

bridge structures.

Prior to developing load rating models, the Design-Builder shall meet with the Port to discuss the details of

model development.


RFP 13-9 Structures

The load rating models shall be developed by a California-licensed Civil Engineer experienced in developing

load rating models and checked by a California licensed Civil Engineer and shall consider effects of

construction staging. Load rating models shall be provided for each Project bridge.

The load rating model shall be constructed in three orthogonal directions or axes (X, Y, and Z), and shall

consist of a three-dimensional description of the structure using shell or grillage elements. The true

horizontal and vertical alignment of the superstructure shall be defined. The location of the substructure

elements including the columns and pile cap shall be included in the model. The stiffness of these elements

for the purposes of distributing load shall be the same as used in the design of the structure.

The model shall be capable of distributing loads based on the geometry and stiffness of the structural

elements. Nonstructural elements, such as barrier rail, shall not be modeled as load-carrying elements. In

performing the load rating, the distribution of loads shall be the same as that used in the design of the

structure.

HL-93 and Permit Design Loads shall be used in the models to generated load rating results for

superstructure elements of the bridges that carry live loads and for bent caps.

The overall rating shall be the lowest rating of any individual component, segment, or type. The final rating

and each component rating shall be accompanied by the location of the rating, limit state, and impact factor.

Each separate bridge component, segment, or element constructed or modified under this Project shall be

rated and reported to the Port in a Bridge Load Rating Report. At a minimum, ratings shall be computed for

moment and shear at the one-tenth points of each bridge span. The Bridge Load Rating Report shall also

include the load rating analysis computer model electronic files as an attachment.

The Design-Builder shall provide a Bridge Load Rating Manual for the Main Span Bridge and the

Approach Bridges. This manual shall include the methods and software, if applicable, used to load rate the

bridge, such as influence lines or surfaces.

13.3.11 Bridge Security

13.3.11.1 Technical Requirements

The Design-Builder shall obtain Approval from FHWA on the design and approaches taken regarding bridge

security and meet the requirements of this Section 13.3.11.

The Design-Builder shall assess accident and terrorist vulnerabilities and incorporate mitigation measures in

the design of the cable-stayed bridge as specified in Exhibit 2-13-F (Accident and Terrorist Vulnerability

Assessment Requirements).

At a minimum, the Design-Builder shall meet the requirements of NCHRP Report 645- Blast-Resistant

Highway Bridges: Design and Detailing Guidelines shall be used. Localized spall and breach damage shall

be accounted for when designing bridge components for blast forces (see guidelines from U.S. Department of

Defense for spall and breach damage estimated for non-column structural components). The blast load

analysis of the structure shall consider inertial effects, and dynamic analysis shall be used for the design of

any structural member subjected to blast loads.

The Design-Builder shall provide a Lead Blast Specialist who meets the requirements of Exhibit 2-13-F

(Accident and Terrorist Vulnerability Assessment Requirements) and has experience completing blast

evaluations and design of blast protection systems on at least three structures. Experience on a building can

be used to meet this requirement. The Lead Blast Specialist shall be responsible for completing accident and

terrorist vulnerability assessments.


RFP 13-10 Structures

13.3.11.2 Safeguarding Documents

All Project documents shall include the necessary information for satisfactory construction of the structure,

system, or component, and training necessary to operate any security system. These documents shall not

indicate that the construction, structure, system, or component shown meets any security standard, or contain

any reference to the limits or capabilities of the construction, structure, system, system operation, or

component.

13.3.12 Bridge Design Service Life and Corrosion Protection Plan

The Design-Builder shall provide bridges that meet the required design service life either by selecting

materials with reduced corrosion potential, by selecting materials and details which resist degradation or by

other mean acceptable to the Port. The Design-Builder shall prepare a detailed Corrosion Protection Plan for

the Main Span Bridge and the Approach Bridges. Each Corrosion Protection Plan must not exceed 25 pages

in length. If the Approach Bridges differ in material or configuration then the Design-Builder shall separate

the bridges into similar groupings and provide a Corrosion Protection Plan for each group.

At a minimum, each Corrosion Protection Plan shall:

Include an executive summary describing the overall approach to achieving the required design service

life for the primary load carrying members, including stay cables, of the Project bridges.

Identify each bridge component with the corresponding environmental exposure conditions for each

component (e.g., buried, submerged, exposed to atmosphere, exposed to corrosive chemicals). Some

elements may be exposed to more than one environmental condition (e.g., foundations in water table,

foundations in area with petroleum contamination), which might require different corrosion

considerations for each exposure.

Identify relevant degradation and protective mechanisms for each bridge component. Quantify

degradation processes and resistances to these processes with respect to time. Models shall use a

probabilistic approach to evaluate the time-related changes in performance depending on the component,

environmental conditions, and any proposed protective measures. Models shall be listed in the plan.

Identify the expected design service life of each bridge component, based on the proposed material,

exposure condition, relevant degradation mechanism, and any proposed protective measures, taking into

account the proposed inspection/maintenance schedule. List any corrosion allowances and thresholds

used. Coordinate with the Operations and Maintenance Manual requirements elsewhere in the Contract

Documents. Include the level of reliability or probability of the predicted design service life of each

element as well as the expected interval of replacement or renewal of the protective measures within the

design service life duration (e.g., number of times to recoat paint that protects steel members).

Explain what will be done during construction to ensure the highest quality products are achieved, (e.g.,

ensure uniform compaction of the concrete, adequate concrete cover, proper curing for the element, etc.).

Summarize the above information, for each component, in a tabular format and perform an estimate of

life-cycle costs for the bridge. The life-cycle cost analysis for bridge components shall use a discount rate

of 2.9 percent per year to convert future costs to present worth.

Additional specific requirements for the Corrosion Protection Plan shall include:

List of the manufacturers of all proposed coatings, inhibitors, sealers, and membranes

Schedule for corrosion inspection of the bridge components

Proposed maintenance schedule for items/materials that could be affected by corrosion

Direct electrical current and sacrificial materials (cathodic protection) shall not be used to mitigate for

expected corrosion effects.



For each Approved Corrosion Protection Plan, the Design-Builder shall prepare an As-Built Corrosion

Protection Report. The Accepted As-Built Corrosion Protection Report shall be included in the Operations

and Maintenance Manual and consist of the Approved Corrosion Protection Plan with updates and/or as-built

information that identifies changes to the Approved Corrosion Protection Plan.

The Design-Builder shall maintain at Design-Builder’s expense, all newly installed dampers and shall

perform work as necessary to ensure dampers’ proper function for the entire 10-year warranty period.

No asphalt concrete shall be applied to the polyester concrete wearing surface at any time during

construction or in the future.

13.3.13 Erection Manuals

The Design-Builder shall develop an Erection Manual for the Main Span Bridge and Approach Bridges that

includes complete detailed erection sequence drawings; erection stresses in permanent and temporary

members; bent and falsework reactions determined for each construction stage; and moments, shears, axial

loads and other forces computed and tabulated for the towers and the superstructure of the Main Span

Bridge at a sufficient number of points to demonstrate the load demand will not exceed the capacity and

allowable stresses for erection and service conditions.

The Design-Builder shall include step-by-step erection procedures with complete details of stay-cable

fabrication, erection, and monitoring of stressing operations. Details of contemplated elevations, cable

lengths, adjustments, and shims required shall be shown for each erection stage. The geometry control

section shall identify the special survey and monitoring to be implemented for bridge construction.

An Erection Manual is not required for cast-in-place post-tensioned concrete box girder bridge

superstructures erected on continuously supported false work.

13.3.14 Operations and Maintenance Manuals

The Design-Builder shall develop an Operations and Maintenance Manual that includes recommended

inspection procedures for the Main Span Bridge and Approach Bridges. The Design-Builder shall evaluate

inspection access and maintainability during the initial design phase and provide best practices in the bridge

Released For Construction Documents and not delay this effort to when developing these manuals.

The Design-Builder shall conduct Operations and Maintenance office and field training sessions with the

Port. The training shall, at minimum, review the contents of the Operations and Maintenance Manual. The

Design-Builder shall coordinate with the Port on the required attendees, schedule the meeting, provide a

location and facilities for the office meeting and provide each attendee with the Approved Operations and

Maintenance Manual for the bridge or group of bridges training is provided for. Field training shall be held

on the structure for each bridge or group of bridges for which an Operations and Maintenance Manual is

created.

13.3.14.1 General Requirements

The manuals shall consist of permanent, hardback three-ring binders not exceeding 3 inches thick,

separated into multiple volumes as necessary. The Design-Builder shall obtain Approval for the

composition and content of each volume.

Information shall include published literature and detailed shop drawings, 8.5 inches by 11 inches or

accordion-folded to this size. Technical literature shall be original and not photocopied.

Instructions shall be in continuous narrative form, not fragmented sections as prepared by individual

equipment manufacturers.

Information shall be arranged and identified with divider sheets and identifying tabs for separation of

information. A complete table of contents shall be included in each binder.



Information shall cover the exact equipment provided and shall not contain marked-up general catalog

data.

A complete set of shop drawings and/or As-Built Documents shall be incorporated in each manual,

including control and wiring diagrams and piping diagrams, if applicable. Due to the volume of as-built

information, only the general plans, elevations and pertinent views or details are required to

communicate maintenance issues and orientate maintenance personnel or inspection staff.

Each binder shall be identified on the outside binding edge with Project name and number, and bridge

name(s) and number(s).

13.3.14.2 Manual Content

The Operations and Maintenance Manual shall cover the following subjects, at a minimum:

Principal elements of the bridge.

Bridge design considerations including bridge design criteria and any changes made during construction.

Structural role of major bridge elements.

Sequence and methods of bridge construction, including design modifications and problems or repairs

encountered during construction.

Recommended inspection personnel qualifications and equipment beyond the equipment already

provided as part of the Project.

Recommended inspection and maintenance program and schedule.

Inspection procedures or focus areas including as-built conditions that differ from the design plans.

Known bridge deficiencies shall include why it is a deficiency, why it was not addressed during

construction, field information description (–e.g., photos, measurements, notes, and dates), and

assessment of compliance with the National Bridge Inspection Standards for the deficient element.

Operation and maintenance of bridge appurtenances, including travelers, elevators, Utilities, lighting and

navigation elements, buildings and equipment such as compressors, supervisory control and data

acquisition (SCADA) equipment, and lighting controls.

Procedures for future maintenance and repairs, including maximum anticipated deflections during design

service life. Future work shall include work customary of the bridge type and design service life and

must include, at a minimum, stay cable adjustment/ replacement, painting if applicable, and mechanical

or electrical element repairs.

If seismic energy dissipation elements are provided, procedures for the future replacement of seismic

energy dissipation elements and criteria to determine when elements must be replaced.

At a minimum, each manual shall also compile the manufacturer's data and specific Project data, and shall

include the following, if applicable:

Complete instructions on the operations of all equipment, including control settings, switch positions,

timer operation, and starting and stopping sequences

Complete instructions regarding maintenance of all equipment including periods and frequencies of all

inspections, lubrications and filter replacements, type of lubricants required; and exact description of

performance of such maintenance and full description of inspections and corrections on a step-by-step

basis

Complete nomenclature of all replaceable parts, their part numbers, and the name and address of the

nearest vendor

Copies of all guarantees and warranties issued for system components, showing all expiration dates

Copies of test and balancing reports made on the equipment installed



13.3.14.3 Submittal And Review

One unbound copy of each Operations and Maintenance Manual shall be submitted not less than 120 Days

before Final Acceptance. Comments shall be incorporated, and three copies of each volume in final form

shall be submitted to the Port. The final submittal shall be made not less than 25 Days before projected

Final Acceptance of the Contract. Approval of the Operations and Maintenance Manuals and completing

the training shall be a prerequisite to Final Acceptance of the Work.

13.3.15 Main Span Bridge

13.3.15.1 Design Criteria

The Design-Builder shall comply with the requirements of Exhibit 2-13-A (Design Criteria) and the

following:

The new Main Span Bridge shall be a three-span cable-stayed bridge. The center span shall measure at

least 1,000 feet between tower centerlines and span the Back Channel. The center of the 1,000-foot span

shall be at ―A‖ Line (Ocean Boulevard) Station 298+55.

A clear distance of at least 5 feet shall be provided between the existing Gerald Desmond Bridge (Bridge

No. 53C-0065) and the Main Span Bridge.

A lightning protection system shall be provided. All exposed metallic objects on the bridge, including

structural steel, stay cable anchorages, poles, luminaires, handrails, fencing, handhole covers, pedestals,

conduits and supports shall be bonded to a bare steel collector cable. All terminations and splices shall be

made by exothermic welding, except connections to handrails may be bolted using compression lugs.

Bar reinforcement in barrier railings, towers from bottom of pile cap to top of tower, and end bents from

bottom of pile cap to 20 feet above mean highest high water elevation shall conform to Standard Special

Provision 52-650. The bar reinforcement of the structural deck shall be epoxy coated (green) in

conformance with the Standard Specifications.

Fiber-reinforced polymer reinforcing is not allowed as a replacement to steel reinforcing.

An enclosed drainage system shall be used. Drain pipes shall be placed inside of substructure units. The

Design-Builder shall provide cleanouts as required for future maintenance.

Substructure Pile Cap

Top of pile caps shall be a minimum of 2 feet below finished grade elevation.

Foundations shall be deep foundations, such as piling, drilled shafts or caissons.

Substructure Tower/Bent

For the purposes of defining substructure requirements the following definitions shall apply:

Tower – The element or elements that support either side of the center span of the Main Span Bridge.

End Bent – The elements or columns supporting the respective end span of the Main Span Bridge.

Column – The element or system of shafts that make up bents that support superstructures.

Shaft – Elements connected together to make up a Column or Tower

Towers shall be vertically plumb on either side of the Back Channel to support the Main Span Bridge.

Above-deck tower configurations shall not extend in the transverse direction to stationing outside vertical

lines located at the back face of the median barriers.

End bents shall consist of two columns.

Towers may consist of identical twin vertical shafts and end bent columns, where each column consists of

two identical twin vertical shafts. The shafts shall be connected with seismic energy dissipation elements that

cause the twin shafts to act as lateral force resisting frames. If the Design-Builder elects this option, the



seismic energy dissipation elements shall be used in all substructure units in the Main Span Bridge. Should

the Design-Builder elect to use a twin-shaft approach for towers and end bent columns, the Design-Builder

shall:

Be responsible for meeting the requirements of seismic energy dissipation elements including the design,

fabrication, testing, and installation.

Tower Shafts shall be connected with horizontal diaphragms above the stay cable anchorage zone, below

the stay cable anchorage zone, and at the deck level. The stay cable anchorage zone is defined as the zone

along a tower that contains all stay cable anchorages.

Stay cable anchorages in one tower shaft shall be connected to the opposite stay cable anchorage in the

opposite tower shaft by elements that transfer the tension forces from one anchorage to the other.

End bent column shafts shall be connected at the top with a horizontal diaphragm.

Landings shall be placed in tower shafts at seismic energy dissipation elements, tension elements between

stay cable anchorages, and diaphragms, as well as at access entrance points.

Landings shall be placed in end bent column shafts at seismic energy dissipation elements and diaphragm

as well as at access entrance points.

Outrigger style bents will not be allowed.

Superstructure General

Under all service load combinations, the bridge superstructure shall provide the required vertical and

horizontal navigational clearances.

Long term effects of concrete creep and shrinkage shall be accounted for to ensure required vertical

clearances and residual cambers are maintained for the design service life of the bridges.

Inserts or other hardware shall be shown on the plans and provided in the bridge deck for all anticipated

structural connections to Utilities, drainage, and other facilities. Drilling into the bridge superstructure is not

allowed.

Stay Cable System

Stay cables shall meet the requirements of Exhibit 2-13-D (Stay Cable System).

The superstructure shall be supported by a stay-cable system anchored to the edge girders and the towers.

Stay cables and anchorages shall be symmetric about the towers and shall be supplied by VSL, Freysinett,

DSI, or Approved equal.

The stay connections to the edge girders shall be located outside the edge girders. The stays shall be

adjustable for length throughout the design service life of the bridge. Anchorages must not penetrate the

vertical clearance envelope for vehicles, pedestrians, or bikes at any point in the design service life of the

bridge.

Location of future stay cable maintenance and provisions for future stay cable adjustment shall be located at

the deck end of each stay.

Framing

The superstructure shall consist of transverse floor beams, longitudinal edge girders, and longitudinal steel

stringers between floor beams.

Floor beams shall be variable-depth steel-plate I girders.



Edge girders shall be steel box girders with an inclined outside web. The depth of edge girders shall be

constant, except within 35 feet from the end span bearings, where the depth may increase linearly, but not be

greater than the depth of the Approach Bridge superstructure.

No elements or portions of elements of the bridge or systems attached to the bridge shall project below the

bottom of the edge girders, except the floor beams, maintenance traveler, maintenance traveler support rails

and elements such as navigation lighting.

Deck

The deck shall be concrete or steel orthotropic deck.

If the Design-Builder elects to use a concrete deck, the physical properties of the concrete in the deck shall

be the same throughout the deck, including closure pours and pours over edge girders. Concrete decks shall

be reinforced or prestressed lightweight concrete (LWC) deck panels. Deck panels shall be precast and post-

tensioned together longitudinally. Joints between precast elements shall be completed with closure pours at

the floor beams and stringers. Concrete deck panels shall be overlaid with a 2-inch polyester concrete

wearing surface per the Caltrans Standard Special Provisions.

If a steel orthotropic deck is used, the Design-Builder shall provide a deck with waterproofing membrane and

asphalt overlay that can both be replaced in the future.

The surface of the Class I bikeways shall be finished to meet Department standards for bridge decks,

including smoothness/rideability and surface friction. If precast deck panels are used, the Class I bikeway

shall be overlaid with a 2-inch polyester concrete wearing surface per the Caltrans Standard Special

Provisions.

Barrier or Railing

Concrete barrier Type 736 shall be used to separate roadway shoulders from the towers and the stay cables.

The back face of this barrier at the towers shall be vertical. Barrier shall be modified as required for the

Project.

Bridge railing or barrier shall not be used in determining capacity.

13.3.15.2 Foundation

The Design-Builder shall comply with Exhibit 2-13-A (Design Criteria).

13.3.15.3 Seismic Design


13.3.15.4 Maintenance Design

Maintenance elements shall be accounted for in the design and provided for and installed as part of the

Project and be fit for use prior to Substantial Completion. The Design-Builder shall prepare a Main Span

Bridge Maintenance Concept Plan that includes the following:

13.3.15.4.1Maintenance Traveler

Access to the bridge for maintenance and inspection shall be provided by a pneumatic trolley, motor-driven,

traveler system meeting the following requirements:

The traveler shall be capable of accessing the full underside of the bridge from end bent to end bent.

The traveler system shall provide one electric or pneumatic-driven scissor lift with a platform at least 4

feet by 6 feet. The traveler system shall allow the scissor lift to traverse from one side of the bridge to the

other on a rail system. The scissor lift shall have a minimum safe working load of 1,000 pounds.



The traveler shall extend past the outside of the edge girder a sufficient distance to allow the scissor lift to

rise to the top of the edge girder.

The traveler must be able to move past the towers without undue delay or reconfiguration.

Traveler elements shall function as a system, and the Design-Builder shall provide training to the Port on

proper use of the system.

The traveler shall have a 5-foot horizontal clear width.

The walking surface of the traveler shall be between 4 feet and 6 feet from low structural steel.

The pneumatic trolley motor(s) shall have a double brake system for each motor.

Lines for wastewater, potable water, compressed air, electrical, and communications shall be accessible

from the maintenance traveler. Access points shall not exceed 100-foot spacing and be no further than

every other floor beam, if applicable. Potable water lines shall consist of hot-dip galvanized steel pipe.

Hose connections shall include an industrial grade, angle pattern globe valve or ball valve. For the potable

water connection, the valve shut off shall be the claw type (similar to the air hose connection). All pipes

shall be clearly marked.

The traveler platform shall be provided with a sealed/waterproof floor with a sump and sump pump for

discharging wastewater into a drain pipe. The drain pipe shall allow gravity flow into a water clarifier and

then discharge into city sewer lines.

The traveler system shall be able to be stored at either end bent. When stored, the traveler system shall be

secured from moving and have accommodations for securing loose or movable elements.

The connection of the traveler system to the superstructure shall be redundant (i.e., if support was lost at

one connection, the traveler shall remain stable).

The traveler shall be engineered and certified as man-rated and designed specifically for maintenance,

inspection, and painting operations.

13.3.15.4.2 Maintenance Walkways

A continuous catwalk system shall be provided near the center of the bridge from end bent to end bent.

The catwalk shall have a horizontal clear width of at least 3 feet and vertical clearance of at least 5 feet to the

underside of bridge elements, not including the floor beam.

Openings in the floor beams shall accommodate the required horizontal catwalk clearance and have at least a

4-foot vertical clearance.

One column in each end bent shall provide access to the catwalk and the traveler.

13.3.15.4.3 Maintenance Access and Openings

A door shall be provided at the base of each hollow end bent column or tower to gain access inside the

column and shall coincide with the lowest level of travel of the elevator, if an elevator is present.

Doors shall be weatherproof, steel, tamper-proof, and lockable. The Design-Builder shall determine the

locking scheme for each door so it can be locked and opened under the locked condition from the appropriate

side.

Lower door thresholds shall be between 25 feet and 35 feet above finished grade. Each door shall have a

landing on the inside of the column or tower if the column or tower is hollow.

Doors shall have a clear opening of at least 2 feet wide by 4 feet tall.

Access openings are not allowed in towers near deck level or in the deck.

Access shall be provided in the top of each tower.

Hatches shall be weatherproof, and include a spring-assisted hinged cover that either helps lift the cover or

helps resist the cover from falling, depending on the horizontal location and application. The Design-Builder

shall determine the locking scheme for each hatch so it can be locked and opened under the locked condition

from the appropriate side.



A minimum of five access hatches shall be spaced evenly along the edge girder from end bent to end bent.

Hatches shall be placed on the floor beam side of the edge girder. Each access hatch cover shall have an

overall ventilation opening at least 1 square foot.

The Design-Builder shall account for removal of an injured worker in the design of maintenance access.

Hooks shall be provided at the top of each tower and end bent column for boatswain chairs to access the

exterior surfaces of the tower or end bent column.

Access shall be provided to bearings at the top of end bent columns.

If a tower or end bent column is comprised of one or more shafts, the Design-Builder shall provide access

from the top of all Shafts that make up a tower or end bent to the elevator of that tower or end bent.

13.3.15.4.4 Maintenance Ladders

Ladders shall be provided inside hollow towers or end bent columns from top of footing to top of tower or

column void. Landings shall be provided per the Standards and/or at locations of elements that will require

future inspection. Ladders shall connect landings together.

Ladder support elements shall be galvanized steel, but grating may be fiber-reinforced polymer.

13.3.15.4.5 Maintenance Equipment and Housing

Hoists

Electric or pneumatic hoists shall be provided at the top of each tower with a minimum safe working load of

1,000 pounds. The hoist shall be able to access the top extents of the tower, the outside faces of the tower

from the bridge deck to the top of the tower, and inside the tower from the top of the elevator to the top of the

tower. Hoists shall also be accessible by maintenance workers. Hoists shall be able to access and remove and

replace seismic devices.

Elevator

One elevator that allows accommodations to carry three people and a minimum safe working load of 1,000

pounds shall be provided at each tower and one column of each end bent. If a tower or end bent column is

comprised of one or more shafts, the Design-Builder shall provide one elevator per tower or end bent in one

of the shafts. Elevators shall allow for travel from the lowest landing area or access door up to the bottom of

the stay-cable anchorage zone in the towers or top of void in the end bent columns. Elevators shall be located

inside the tower and capable of stopping at each landing.

Air Compressor

Compressed air lines shall be provided along the Main Span Bridge. The compressed air lines shall be

accessible from the maintenance traveler system, with fixtures at every other floor beam, minimum, along

the length of the bridge.

An electric-driven air compressor with associated air tanks shall be provided at the base of each tower. The

air compressors shall have a minimum output of 800 cfm and a maximum of 1,200 cfm at any given point on

the bridge to operate the traveler platform and other pneumatic equipment used for maintenance.

Minimum compressed air pressure at any point on the main span bridge shall be 120 psi. The air line shall be

equipped with ¾-inch crow foot fittings and ball valve.

Each compressor shall be remote-controlled from the Maintenance Facility defined in Section 24.

Water Pump

The Design-Builder shall provide a water pump that capable of supplying a minimum pressure of 120 psi at

any given point on the bridge.



Air Dryer

The Design-Builder shall provide an electrical coil air dryer.

Water Clarifier

The Design-Builder shall provide a water clarifier at each end bent for maintenance, painting, and cleaning

operations. The Design-Builder shall size the clarifier for how much water is required to contain for future

maintenance activities and shall submit the method for sizing the clarifier in the Main Span Bridge

Maintenance Concept Plan. The maximum size the Port will require is 5,000 gallons. Clarifier piping system

shall be connected to the sewer system.

Housing

A permanent concrete block building with minimum dimensions of 20 feet x 30 feet shall be provided at or

near the base of each tower to house the air compressor, air storage tank, water pump, and air-dryer.

The block building shall accommodate 24/7 use, with interior lighting, electrical outlets on each wall,

electrical power for specific equipment needs and water and air piping systems.

The building shall provide sufficient room for servicing equipment, with a roll-up door for equipment

removal. Building locations and size shall be shown in the Main Span Bridge Maintenance Concept Plan.

The Design-Builder is responsible for the associated permits.

13.3.15.4.6 Maintenance Lighting

Electrical outlets shall be spaced a maximum of 100 feet within tower and end bent columns.

13.3.15.4.7 Maintenance General

The Design-Builder shall include elements from the Approved Main Span Bridge Maintenance Concept Plan

in the final design of the Project.

The Design-Builder shall provide background data or designs, as applicable, with the Main Span Bridge

Maintenance Concept Plan showing the components proposed meet the requirements of the Contract

Documents.

13.3.16 Approach Bridges

13.3.16.1 Design Criteria

The Design-Builder shall comply with the requirements of Exhibit 2-13-A (Design Criteria) and the

following:

A clear distance of at least 5 feet shall be maintained between existing bridges and the Approach Bridges.

Horizontal and vertical clearance requirements shall be met for existing and proposed railroads.

Long-term effects of concrete creep and shrinkage shall be accounted for to ensure required vertical

clearances and residual cambers are maintained for the design service life of the bridges.

A lightning protection system shall be provided. All exposed metallic objects on the bridge, including

poles, luminaires, handrails, hand hole covers, pedestals, conduits, and supports shall be bonded to a bare

steel collector cable. All terminations and splices shall be made by exothermic welding, except that

connections to handrails may be bolted using compression lugs.

No elements of the bridge or systems attached to the bridge shall encroach on the required vertical and

horizontal clearances.

Bar reinforcement in barrier railings shall conform to Standard Special Provision 52-650. Bents and

abutments from bottom of pile cap or shallow foundation to 20 feet above mean highest high water

elevation shall conform to Standard Special Provision 52-650.



Fiber-reinforced polymer reinforcing is not allowed as a replacement to steel reinforcing.

An enclosed drainage system shall be used. Drain pipes shall be placed inside substructure units.

Cleanouts shall be provided as required for future maintenance.

Substructure Pile Cap

Top of footings shall be a minimum of 2 feet below finished grade elevation.

Foundations shall be deep foundations, such as piling, drilled shafts, or caissons.

Substructure Column/Bent

Substructure columns shall be integral with the superstructure. Bent caps that project below the

superstructure soffit are not allowed.

The maximum number of columns per bent location (includes both directions of Ocean Boulevard traffic)

shall be as follows:

For bent locations in the area from ―A‖ Line (Ocean Boulevard) Station 269+50 to the west end of the

Main Span Bridge, the maximum number of columns per bent location is two.

For bent locations in the area from the east end of the Main Span Bridge to Station 320+00 along ―B‖

Line (EB Ocean Boulevard to NB SR 710) or ―C‖ Line (SB SR 710 to WB Ocean Boulevard), the

maximum number of columns per bent location is two.

The number of columns for other bent locations shall be determined by the Design-Builder.

Under all service load combinations, the bridge superstructure shall provide the required vertical and

horizontal clearances.

Integral-type abutments are not allowed on the Project.

Seat-type abutments shall not be supported on MSE embankments or walls.

Outrigger style bents will not be allowed.

Superstructure General

Inserts or other hardware shall be shown on the plans and provided in the bridge deck for all anticipated

structural connections to Utilities, drainage, and other facilities. Drilling into the bridge superstructure is not

allowed.

Framing

Superstructure shall consist of closed concrete or steel box girder construction. No open girder superstructure

systems will be allowed. Open girder superstructure systems include steel plate girders, concrete I-girders,

and other structural systems that do not have a closed structural soffit between load-carrying superstructure

elements.

Precast concrete superstructure segments, if used, shall be match cast.

Deck

A deck shall be provided that allows for the complete future removal and replacement of bridge barrier(s).

A polyester concrete wearing surface with a minimum thickness of 2 inches shall be applied to the full width

of the bridge deck between barriers per the Caltrans Standard Special Provisions.

The surface of Class I bikeways shall be finished to meet Department standards for a bridge deck, including

smoothness/rideability and surface friction. If precast deck panels are used, the Class I bikeway shall be

overlaid with a 2-inch polyester concrete wearing surface per the Caltrans Standard Special Provisions.



Barrier or Railing

Concrete barrier Type 736 shall be used along bridge fascias when no Class I bikeway is present. Barrier

shall be modified as required for the Project.

Bridge railing or barrier shall not be used in determining capacity.

13.3.16.2 Foundation


13.3.16.3 Seismic Design


13.3.16.4 Maintenance Design

Maintenance elements shall be accounted for in the design and provided as part of the Project. The Design-

Builder shall submit an Approach Bridge Maintenance Concept Plan that includes the following:

13.3.16.4.1 Maintenance Access and Openings

If bent columns are hollow, a door shall be provided at the base of each column.

Doors shall be weatherproof, steel, tamper-proof, and lockable.

The Design-Builder shall determine the locking scheme for each door so it can be locked and opened under

the locked condition from the appropriate sides.

Door thresholds shall be between 25 feet and 35 feet above finished grade. Each door shall have a landing on

the inside of the hollow column.

Doors shall have a clear opening of at least 2 feet wide by 4 feet tall.

One soffit access hatch shall be provided in each superstructure span. Multi-cell superstructures shall provide

access openings through interior box girder webs to allow maintenance staff access to all cells of the

superstructure.

Soffit access hatches shall be weatherproof and provided with a spring-assisted hinged cover that either helps

lift the cover or helps resist the cover from falling, depending on the horizontal location and application.

Soffit hatches located within 50 feet of finished grade shall be lockable. The Design-Builder shall determine

the locking scheme for each soffit access hatch so it can be locked and opened under the locked condition

from the appropriate sides.

13.3.16.4.2 Maintenance Ladders

If bent columns are hollow, ladders shall be provided inside hollow columns from the top of footing of each

bent column to the top of the column void.

Landings shall be provided and ladders shall connect landings together.

Ladder elements shall be galvanized steel but grating can be fiber-reinforced polymer.

13.3.16.4.3 Maintenance Equipment

Hoists shall be provided inside hollow superstructures with a minimum safe working load of 1,000 pounds.

Hoists are required at soffit access hatches only and shall be able to raise or lower items through the soffit

access hatches.

Hooks shall be provided inside each hollow bent column at the top of the tower for boatswain chairs for

access to the interior surfaces of the tower.

13.3.16.4.4 Maintenance Lighting

Hangers or hooks to support future portable maintenance lighting shall be installed in the ceiling of each

hollow superstructure cell. Hangers or hooks shall be spaced a minimum of 100 feet along the length of a

span but not further than 50 feet from the end of a span. An electrical outlet shall be provided at each future

portable maintenance lighting support.



Electrical outlets shall be spaced a maximum of 100 feet within hollow bent columns.

13.3.16.4.5 Maintenance General

The Design-Builder shall include elements from the Approved Approach Bridge Maintenance Concept Plan

in the final design of the Project.

The Design-Builder shall provide background data or designs, as applicable, with the Approach Bridge

Maintenance Concept Plan submittal showing the components proposed meets the requirements of the

Contract Documents.

13.3.17 Permanent Retaining Walls

The Design-Builder shall determine the location(s) and types of retaining walls needed on the Project.

. The design builder shall provide walls that met the requirements of the Load and Resistance Factor Design

(LRFD) methods and not rely on design related information in the Standard Plans, which do not reflect

LRFD design methodology. The Design-Builder shall, however, follow requirements of the Standard Plans

as they relate to non-design related items such as drainage materials and sizes or earthwork criteria.

When proprietary or alternate wall systems are used, the Design-Builder shall provide site specifics to the

wall provider. Site specifics include, at a minimum: profiles, wall heights, loading conditions (e.g., dead

loads, live loads), results of foundation investigations, water conditions, all Utilities (in-place, proposed, and

future), site restrictions, expected wall cross section, and desirable wall face treatments. The Design-Builder

shall obtain Approval of any proprietary or alternate wall systems.

The selected wall type design including shape, layout pattern, surface treatment and color shall relate

aesthetically to the overall bridge architecture including both the Main Span Bridge and the Approach

Bridges. The Design-Builder shall provide an Architectural Element Report for the proposed designs that

includes retaining wall system, surface treatment and color(s).

The Design-Builder shall identify non-standard special wall types during the type selection process and

provide non-standard specifications as part of the type selection documents. For wall types currently not

included in the Caltrans Standard Specifications or Standard Special Provisions, the Design-Builder shall

submit a non-standard specification to the Port for review and Acceptance with the applicable Released For

Construction Documentation.

Base leveling pads of concrete, crushed stone, or other manufacturer-recommended material shall be

installed for proprietary or alternate wall systems, when required.

Drainage for overland flow shall be provided at the top of retaining wall systems. Drainage shall also be

provided within the wall system at the bottom rear of the backfill or reinforced fill zone and at the bottom

rear of the front face or leveling pad of the wall.

When steps in the horizontal alignment of a wall are proposed, the Design-Builder shall provide steps that

face away from traffic. Points of inflection in the horizontal alignment of retaining walls with the wall face

angling toward or away from traffic are acceptable.

The Design-Builder shall provide traffic barriers in front of retaining walls when the wall faces are within the

clear zone area of a roadway. When guardrail is used, the Design-Builder shall provide enough distance

between the guardrail and wall to absorb the deflection resulting from vehicular collision with the guardrail.

When the end of a wall is exposed to approaching traffic within the clear zone area, it shall be considered a

fixed object, and the Design-Builder shall provide either a guardrail or crash cushion as protection.

The Design-Builder shall provide traffic barriers on top of retaining walls under any of the following

conditions:



The wall is within the roadway clear zone.

The wall is within 10 feet of the edge of roadway.

The wall constitutes a hazard to vehicles due to design speed, traffic volume, roadway geometrics, or any

other applicable factors.

The wall is outside the roadway clear zone but a car leaving the road at an angle up to 25 degrees would

have no obstruction to driving over the top of the wall.

The Design-Builder shall meet the following requirements for soldier pile retaining walls:

Corrosion protection shall be designed and constructed to provide the required design service life.

Allowable horizontal deflection at the top of the wall shall not exceed 0.5 percent of the wall height.

Wall facings shall be cast-in-place concrete.

Minimum wall thickness shall be 6 inches.

Bar reinforcement in walls from bottom of pile cap or shallow foundation to 20 feet above mean highest

high water elevation shall conform to Standard Special Provision 52-650.

Provide a list of companies who will be performing the construction work and their experience with the

construction of these wall types.

Address the issue of larger steel sections and sacrificial steel for the soldier pile.

Timber used for temporary lagging shall not be treated.

All pre-drilled pile shafts in soldier pile walls shall be encased in concrete.

Corrosion protection shall be required for any soil anchors. Anchors shall be fully encapsulated with a

non-corrosive material.

13.3.17.1 Retaining Wall Types Restricted from Use

The following permanent retaining wall types are not allowed on this Project:

Steel sheet pile or timber piles

Soil nail walls that function as bridge abutments

Mechanically stabilized earth (MSE) walls that support bridge abutments

Soldier pile walls that function as bridge abutments

Any other wall type currently not pre-approved by the Department and not included in the Standards

Wall types shall not be inter-mixed when the inter-mixing will produce interruptions in the architectural

treatment facing.

13.3.18 Utilities

13.3.18.1 General Utility Requirements

The Design-Builder shall coordinate the details of Utility installation on the bridges. The Design-Builder

shall provide the following, as required by the individual Utility:

Concrete encased longitudinal conduit duct banks.

Concrete encased or exposed galvanized steel longitudinal and transverse conduits for systems and

Utilities on the bridge for aesthetic and roadway lighting or other Utilities.

Vaults, manholes and hand holes for systems and Utilities.

Blockouts through structural elements (abutments, crossbeams, floor beams, etc.)

Anchorages (e.g., structural inserts) for systems and Utilities attachments.

Accommodate for thermal movements and seismic displacements (longitudinal and transverse)



The Design-Builder shall provide new rigid steel conduits as indicated in Table 13-1. Conduits shall follow

the horizontal and vertical alignment of the bridges. Allowance shall be provided to account for deflection

from time of installation, including potential bearing replacement. Expansion shall be provided for on all

conduit and pipe runs.

Where conduit passes through a structural element, the conduit shall pass through a polyvinylchloride pipe

sleeve block-out installed in the parapet wall at each abutment and extend 1 foot beyond the abutment. The

polyvinylchloride pipe sleeve shall have a diameter 2 inches larger than that of the conduit. All openings

around Utility installations shall be sealed to prevent water and debris from entering the structural

components and conduit.

Table 13-1: Bridge Conduit/Piping Requirements

No. of

Conduits

Conduit Diameter

(Inches) Location Purpose

Note 1 Note 1 Note 1 Roadway Lighting

Note 1 Note 1 Note 1 Aesthetic Lighting

Note 1 Note 1 Note 1 USCG

1 2 Length of bridges along

northern edge Future Port use

1 2 Length of bridges along

southern edge Future Port use

2 4 Length of bridges Port/Department Fiber Optic

1 4 Length of bridges Port Fiber Optic

2 2 Length of bridges Port/Department power

service

To be

determined To be determined To be determined Verizon telecommunications

To be

determined To be determined To be determined SCE

Note 1) The Design-Builder shall determine what is required per the appropriate standard for the purpose

stated.

13.3.18.2 Other Utility Requirements

For the Main Span Bridge, the Design-Builder shall locate all Utility facilities either in barrier or above the

low superstructure elevation inside of the edge girders unless noted otherwise in Table 13.1.

The Design-Builder may place conduits in a duct bank on the bridge deck between the tower and back of

median barrier.

The Design-Builder shall locate all Utility facilities in the Approach Bridges in barrier or inside the closed

box girder unless noted otherwise in Table 13.1.

The Design-Builder shall locate platforms, ladders, cabinets, etc used to access Utilities in areas out of public

view. In addition, the color of these items shall match the color of their surroundings.



The strength of beams or girders shall not be reduced by drilling. Field welding on structures is not

permitted. All supports shall be of a non-rusting material.

The Design-Builder shall clearly mark each Utility facility at each vault, manhole or handhole location with

the Utility owner’s name and the type of facility. In addition, the Design-Builder shall identify individual

conduits or conduit bundles with the Utility owner’s name and the type of facility a minimum of every 100

feet long the conduits(s). A conduit bundle containing one Utility owner’s facility need only be labeled once

if it is clear the bundled conduits belong to the Utility owner identified.

The Design-Builder shall not locate Utilities within a minimum of two times the height of an adjacent

retaining wall unless the retaining wall is founded on deep foundations. The Design-Builder shall evaluate

structural adequacy when the immediate site conditions are changed after Final Acceptance due to work on a

Utility that is in place at the time of Final Acceptance.

High voltage electrical conduits and pipes containing fluids or gases shall not be placed in bridge barrier rails

or cast into concrete.

13.3.18.3 Water Lines

The water piping system shall conform to the requirements of NSF 61, Drinking Water System Components –

Health Effects, sections 1 through 9, for potable water piping and components. The water piping system shall

have a minimum working pressure rating of 80 psig. The pipe fitting shall be hot-dipped galvanized steel,

welded and seamless wall pipe, Schedule 40, conforming to the requirements of ASTM A53Grade B.

Flanges shall be 125 pound galvanized steel conforming to the requirements of ASME B 16.5 with flange

gasket material, and ASME B 16.21.Steel piping expansion joints shall be compound, galvanized, steel

fittings with telescoping body and slip –pipe section, including packing rings, packing, limit rods, chrome-

plated finish on slip-pipe sections and flange ends. Welded joint shall have a shop applied hot dipped

galvanizing.

Piping systems shall be located in areas out of public view if at all possible but the system shall be accessible

to the users of the system.

13.3.19 Anti-Graffiti Coating

The Design-Builder shall provide an anti-graffiti coating to the following items:

Main Span Bridge and Approach Bridge substructure units and retaining walls from 1 foot below ground

to 40 feet above ground

Main Span Bridge towers from the elevation of the deck to 40 feet above the deck

Stay cable guide pipes

Concrete barriers

The anti-graffiti coating shall be selected from the Departments Prequalified Products List for Graffiti

Removal and Preventative Products list. Extra solution to treat five percent of the total surface area treated

shall be provided to the Port to address graffiti in the future. The Design-Builder shall train Port and/or

Department maintenance staff on the use of the product and method to remove graffiti. Coatings that require

re-application after initial removal of graffiti are not allowed.

13.3.20 Strong Motion Sensors Instrumentation

The Design-Builder shall provide instrumentation on the bridges to record accelerations from strong ground

motions per Exhibit 2-13-G (Strong Motion Monitoring System Requirements). The bridges shall be

designed and constructed to accommodate motion sensors and accessories.



13.3.21 As-Built Requirements

The Design-Builder shall submit As-Built models to the Port for the Main Span Bridge and portions of the

Approach Bridges required to be analyzed for seismic nonlinear time-history. These seismic nonlinear time-

history models shall be representative of the Project bridges in the as-built condition as defined by As-Built

Documents. Submitted information shall include all input, output and auxiliary files.

13.3.22 Submitting of Models

For bridges that require seismic nonlinear time-history design, the Design-Builder shall provide the Port an

ADINA model for each bridge. The Design-Builder has the option of ADINA software being used for the

design or the independent check. If changes to the bridge occur during construction that require an update to

the model the ADINA model that is submitted to the Port shall include these changes.

13.3.23 Class I Bikeway Barrier

Class I bikeway barriers shall relate aesthetically to the overall bridge architecture including the Main Span

Bridge and Approach Bridges. The Design-Builder shall provide an Architectural Element Report for the

proposed designs that includes the proposed barrier and railing designs. Below are the requirements for the

different general barrier sections that are expected on the Project:

Typical Section 1 – Approach Bridges over non-secure property. The additional width required for the

Class I bikeway shall be achieved by widening the concrete box section with web reinforcement as

needed. Provide minimum 54-inch-high railing on both sides of the Class I bikeway. For traffic side of

bikeway, railing shall be attached to non-traffic side of Type 736 barrier. For non-traffic side of pathway

deck mounted railing to be 54-inch-high. Railing shall meet the safety requirements of AASHTO LRFD

Bridge Design Specifications, 4th Edition, with California Amendments. The barrier mounted and deck

mounted railings shall be architecturally identical except for the mounting details. The opening on

protective fencing fabric shall be a maximum of 2 inches.

Typical Section 2 – Approach Bridges over secure property. Where the proposed Class I bikeway passes

over Port secure areas between zero feet high to twenty feet high, provide an 8’ high barrier on either

side of the Class I bikeway. For traffic side of bikeway, railing shall be attached to non-traffic side of

Type 736 barrier. For non-traffic side of pathway deck mounted railing to be 8’ high. Railing shall meet

the safety requirements of AASHTO LRFD Bridge Design Specifications, 4th Edition, with California

Amendments. The barrier mounted and deck mounted railings shall be architecturally identical except

for the mounting details. The opening on protective fencing fabric shall be a maximum of 2 inches.

Typical Section 3 – Main Span Bridge. Provide minimum 54-inch high railing on both sides of Class I

bikeway. For both sides of bikeway, deck mounted railing to be 54-inch high and meet the safety

requirements of AASHTO LRFD Bridge Design Specifications, 4th Edition, with California

Amendments. The opening on protective fencing fabric shall be a maximum of 2 inches. Brackets

supporting pathway shall be designed to be an integral architectural composition with the main span edge

girder or superstructure element.

13.4 Construction Requirements

13.4.1 Bracing

Temporary wind bracing shall be required during placement and construction of structural steel in the field.

13.4.2 Surface Finishes

All concrete surfaces shall receive a surface finish in accordance with the Caltrans Standard Specifications

for Construction. All steel surfaces shall be finished following the Department’s standard painting

specifications found in the Caltrans Standard Specifications for Construction, and the Caltrans Standard

Special Provisions for particular bridge elements. Finish colors shall be selected during the Visual Quality

Management Process outlined in Section 15.



The Design-Builder shall coat steel in the shop per Exhibit 2-13-E.

13.4.3 Permanent Retaining Wall Structures

Overall tolerances shall be within 1/2 inch in 10 feet. The total settlement of the foundation shall not exceed

1 inch.

The Design-Builder shall provide subcut, backfill, and compaction in accordance with the foundation

recommendations.

The Design-Builder shall not use salvaged bituminous material or crushed concrete in the backfill.

For all retaining walls, total settlement and overall tolerances shall be based on site-specific requirements

determined by the geotechnical engineer.

13.4.4 Bridge Decks

Deck construction of bridges shall comply with the Standard Specifications. A permanent point shall be

marked on the concrete barrier on the exterior edges of bridges at the locations of columns or bents, and at

the mid spans and each abutment. Locations of these points with their as-built elevations shall be shown on

the As-Built Documents.

Use deck construction joints as shown in the RFC drawings and following industry standards.

Drilling into bridge decks is not allowed.

Remove all temporary attachments and repair damaged areas to the satisfaction of the Port.

Miscellaneous metals for construction shall be galvanized and protected against stray current. Miscellaneous

metal attachments shall not be visibly exposed on the surface of the bridge.

13.4.5 Temporary Structures

Construct temporary walls, access bridges, cofferdams, formwork, falsework, environmental containment,

shoring, protection of existing utilities, protection and shoring of existing structures, cranes, form travelers

and any other temporary structures needed to perform the Work. Protect existing property and remove all

temporary structures prior to Final Acceptance unless noted elsewhere in the Contract Documents.

No adjustment of temporary structure grades, elevations or changes to any vertical or lateral component of

the temporary structure is allowed without the approval of, and in the presence of, the Design-Builder’s

Registered Professional Engineer.

Temporary structures shall not be adjusted, erected or removed over live traffic. Erection shall include all

adjustments or removal of temporary structure components prior to concrete placement that contribute to the

horizontal stability of the temporary structure system. Removal shall include lowering temporary structures,

blowing sand from sand jacks, turning screws on screw jacks, and removing wedges.

Temporary structures over sidewalk or pedestrian walkways shall provide lighting, handrails and overhead

cover with a width of not less than 5 feet and extending 10 feet beyond the edges of deck.

Temporary structure openings over highways and local streets shall provide a minimum width to allow for

the number of traffic lanes which must be maintained. Temporary structure openings over freeways shall

meet permanent standards for minimum vertical clearance. Vertical clearance over local streets shall be in

compliance with the requirements of the Standards or the local agency.

Temporary structures adjacent to traffic shall be protected by Approved barriers.

13.4.6 Structure Demolition

A civil/structure Professional Engineer registered in the State of California must be present on site during

demolition operations.



The Design-Builder shall stop work at locations where tests of samples from the locations determine that

existing material is contaminated with asbestos until the contaminated material is removed safely.

13.4.7 General Concrete Requirements

The Design-Builder shall meet the requirements on the Standards and applicable laws and rules pertaining to

concrete sources of supply, aggregates and associated mining operations.

The Design-Builder is responsible for controlling concrete curing heat of hydration.

13.4.8 Bridge Element Products

Bridge bearings improperly installed shall be adjusted or replaced at the discretion of the Port. Use temporary

bearings as needed. For products and equipment where manufacturer will specify a conditional requirement

that they shall provide installation oversight in order for the warranty to be valid and binding, the Design-

Builder shall allow the manufacturer to provide installation oversight to have the warranties binding.

13.4.9 Navigation and Aircraft Warning

The Design-Builder shall provide US Coast Guard- and FAA-approved navigation lighting systems on

temporary and permanent structures per the applicable Standard. The systems shall be suitable for a marine

environment.

At a minimum, all housings shall be constructed of non-corrosive material and mounting brackets shall be

hot-dip galvanized steel with stainless steel hardware complete with all required accessories.

13.4.10 Protection

Construct the Main Span Bridge and Approach Bridges with appropriate protection for workers and the

public safety, including river users and aviation requirements. Install temporary protection as required by

industry standards when not explicitly stated in the Contract Documents.

The Design-Builder shall acknowledge that due to the condition of the existing bridges there is a potential for

elements or portions of elements, such as pieces of deck concrete, to fall from the existing structures. The

Design-Builder is advised to take appropriate action.

13.4.11 Water Lines

The Design-Builder shall not enclose, cover or put into operation any water piping until it is inspected. The

Design-Builder shall notify the Port for inspection of piping at least 24 hours before concealing or closing-in

after roughing in and before setting fixtures. If the Port inspects the piping and determines that piping will

not pass testing or inspection, the Design-Builder shall make the required corrections and notify the Port for

re-inspection.

The Design-Builder shall test for leaks and defects in the piping and prepare Pressure Testing Reports that

shall be submitted at the completion of the test. Pressure Testing Reports shall include the following, at a

minimum:

How the pressure was held to the static test level and where was the source of the static pressure

Document the static pressure test level

Any required corrective action, location and what the corrective action will be and when it will be

completed.

If testing is performed in segments, the Design-Builder shall include a diagram showing the portion of the

piping tested.

The Design-Builder shall cap and subject the piping to static water pressure of 50 psig above working

pressure, without exceeding the pressure rating of the piping system materials; isolate the test source; and

allow to stand for four hours. Leaks and loss in test pressure constitute defects that must be repaired. The



Design-Builder shall repair leaks and defects with new material and retest the piping or portion thereof until

satisfactory results are obtained.

The Design-Builder shall clean the piping system. Purging and disinfecting procedures shall conform to the

requirements of AWWA C651 or AWWA C652. The interior of the water piping shall be cleaned and debris

removed as Work progresses.

13.4.12 Equipment Use

Any operation that involves using X-rays or radiation-emitting equipment shall be reviewed and Approved

by the Port and the US Department of Homeland Security. The equipment usage schedule shall be

coordinated with the Port and the US Department of Homeland Security.

13.5 Deliverables

Unless otherwise indicated, all deliverables shall be submitted in both electronic format and hardcopy

format. Acceptable electronic formats include Microsoft Word, Microsoft Excel, or Adobe Acrobat (.PDF)

files, unless otherwise indicated. Drawings shall be submitted electronically in original MicroStation format

and in Adobe Acrobat (.PDF). At a minimum, the Design-Builder shall submit the following to the Port:

Deliverable

For

Acceptance

or

Approval

Number of Copies

Submittal Schedule Reference

Section Hardcopy Electronic

Bridge or Structure

Numbers and Names Acceptance 2 1 (PDF) Acceptance prior to

RFC documents 13.3.1

Concept Design

Submittal Approval 2 1 (PDF)

Approval prior to

Intermediate Design

Submittal

13.3.2

Updated General Plan

Submittal and

Distribution

Acceptance 2 1 (PDF) Approval prior to


Wind Tunnel Test

Report Approval 2 1 (PDF)

Approval prior to

submittal of the Wind

Engineering Study

Report

13.3.9

Wind Engineering

Study Report Approval 2 1 (PDF) Approval prior to


Bridge Load Rating

Report Acceptance 2 1 (PDF) Acceptance prior to

construction 13.3.10

Bridge Load Rating

Manual Approval 2

1 (PDF) &

native

format of

software

Approval prior to

Final Acceptance 13.3.10

Corrosion Protection

Plan Approval 2 1 (PDF) Approval prior to




Deliverable For

Acceptance

or

Approval

Number of Copies Submittal Schedule Reference

Section

As-Built Corrosion

Protection Report Acceptance 2 1 (PDF) Acceptance prior to


Erection Manual Acceptance 2 1 (PDF)

Acceptance two

weeks prior to

construction

13.3.13

Operations and

Maintenance Manual Approval See Section 13.3.14

Main Span Bridge

Maintenance Concept

Plan Approval 2 1 (PDF)

Submitted with

Structure Type

Selection submittal

13.3.15

Approach Bridge

Maintenance Concept


Submitted with

Structure Type

Selection submittal

13.3.16

Architectural Element

Report

Review and

Comment –

(CQAT);

Approval –

Port

2 1 (PDF) Prior to commencing

with final design

13.3.17

and

13.3.22

As-Built Models Acceptance N/A In native

format

Acceptance prior to


Pressure Testing

Reports Approval 2 1 (PDF)

Approval prior to

enclosing piping or

Substantial

Completion

13.4.11

Energy Dissipating

Shear Link Testing

Protocol

Approval 2 1 (PDF) Approval prior to

commencing testing

Exhibit

2-13-A

Energy Dissipating

Shear Link Test

Report

Acceptance 2 1 (PDF) Acceptance prior to

production fabrication

Exhibit

2-13-A

Stay Cable Quality

Control Program Approval 2 1 (PDF)

Approval prior to

procuring any stay

cable materials

Exhibit 2-

13-D

Stay Cable Wind, Rain

Vibration and

Pedestrian Comfort

Study Report

Approval 2 1 (PDF)

Approval prior to

procuring vibration

dampers and RFC

documents.

Exhibit 2-

13-D



Deliverable For

Acceptance

or

Approval

Number of Copies Submittal Schedule Reference

Section

Cable Damping

Evaluation Report Acceptance 2 1 (PDF)

Within two weeks of

installation of a

dampening system or

portions thereof

Exhibit 2-

13-D

Testing Reports Acceptance 2 1 (PDF) Within two weeks of

completing each test

Exhibit 2-

13-D

Stay Cable Handling

Recommendations Acceptance 2 1 (PDF)

Provide to the Port at

the same time as

provided to the

Design-Builder

Exhibit 2-

13-D

Proposed Cable Stay

Schedule Acceptance 2 1 (PDF)

Acceptance prior to

testing cables

Exhibit 2-

13-D

Stay Cable Installation

Records Acceptance 2 1 (PDF)

Within twenty-four

(24) hours of

completing each cable

stressing operation

Exhibit 2-

13-D

Painting Quality Work


Prior to performing

any painting or paint

removal

Exhibit 2-

13-E

ATVA Report Approval 2 1 (PDF) Prior to commencing

with final design

Exhibit 2-

13-F

ATVA Participant

Nominations Approval 2 1 (PDF)

Prior to commencing

with Work on the

ATVA Report

Exhibit 2-

13-F

ATVA Disclosure and

Certification form Approval 2 1 (PDF)

With ATVA

Participant

Nominations

Exhibit 2-

13-F

ATVA Live Scan

application Approval 2 1 (PDF)

With ATVA

Participant

Nominations

Exhibit 2-

13-F

ATVA Confidentiality

Agreement Approval 2 1 (PDF)

With ATVA

Participant

Nominations

Exhibit 2-

13-F

ATVA Information

Protocol Approval 2 1 (PDF)

Prior to commencing

work on ATVA

Exhibit 2-

13-F

Strong-Motion

Monitoring Product

List

Approval 2 1 (PDF) Prior to completing

final design

Exhibit 2-

13-G


EXHIBIT 2-13-A

Design Criteria

This exhibit is provided as an electronic file.


EXHIBIT 2-13-B

Wind Climate Data



EXHIBIT 2-13-C

Technical Advisory Panel Charter and Review Process



EXHIBIT 2-13-D

Stay Cable Systems



EXHIBIT 2-13-E

Painting



EXHIBIT 2-13-F

Accident and Terrorist Vulnerability Assessment (ATVA) Requirements



EXHIBIT 2-13-G

Strong-Motion Monitoring System Requirements



EXHIBIT 2-13-H

ATVA Disclosure and Certification form



EXHIBIT 2-13-I

ATVA Live Scan application



EXHIBIT 2-13-J

ATVA Confidentiality Agreement

(To be provided when finalized)


GDB-Book2-Section13

Documents

bridge structures

bridge superstructure

cable design

design of cable

highway bridge fabrication

bridge welding code

structures guidelines

span structures