retaining structures manual

RETAINING STRUCTURES MANUAL

OREGON DEPARTMENT OF TRANSPORTATION

MARCH 1998

Oregon DOT Retaining Structures ManualMarch 1998

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TABLE OF CONTENTS

INTRODUCTION

Preface

Record of Revisions

Revising the Manual

SECTION 1: RETAINING STRUCTURES PROGRAM POLICY

1.1 Background / Purpose1.2 Objectives1.3 Responsibilities

1.3.1 Vendor1.3.2 ODOT

1.4 Design Requirements1.5 Review Procedure for Retaining Wall Materials, Products or Systems1.6 Proprietary / Non-Proprietary Product Agreement1.7 Product Documentation1.8 ODOT Contract Document Preparation

1.8.1 Contract Plans1.8.2 Contract Specifications

1.9 Material Specification Requirements1.10 Proprietor Prepared Working Drawings and Design CalculationsAppendix A - Submittal Requirements for Retaining Wall Materials, Products or SystemsAppendix B - ODOT Retaining Structures Product Data sheets

Section 1 AppendixA1.1 Background / PurposeA1.3 Responsibilities & Task Relationship DiagramA1.5 Review Procedure for Retaining Wall Materials, Products or Systems


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SECTION 2: DESIGNER GUIDELINES

2.1 General Design Guidance2.1.1 References2.1.2 Design Responsibilities

2.12.1 Stability2.1.2.2 Appurtenances

2.1.3 Retaining Structure Materials, General2.1.4 Non-Critical vs. Critical Retaining Structure [Applications]2.1.5 Seismic Loads2.1.6 Retaining Wall vs. Slope

2.2 Contract Document Preparation2.2.1 Contract Plans2.2.2 Contract Specifications

2.2.2.1 General2.2.2.2 Selection of Acceptable Retaining Walls for Contract Specifications

2.2.2.2.1 Aesthetic Considerations2.2.2.3 Measurement and Payment

2.3 Assignment of “Bridge” Numbers2.4 Correspondence At Advance Plans2.5 Working Drawing and Design Calculation Review Requirements2.6 “As Constructed” Plan Requirements

Section 2 AppendixA2.1.1 ReferencesA2.1.2.1 Design Responsibility - StabilityA2.1.4 Non-Critical vs. Critical Retaining Structure [Applications]A2.2.1 Contract Document Preparation - Contract PlansA2.2.2.3 Measurement and PaymentA2.4 Correspondence At Advance PlansA2.5 Working Drawing and Design Calculation Review Requirements

Section 2 CommentaryC2.1.4 Non-Critical vs. Critical Retaining Structure [Applications]C2.1.5 Seismic LoadsC2.2.1 Contract Document Preparation - Contract PlansC2.2.2.1 Contract Document Preparation - Construction Specification - GeneralC2.2.2.3 Contract Document Preparation - Construction Specification - Measurement and PaymentC2.3 Assignment of “Bridge” NumbersC2.5 Working Drawing Review Requirements - Specific to MSE Retaining Walls


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SECTION 3: DESIGN AND DETAILING PRACTICES

3.1 Retaining Structure Types3.2 General Design Practices

3.2.1 Height3.2.2 Embedment3.2.3 Batter3.2.4 Contraction/Expansion Joints3.2.5 Shrinkage and Temperature Steel Reinforcement for Concrete3.2.6 Excavation3.2.7 Backfill

3.2.7.1 Granular Wall Backfill3.2.7.2 MSE Granular Backfill

3.2.8 Earth Pressure3.2.9 Drainage

3.2.10 Utilities3.2.11 Concrete Barriers

3.3 General Notes And Design Requirements3.4 Rigid Gravity and Semi-Gravity Retaining Structures

3.4.1 ODOT Standard Cast-In-Place Concrete Gravity Retaining Wall3.4.2 ODOT Standard Cast-In-Place Reinforced Concrete Semi-gravity (Cantilever) Retaining Wall3.4.3 ODOT Standard Masonry Semi-Gravity (Cantilever) Retaining Wall

3.5 MSE Retaining Structures3.5.1 Geotextile Retaining Walls

3.5.1.1 General3.5.1.2 Facings3.5.1.3 Geotextile Material Properties3.5.1.4 Appurtenances3.5.1.5 Construction Specifications

3.5.2 Leveling Pads3.5.3 Soil Reinforcements3.5.4 Coping3.5.5 Seismic Design3.5.6 Bridge Abutments on MSE Retaining Walls3.5.7 Exposure to Deleterious Deicers3.5.8 MSE Retaining Wall Details

3.6 Prefabricated Modular Retaining Structures3.6.1 Gabion Retaining Walls

3.6.1.1 Corrosion Protection3.6.1.2 Gabion Retaining Wall Details

3.6.2 Conventional Segmental Retaining Walls3.6.3 ODOT designs using Lock-Block� Retaining Wall Product


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Section 3 AppendixA3.2.3 BatterA3.2.5 Shrinkage and Temperature Steel Reinforcement for ConcreteA3.2.11 Concrete BarriersA3.3 General Notes and Design RequirementsA3.5.8 MSE Retaining Wall DetailsA3.6.1.2 Gabion Retaining Wall Details

Section 3 CommentaryC3.1 Retaining Structure TypesC3.2.1 HeightC3.2.3 BatterC3.2.7.2 MSE Granular BackfillC3.4.2 ODOT Standard Cast-In-Place Reinforced Concrete Semi-Gravity (Cantilever) Retaining

WallC3.5.6 Bridge Abutments on MSE Retaining Walls

SECTION 4: ODOT STATUS OF RETAINING STRUCTURES PRODUCTS

4.1 General4.2 Product Table

4.2.1 Status4.2.2 Proprietorship

4.3 Index Tabs

Section 4 Appendix

APPENDIX A - RETAINING WALL COST CHARTS - 1995

Oregon DOT Retaining Structures ManualSeptember 2000

INTRO-1

INTRODUCTION

PREFACE

This manual has been prepared as a guide for ODOT personnel involved with the review, recommendation,selection, and design of retaining structures.

Every effort has been made to make this manual informative, comprehensive, and accurate. However, it isnot a legal document and there is no substitute for sound engineering judgment.

Numeric values in this manual are provided in English units.

The Retaining Structures Coordinator is responsible for keeping this manual updated. Manual users areencouraged to submit comments, corrections, and proposals for new or revised materials. Manual users arerequired to provide updated information to the Retaining Structures Coordinator regarding changes of nameaddress, telephone number, etc. Failure to do so will result in the manual user not receiving future updates.

Any comments or questions about this manual should be directed to:

Retaining Structures CoordinatorOregon Department of TransportationTechnical Services - Geo/Hydro Section355 Capitol Street N.E., Room 301Salem, OR 97301-3871Ph: (503) 986-4200


INTRO-2

RECORD OF REVISIONS

Revision/ RevisionUpdate # Date Description by

1 6-16-87 Retaining Wall Review & Acceptance Procedures GAP:JS:GRT

2 1-18-90 Retaining Wall Review & Acceptance Procedures JLS

3 7-6-90 Retaining Wall Review & Acceptance Procedures JLS

4 1-2-91 Retaining Wall Review & Acceptance Procedures w/FHWA comments included

JLS

5 3-4-91 Acceptance Criteria for Retaining Wall Systems w/ TJScomments included

GRT

6 1-20-93 Retaining Structures Office Practice SDL

7 11-3-93 Retaining Structures Office Practice Update SDL

8 10-3-94 Retaining Structures Manual (RSM): Sections 1 & 4 SDL

9 1-96 RSM Update: Sections 2 & 3, Revise Section 1 SDL

10 1-97 RSM Update: Metric, Revise for Non-Proprietary Products SDL

11 2-97 RSM Revision: Section 2 - revise measurement andpayment definition

SDL

12 3-98 RSM Update: All Sections SDL

13 9-00 RSM Update: All Sections LDB


INTRO-3

REVISING THE MANUAL

Discuss your suggestion for revising or making additions to this Retaining Structures Manual with your TeamSupervisor and the Retaining Structures Coordinator. If it is agreed the item should be proposed, yoursupervisor will assign you or another person to develop a written proposal or ask an in-house committee todevelop it.

Development of the written proposal, review and approval or disapproval and implementation shall beaccording to the instructions for revising the Bridge Office Practice Manual provided in the Bridge OfficePractice Manual Introduction.

Please note that as of August 1995 the Retaining Structures Coordinator is responsible for maintenance ofand revisions to the Retaining Structures Manual. Eventually, it is anticipated that maintenance of andrevisions to the manual will be handled jointly by the Retaining Structures Coordinator and the BridgeEngineering Office Practice Coordinator.


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SECTION 1: RETAINING STRUCTURE PROGRAM POLICY

Section Contents:1.1 Background / Purpose1.2 Objectives1.3 Responsibilities

1.3.1 Vendor1.3.2 ODOT

1.4 Design Requirements1.5 Review Procedure for Retaining Wall Materials, Products or Systems1.6 Proprietary / Non-Proprietary Product Agreement1.7 Product Documentation1.8 ODOT Contract Document Preparation

1.8.1 Contract Plans1.8.2 Contract Specifications

1.9 Material Specification Requirements1.10 Proprietor Prepared Working Drawings and Design CalculationsAppendix A - Submittal Requirements for Retaining Wall Materials, Products or SystemsAppendix B - ODOT Retaining Structures Product Data sheets

1.1 Background / Purpose

Like most other DOT’s across the nation, ODOT has constructed ‘many-a-mile’ of cast-in-place reinforcedconcrete semi-gravity cantilever retaining walls. This was due, in part, to retaining walls being consideredminor or incidental structures lending themselves to standard designs. As the years passed andconstruction costs steadily rose industrious individuals began seeking ways to reduce retaining walls costs. These individuals typically patented their product or some part of the product and began what is todayknown as the ‘vendor’ or ‘proprietary’ retaining wall.

As the proprietors work became more and more accepted FHWA recognized possible cost savingsassociated with the use of proprietary retaining walls over the typical cast-in-place retaining wall. FHWAsought a way to incorporate these walls into DOT designs and began the first review and acceptanceprocedures for allowing alternate (proprietary) retaining wall designs on federal-aid projects. FHWA alsodeveloped guidelines for contract document preparation using a ‘generic wall plan’ approach (i.e.,conceptual plans). Following FHWA’s guidance ODOT experienced a period of “experimental projects”,plan review, and inclusion of proprietary wall plans in the contract documents until this method of contractplan preparation became unmanageable.

In 1987 FHWA geotechnical engineers were no longer able to provide technical review and approval ofdesign and construction procedures for proprietary retaining walls. FHWA still advocated the use ofproprietary retaining walls and their policy was, and still is, that acceptance of any proprietary retaining wallfor federally funded projects be based on a formal state adopted review and acceptance procedure. FHWArecommends that proprietary retaining walls should only be approved for use following a rigorousengineering evaluation by state structural, geotechnical, and material engineers.1

Failure of an ODOT retaining wall in the Siskiyou Mountains in Southwest Oregon2 prompted ODOTmanagement to delegate responsibility for evaluating all retaining wall locations where the height of the wallis greater than a concrete shoulder barrier and performing retaining structure foundation designs to theBridge Foundation Unit3. This responsibility was temporarily transferred to the Geotechnical Group4, butlater resumed by the Bridge (Engineering) Foundation Unit5. Also noted in an ODOT Interoffice Memo


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dated July 21, 1989 was that the Bridge (Engineering) Section was in the process of developing a policy forthe acceptance of new and proprietary retaining walls in conjunction with the New Products Committee. Note that the proprietary retaining wall acceptance policy was Point 9 of a 10-Point FHWA ImprovementPlan for the ODOT Geogroup6 (FHWA defined the ODOT Geogroup as the Engineering ServicesGeotechnical Services Unit; the Bridge Engineering Foundations Unit; and the Region Geology Units).

In 1989 the Bridge Foundation Unit initiated a formal "Review and Acceptance Procedure." This procedureis continually being updated and is currently being supported by both foundation and structural engineers inthe Geo-Hydro and Bridge Engineering Sections.

Currently, FHWA has two categories of projects; exempt (from FHWA review) and non-exempt (from FHWAreview). All projects are exempt except those over one-million dollars on the NHS System (i.e., local agencyprojects are exempt). All responsibility for appropriate use of design standards and wise use of federaldollars was delegated to ODOT (except for specific items like The Davis Bacon Act, etc.).

FHWA prefers that local and state projects meet state standards and review procedures, however, this isnot a mandate. The ODOT Retaining Structures Program (i.e., ODOT’s formal state review procedure fornew retaining walls) is one of these review procedures. FHWA may elect not to participate (i.e., fund)retaining walls constructed that have not been reviewed according to this formal state procedure. Newretaining walls may be included without undergoing a formal state review procedure provided they are inaccordance with current FHWA “Experimental Features” policies. Therefore, the formal state reviewprocedure can be considered an alternate to the FHWA “Experimental Features” program.7

1.2 Objectives

1. Promote safe and cost-effective retaining wall designs, 2. Establish statewide uniform design criteria, 3. Promote cost-effective and efficient ODOT contract document preparation, 4. Establish standard policies and procedures for the technical review and approval or rejection of

retaining wall materials, products and systems, 5. Delineate responsibility within ODOT for the review and approval or rejection of retaining wall materials,

products and systems, 6. Use new retaining wall technology and products, 7. Promote uniform review and specification of proprietary retaining walls, 8. Promote competitive bidding between acceptable retaining walls, and 9. Delineate responsibility between ODOT and proprietors for the preparation and/or review of contract

documents, designs, and working drawings, and providing for construction support.


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1.3 Responsibilities

1.3.1 Vendor

The Vendor is responsible for:� the product (materials)� product expertise� final design of proprietary products� supplying the product� construction support (the Contractor for construction practices, ODOT for inspection)

1.3.2 ODOT

ODOT is responsible for:� product review (preapproval)� product selection for specific projects� conceptual and/or preliminary design� contract plans and specifications� product acceptance� construction inspection� product maintenance

1.4 Design Requirements

All retaining structures shall be designed according to the current AASHTO ASD/LFD design specificationssupplemented and modified according to current AASHTO Interim Specifications and pertinent data in theODOT Retaining Structures Manual.

Designs according to AASHTO LRFD design specifications supplemented and modified according toAASHTO Interim Specifications and pertinent data in the ODOT Retaining Structures Manual is acceptable,but not mandatory at this time.

1.5 Review Procedure for Retaining Wall Materials, Products and Systems

Retaining wall materials, products and systems (hereafter referred to as ‘products’) used in permanentapplications1 shall be approved by ODOT prior to inclusion in the contract special provisions (i.e., pre-approved).

Retaining wall products shall be reviewed by ODOT and, based on the results of the review and theproducts use and/or performance history in the Department, assigned one of the following status’:used in permanent applications1

APPROVED:

-- Prequalified Product has been reviewed, is commonly used and is acceptable according toODOT Conditions of Use.


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-- Conditional Product has been reviewed, has been used on a limited basis and is acceptableaccording to ODOT Conditions of Use. Additional information may be requiredbefore including in ODOT special provisions. Obtain Retaining StructuresCoordinator approval before including in ODOT special provisions.

-- Experimental Product has been reviewed; has not been used, is being used for the first time or isbeing used in an unusual or innovative application (analogous to FHWA"Experimental Feature" projects) and is acceptable according to ODOT Conditionsof Use. Construction of product will require performance documentation. ObtainRetaining Structures Coordinator approval before including in ODOT specialprovisions.

REJECTED Product has been reviewed and is not acceptable for use.

SUSPENDED Product is not acceptable. Approval revoked. Vendor may elect to address thecomments relating to the suspension and submit data for ODOT review. A newstatus (not necessarily the status held prior to suspension) will be assigned uponcompletion of the review.

EVALUATION Product is not acceptable. Product data has been submitted by vendor and isavailable for review by an ODOT Review Group.

KNOWN Product is not acceptable. Product is known to ODOT, however, vendor has notsubmitted data for review.

DISCONTINUED Product is not acceptable. Vendor has identified product as no longer available.

The review process consists of a detailed technical evaluation of the theory, design, materials,constructibility, and performance history of the proposed retaining wall product(s) by an appointed ODOTReview Group consisting of a foundation, structural, and materials engineer.

Approval of a retaining wall product is based on a vendor’s:

� valid and practical design theory, � past construction experience and performance, and � capability to adequately supply materials and documentation, � competency and construction support of past projects. Also, approval is based on the information provided by the vendor on a given date. ANY DESIGNCHANGES OR MODIFICATIONS MADE AFTER THE REVIEW DATE SHALL BE SUBMITTED AS SOONAS POSSIBLE FOR REVIEW. Approval is subject to change depending on ODOT design requirementchanges, product design changes or other modifications made after the review date. Written notification of ODOT's approval or rejection, with comments, will be provided by the ODOT BridgeEngineer. ODOT reserves the right to remove any product from an ODOT approved status due to vendor’s:


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� theory or design not meeting AASHTO Standard Specifications for Highway Bridges, any other ODOTrecognized document and/or the ODOT Retaining Structure Manual.

� changes to the approved products, � construction or post-construction performance, � inability to provide approved products, or � inability to support the construction of the retaining wall. When a product is removed from an ODOT approved status it will be reassigned to a status of 'Suspended'. Written notification to the vendor regarding the suspension, with comments, will be provided by the ODOTBridge Engineer. The vendor may elect to address the comments relating to the suspension and submitdata for ODOT review. A new status (not necessarily the status held prior to suspension) will be assignedupon completion of the review. Send review requests to: Oregon Department of Transportation Technical Services - Geo/Hydro Section Retaining Structures Coordinator 355 Capitol Street N.E., Room 301 Salem, OR 97301 Refer to Appendix A of this policy document for product submittal requirements. Review requests shall be accompanied by the ODOT Retaining Structures Product Data sheets, aProprietary/Non-Proprietary Product Agreement, and any other applicable agreements noted on the ProductData sheets. Refer to Appendix B of this policy document for these forms. Approval means that the retaining wall product may be considered for use on ODOT projects. APPROVALDOES NOT IMPLY THAT THE PRODUCT WILL BE SPECIFIED ON ALL PROJECTS. 1.6 Proprietary / Non-Proprietary Product Agreement The Proprietary/Non-Proprietary Product Agreement establishes the proprietorship of the product; that is,who is responsible and liable for the final design, supply and construction support of the product. It is aformal agreement, mutually agreed to by ODOT and the vendor, and signed by the vendor. The vendor’sresponse to the Proprietary/Non-Proprietary Product Agreement will be reflected in Section 4 of this manual. Refer to Appendix B of this policy document for this form. 1.7 Product Documentation All products will be documented in Section 4 of the ODOT Retaining Structures Manual. Non-Proprietary, commercially available, products with a low risk of failure will be published in theDepartments Qualified Products Listing (QPL). Brief guidance regarding the appropriate use of the productwill also be provided with reference to the ODOT Retaining Structures Manual for detailed information.


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Proprietary and higher risk Non-Proprietary products will be published in the ODOT Retaining StructuresManual. 1.8 ODOT Contract Document Preparation 1.8.1 Contract Plans ODOT contract plans may be: � A fully detailed set of plans -- showing a retaining wall composed of non-proprietary materials. � A semi-detailed set of plans -- showing a semi-detailed representation of a specific retaining wall type,

for which proprietary retaining walls will be allowed to bid. � A conceptually detailed set of plans -- showing a conceptual representation of a retaining wall that will

allow different retaining wall types, for which proprietary retaining walls will be allowed, to bid. Preparation of ODOT contract plans is dependent on the proprietorship of the retaining wall products beingconsidered. Reference Section 1.5 for the establishment of the proprietorship of a product. 1.8.2 Contract Specifications The contract specifications shall reflect the method of plan preparation. A fully detailed set of contract plansshould be accompanied by a fully detailed set of contract specifications; semi-detailed contract plans shouldbe accompanied by a set of contract specifications specific only to a particular retaining wall type; andconceptually detailed contract plans should be accompanied by a set of contract specifications general to allthe retaining wall types being allowed. The designer is encouraged to specify all applicable and approved retaining walls meeting the project’s siteconditions. For semi-detailed and conceptually detailed contract plans the designer shall provide in thecontract special provisions a list of acceptable retaining wall ‘Options’ meeting the project’s site conditions. For fully detailed contract plans the designer may allow ‘Alternates’ at his or her discretion. If ‘Alternates’are allowed, acceptable retaining walls meeting the project’s site conditions shall be listed in the contractspecial provisions. Selection of acceptable retaining walls to include in the contract special provisions should be based on sitespecific conditions such as the magnitude and direction of loading, depth to suitable foundation support,potential for earthquake loading, presence of deleterious environmental factors, proximity of physicalconstraints, tolerable differential settlement, aesthetics, and ease and cost of construction. It is the designer’s responsibility to ensure the ‘acceptable’ retaining walls are approved prior to the contract(i.e., pre-approved) according to this policy document. 1.9 Material Specification Requirements Material specifications must be compatible with ODOT Standard Specifications. It is preferred that vendorssubmit material specifications that refer to the ODOT Standard Specifications. If this is not done, ODOT willmodify the vendor’s specifications to fit ODOT's standard materials classifications. Such items will include


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concrete strength and mix design requirements, aggregate quality and gradation, AASHTO specificationdesignations, acceptance requirements and check testing requirements. It is not intended that thesemodifications be to the detriment of the vendor. The modifications are to facilitate fabrication, constructioninspection and acceptance by ODOT. Also, the modifications reflect ODOT's experience with localmaterials and suppliers. The primary structural components of any retaining structure may be subject to material quality review andtesting prior to each project. All testing will be according to ODOT's current testing methods and frequencyregardless of the manufacturer's recommendations. Likewise, material acceptance will be according toODOT's current policies as stated in the appropriate sections of the Standard Specifications or projectspecial provisions regardless of the manufacturer's recommendations. 1.10 Proprietor Prepared Working Drawings and Design Calculations The successful proprietor shall supplement the Departments prepared plans with such working drawingsand calculations meeting the requirements of the project contract plans and the Oregon StandardSpecifications for Highway Construction supplemented and modified according to the ODOT project specialprovisions. Submittal units shall correspond to the contract document units (i.e., English working drawings shall besubmitted when contract drawings are in english; metric working drawings shall be submitted when contractdrawings are in metric).


APPENDIX A Submittal Requirements for Retaining Wall Products Submittal data shall include, but not be limited to: ___ Completed Retaining Structure Product Data sheets and Attachments (includes references and supplycapabilities) ___ Product Documentation

� product brochure� product drawings� product specifications� design guide(s)� field construction manual� other DOT approvals, FHWA Experimental Features projects, ICBO Certification, etc.

___ Components, Geometry and Terminology� e.g. components, height, width, embedment, backslope, foreslope, horizontal curvature, corners,

grade considerations, jargon definitions, etc. ___ Material Specifications and Testing

� including, but not limited to, material type, testing specifications, acceptance/rejection criteria,certifications, placement procedures, tolerances

� laboratory and field testing ___ Design Theory

� e.g. history, earth pressure theory, bearing pressure theory, failure modes, design life, designmethodology and assumptions, supporting laboratory and field tests, etc.

___ Applications and Appurtenances

� practical applications with descriptions and photos or sketches� appurtenances with descriptions and details

___ Design/Analysis

� sample design calculations performed by hand (including, but not limited to, loads, factors of safety,external stability (e.g. overturning, sliding), bearing pressures, settlement, internal stability (e.g.pullout), connections, corrosion protection, appurtenances)

� sample design calculations performed by computer, if applicable (use same sample design ascalculated by hand)

___ Miscellaneous

� e.g., drainage requirements, standard details, obstruction details, construction requirements,example working drawings.


APPENDIX B

FOR ODOT USE ONLY

Index #:

FOR ODOT USE ONLY(To be completed by ODOT Retaining Structures Coordinator)

Product Status: Initials: Date:

OREGON DEPARTMENT OF TRANSPORTATION

RETAINING STRUCTURE PRODUCT DATANOTE: One product or system per Product Data sheets(sheets may be copied for other products or systems)

TRADE NAME:

COMPANY: Proprietor Supplier Manufacturer Engineering Firm

Brief description of product or components of system:

Recommended Uses:

Advantages:

Cost: typical installed cost (range) $ ft2

typical materials only cost (range) $ ft2

typical equipment only cost (range) $ ft2

typical labor only cost (range) $ ft2

Meets the requirements of the following Materials Specifications: AASHTO ASTM ODOT Other (list):

Meets the requirements of the following Design Specifications: AASHTO ODOT Other (list):

Date of product inception:Quantity constructed worldwide:Quantity constructed in Oregon (any entity):

FOR ODOT USE ONLY

Index #:

Proprietary/Non-Proprietary Product Agreement attached Yes No (Attachment A)

Non-Disclosure Statement available?: Yes No (Attachment B)If No, is an Agreement required? Yes No

Disclaimer Statement available? Yes No (Attachment C)If No, is an Agreement required? Yes No

Can Company provide a field representative at start of wall construction? Yes No

Product or Trade Name(s) of other products or systems; or variations of products or systems; designed,manufactured, supplied or supported by the named company:

PROPRIETOR: NARepresentative:Address:City: State: Zip:Phone: Fax:

ENGINEERINGFIRM:

NA

Representative:Address:City: State: Zip:Phone: Fax:

MANUFACTURER: NARepresentative:Address:City: State: Zip:Phone: Fax:

Production Capability: per(quantity) (units) (duration)

SUPPLIER: NARepresentative:Address:City: State: Zip:Phone: Fax:

Supply Capability: per(quantity) (units) (duration)

FOR ODOT USE ONLY

Index #:

REFERENCES:

Name:: Phone:Address:City: State: Zip:Description:




(Attach separate sheet for additional References)

FOR ODOT USE ONLY

Index #:

ATTACHMENT A

PROPRIETARY / NON-PROPRIETARY PRODUCT AGREEMENT

TRADE NAME:

Is the Trade Name registered? Yes No Net YetIs the product patented? Yes No Net Yet

Date patented:Date patent expired:Date patent applied for:

Check only one of the following three boxes: Category 1 The above noted product will be mutually recognized as ‘Non-Proprietary’. ODOT may

prepare in-house final designs using and specifying all or any part of the productwithout infringing upon any legal rights.

Category 2 The above noted product will be mutually recognized as ‘Proprietary’. ODOT may notprepare in-house final designs. Final designs and construction support will be providedby the named company.

Category 3 The above noted product is generally recognized as a proprietary product, however,the named company relinquishes any legal design rights and liabilities associated withthe product and allows ODOT to prepare in-house final designs. When final designsusing this product are prepared by ODOT the product will be mutually recognized as‘Non-Proprietary’.

The following box may be checked, if so elected, only if the first or third box above has been checked: Category 4 As noted above, the product has been established as ‘Non-Proprietary’, however, the

named company is capable of providing final designs and construction support andrequests ODOT consider including the Trade Name and Company as an alternate oroption to in-house designed walls. When final designs using this product are providedby the Company the product will be mutually recognized as ‘Proprietary’.

Signature: Date:Company Name:

ODOT Retaining Structures Coordinator initials: Date:

FOR ODOT USE ONLY

Index #:

Note: A copy of the company’s Non-Disclosure Statementfor this product may be substituted for this attachment.

ATTACHMENT B

NON-DISCLOSURE STATEMENT

TRADE NAME:


FOR ODOT USE ONLY

Index #:

Note: A copy of the company’s Disclaimer Statement forthis product may be substituted for this attachment.

ATTACHMENT C

DISCLAIMER STATEMENT

TRADE NAME:



1A-1

SECTION 1: APPENDIX - RETAINING STRUCTURE PROGRAM POLICY

Section Contents:A1.1 Background / PurposeA1.3 ResponsibilitiesA1.5 Review Procedure for Retaining Wall Materials, Products or Systems

A1.1 Background / Purpose

REFERENCES - (Available from the Retaining Structures Coordinator) 1 FHWA memorandum dated March 20, 1987, from Stanley Gordon, Chief, Bridge Division, to RegionalFederal Highway Administrators, regarding Geotechnical Information, Earth Retaining Structures, Reviewand Acceptance Procedures. 2 ODOT Interoffice Memo dated May 22, 1985, from E. S. Hunter, Assistant State Highway Engineer, toWalt Hart et. al., regarding Retaining Wall Foundations. 3 ODOT letter dated August 15, 1985, from Bob Pool, Location Engineer, and Walt Hart, Bridge Engineer,to Region Engineers, regarding Procedure for Subsurface Evaluations of Retaining Walls. 4 ODOT Interoffice Memo dated November 4, 1988, from Tom Lulay, Bridge Engineer, to (distribution list),regarding Geotechnical Investigations of Retaining Walls. 5 ODOT Interoffice Memo dated July 21, 1989, from Tom Lulay, Bridge Engineer, to Jack Sullivan,regarding Geotechnical Investigations of Retaining Walls. 6 FHWA report dated September 28, 1989, from Dale E. Wilken, FHWA Division Administrator, to Donald E.Forbes, State Highway Engineer, regarding ODOT Geotech Program Management Review, Final Report. 7 ODOT Discussion Memo dated February 12, 1996, between Scott Liesinger, ODOT Retaining StructuresCoordinator, and Bruce Johnson, FHWA, regarding FHWA’s current position regarding a formal state reviewprocedure (i.e., retaining structure preapproval).


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A1.3 Responsibilities

ODOT considers the retaining wall product vendor the experts of their product. Therefore ODOT reviewsvendor products for:1. conformance to AASHTO Specifications. If no AASHTO Specifications exist, then to the best accepted

design practice. (The best accepted design practice may be another regulatory specification, industryspecification, manufacturer’s specification, etc.)

2. conformance to ODOT Design Instructions (ODOT supplement to AASHTO Specifications).3. conformance to ODOT Construction Specification.

The following outlines the current Bridge Engineering Section responsibilities to approve, select,prepare contract documents and support the design of retaining structures. Responsibilitiesoutside the Bridge Engineering Section have intentionally been neglected at this time.

I. Retaining Structures Program Coordination

A. Retaining Structures Coordinator1. Maintains ODOT Retaining Structures Manual.2. Maintains ODOT Standard Specifications for Highway Construction and related special

provisions pertaining to retaining structures.3. Coordinates retaining structures approval efforts between Retaining Structures Technical

Working Group.4. Acts as liaison between location, design and construction.

II. Retaining Structures Review and Acceptance/Rejection Procedure

A. Retaining Structures Coordinator1. Receives Retaining Structures Product Data sheets and Attachments from vendor,

documents correspondence. Notes patent/proprietary status’, design requirements anddetermines extent of review.

2. Receives retaining structure submittal from vendors, documents correspondence. Determines members of Retaining Structures Technical Working Group consisting of afoundation, structural, and materials engineer; forwards for review.

3. Collects and combines evaluations from the Retaining Structures Technical Working Groupand provides comments and recommendations to Bridge Engineer. Writes formal letter tovendor for Bridge Engineer's signature.

4. Maintains documenting medium (i.e., QPL, Retaining Structures Manual).

B. Retaining Structures Technical Working Group

1. Foundation Design Engineera) Reviews geotechnical aspects of retaining structure submittal and provides formal

comments and recommendations to the Retaining Structures Coordinator.

2. Structural Design Engineera) Reviews structural aspects of retaining structure submittal and provides formal

comments and recommendations to the Retaining Structures Coordinator.

3. Materials Engineera) Reviews material aspects of retaining structure submittal and provides formal comments

and recommendations to the Retaining Structures Coordinator.


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C. State Bridge Engineer1. Signs formal letter of system approval or rejection. Sends letter to the retaining structure

vendor.2. Signs formal letter of retaining structure suspension from an approved status. Sends letter to

the retaining structure vendor. III. Retaining Structure Selection

A. Foundation Unit1. Investigate site soil conditions and make initial retaining structure type recommendations.

B. Structural Unit

1. Finalize list of acceptable approved retaining structures. IV. Retaining Structure Contract Plans and Specifications Preparation

A. Foundation Unit1. Perform global stability analysis.2. Provide foundation data for external stability analysis3. Recommend retaining structure type(s).4. Provide special notes to be included on the contract plans or in Special Provisions.5. Consult with Structural Unit as necessary.

B. Structural Unit

1. Perform external stability analysis and structural related calculations.2. Consult with Foundation Unit as necessary.3. Consult with FHWA and other agencies as necessary concerning retaining structures and

specifications.4. Prepare retaining structure contract plans.5. Prepare applicable Special Provisions.

V. Post-Award Design and Working Drawings Review

A. Structural Unit and Foundation Unit1. Review structural and geotechnical aspects of retaining structure submitted.

VI. Construction Support

A. Structural Unit and Foundation Unit1. Provide technical assistance to project construction personnel prior to or during retaining

structure construction (preconstruction meetings, construction problems, experimentalevaluation of new or unusual retaining structures).

VII. Post-Retaining Structure Construction Review

A. Retaining Structures Coordinator1. For "Experimental" and “Conditional” proprietary retaining structures, Retaining Structures

Coordinator to prepare performance evaluation with assistance from project foundationdesigner, structural designer and field personnel.

2. Monitor performance of all previously constructed retaining structures.3. Propose re-evaluation of retaining wall materials, products or systems as required.


1A-4

Task Relationship Diagram


1A-5

A1.5 Review Procedure for Retaining Wall Materials, Products or Systems

REFERENCES - (Available from the Retaining Structures Coordinator) 1 ODOT E-Mail dated April 7, 1998, between Scott Liesinger, ODOT Retaining Structures Coordinator, andBruce Johnson, FHWA, regarding FHWA’s expectation of temporary proprietary retaining walls vs.permanent proprietary retaining walls in relation to meeting the State’s review and acceptance criteria (i.e.,ODOT Retaining Structures Program)..


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SECTION 2: DESIGNER GUIDELINES

Section Contents:2.1 General Design Guidance

2.1.1 References2.1.2 Design Responsibilities

2.1.2.1 Stability2.1.2.2 Appurtenances

2.1.3 Retaining Structure Materials, General2.1.4 Non-Critical vs. Critical Retaining Structure [Applications]2.1.5 Seismic Loads2.1.6 Retaining Wall vs. Slope

2.2 Contract Document Preparation2.2.1 Contract Plans2.2.2 Contract Specifications

2.2.2.1 General2.2.2.2 Selection of Acceptable Retaining Walls for Contract Specifications

2.2.2.2.1 Aesthetic Considerations2.2.2.3 Measurement and Payment

2.3 Assignment of “Bridge” Numbers2.4 Correspondence At Advance Plans2.5 Working Drawing and Design Calculation Review Requirements2.6 “As Constructed” Plan Requirements

2.1 General Design Guidance

2.1.1 References

The current AASHTO ASD/LFD design specifications are lagging FHWA recommendations and the retainingwall industry. Therefore, supplemental material has been referenced to create ODOT supplements andmodifications to the AASHTO design specification. Due to age of publication some of the material is bettersubstantiated than others.

Refer to this section’s appendix for a list of references used by ODOT.

2.1.2 Design Responsibilities

2.1.2.1 Stability

Reference AASHTO 4.4.9 - Overall Stability:

Delete the last two sentences and substitute the following:

Where soil and rock parameters and ground water levels are based on in-situ and/or laboratorytests, the minimum factor of safety shall be 1.3 (or 1.5 where abutments are supported above aslope). Otherwise, the minimum factor of safety shall be 1.5. For applications involving retainingwalls see Section 5.2.2.3.


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For retaining walls composed of non-proprietary products the ODOT designer is responsible for all aspects ofthe design including, but not limited to, overall, external, and internal stability. Overall stability refers to aglobal slope failure. External stability includes sliding, overturning and bearing. Internal stability includesshears, moments and deflections in Rigid Gravity, Semi-Gravity and most Prefabricated Modular walls andsoil reinforcement pullout, rupture and facing connection in MSE walls.

For proprietary retaining walls the ODOT designer is responsible for the overall stability, the ultimate bearingcapacity, and the soil parameters necessary for the calculation of external stability factors of safety. Internalstability is the responsibility of the proprietor. External stability calculations are typically included in theproprietors calculations because the resulting dimensions from these calculations become the basis orstarting point for the internal stability calculations.

2.1.2.2 Appurtenances

Appurtenances for MSE retaining walls other than standard coping (i.e., traffic barrier coping or sidewalkcoping) have, on occasion, been designed by the MSE proprietor. For the most part, neither ODOT nor theMSE proprietors recommend that appurtenances other than standard coping be designed by the proprietor. ODOT prefers that the ODOT designer take responsibility for appurtenances other than standard coping andshow complete details in the retaining wall contract plans. It is recommended that the ODOT designerdiscuss the appurtenance and proposed details with the Retaining Structures Coordinator. This will ensurethe use of the most up to date details and reduce the use of out of date details possibly used in a pastcontract. Contact with proprietors may be necessary to coordinate details.

2.1.3 Retaining Structure Materials, General

A retaining structure, in its most rudimentary sense, consists of three features:1. the backfill (load)2. the structure (resistance)3. the foundation (support)

Foundation material properties are the responsibility of ODOT. Backfill material properties, acting either asretained backfill or as part of the composite structure (e.g., MSE soil reinforcements, soil anchors), may bepromoted by the vendor, however, ODOT has elected to assume control of this material (Except underspecial circumstances that would be identified on a project specific basis.). These materials may consist ofthe following: 1) in-situ native material (e.g., existing foundation material, existing retained material, soil nails),2) non-in-situ native material (e.g., select backfill, including cohesives; select granular backfill), or 3) non-in-situ non-native material (e.g., granular wall backfill, granular structure backfill, MSE granular backfill).

The properties of all in-situ native materials, assuming that no ground improvements are made, aredetermined from the exploration data and should be shown on the plans.

The properties of all non-in-situ native and non-native materials are typically controlled by an ODOT backfillspecification. Cohesive materials are not acceptable unless specifically specified in the contract documents.

Proprietary structure materials and their related features are controlled by the vendor (approved by ODOT). Non-proprietary structure materials and features are controlled by the designer of record.

Structure mateirals may consist of various materials(under development)� Traditional materials


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� concrete� masonry� steel� wood

� Modern materials� geosynthetics� modular blocks

� Non-conventional materials� asphalt emulsions as protective geotextile facing� slag as backfill� recycled asphalt grindings as backfill� used tires� glass cullet as drainage backfill

2.1.4 Non-Critical vs. Critical Retaining Structure [Applications]

The 1996 AASHTO Standard Specifications for Highway Bridges, 16th ed., Section 5 - Retaining Walls, andaccompanying supplemental Interim Specifications only differentiate between critical and non-critical[applications] in two articles:

� 5.8.6.1 - Design Life Requirements for MSE Walls - Steel Reinforcement, and

� 5.8.6.2 - Design Life Requirements for MSE Walls - Polymeric Reinforcement

Article 5.1 - General alludes to a difference simply by stating that for most applications, permanent retainingwalls should be designed for a minimum service life of 75 to 100 years.

The subject of ‘criticality’ has been discussed quite extensively by several engineers and committeemembers of the ODOT Bridge Engineering Section and members of the AASHTO T-15 Technical WorkingGroup It was agreed that the terms ‘critical’ and ‘non-critical’ refer to the ‘application’ or ‘externalenvironment’ around the retaining structure, not the retaining structure itself. Furthermore, all types ofretaining structures, not just MSE, should account for ‘critical/non-critical applications’ and that a ‘criticalapplication’ for one type of retaining structure may not be a ‘critical application’ for another type of retainingstructure.

Determining the criticality of a retaining structure application does not lend itself to a "cookbook" solution. The criticality of a retaining structure application is dependent upon site specific conditions and anticipatedfuture events and must be assessed based on sound engineering judgment. Refer to this section’s appendixfor examples of site specific conditions, possible future events and risk considerations.

From a ‘highway’ standpoint, ODOT considers the majority of retaining structures non-critical and designs fora minimum service life of 75-years. ODOT considers retaining structures supporting bridge abutments as‘critical’ retaining structure applications. Retaining structures supporting buildings, critical utilities or otherfacilities for which the consequences of poor performance or failure would be severe are generallyconsidered ‘critical’ retaining structure applications. The decision regarding whether or not these or any otherapplication not described here are critical or non-critical for a given retaining structure will be the responsibilityof the designer of record. Consultation with the designer’s manager and the Retaining StructuresCoordinator is recommended in order to obtain a broad viewpoint of the factors affecting the decision.


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For retaining structure applications designated ‘critical’ the components of the retaining structure aregenerally designed for an increased design life, increased levels of safety, and/or other increases inappropriate design data.

The retaining structure contract plans should, as a minimum, note the required design life. The projectspecial provisions should include any additional material requirements to account for an increased design life,levels of safety and/or other applicable data. Any other information applicable to an increased design life orlevels of safety should be included either on the retaining structure contract plans or in the project specialprovisions, or both.

2.1.5 Seismic Loads

ODOT policy for seismic load design for earth retaining structures is:

� Lifeline Facilities -- Facilities are to remain useable for emergency vehicles after a 500 year designevent.

� Other Facilities -- Facilities are not to catastrophically collapse during a 500 year design event.

Lifeline facility walls require specific design by the Standard Specifications for Highway Bridges, Section 5(Retaining Walls), and Division I-A Seismic Design, Sections 6 and 7, criteria for a 500 year design event. Abutment walls which provide support for a bridge also require design by these criteria.

Normal, non-abutment, non-lifeline retaining wall designs are presumed to meet the “Other Facilities”criteria without specific seismic load design.

When seismic loading and design is explicitly performed, include the following note in the contract planswith the General Notes:

Retaining wall seismic design is in accordance with {AASHTO Standard Specifications forHighway Bridges} {Division I-A, Seismic Design}. The site peak bedrock acceleration coefficient(A) is ____ g and the assumed site coefficient (S) is ____.

If the application is considered critical (e.g., some movement can not be tolerated) more extensiveanalysis may be required.


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2.1.6 Retaining Wall vs. Slope

"Is it a retaining wall or is it a slope?" This has been a topic of past discussions and will probably bedebated long into the future. The following information will attempt to explain the Retaining Wall Group'sposition and provide guidance to designers who encounter this situation on future projects.

Material placed at a slope less than or equal to its angle of repose will support itself; thus no retainingstructure is required. Materials placed at a slope greater than its angle of repose will require some type ofstructure to preclude failure.

A few references (e.g., FHWA-SA-96-071) make reference to an angle of the front face of the structure of70� from the horizontal as a division between a slope and a wall. Structures less than or equal to 70�being controlled by slope stability and analyzed using Limit Equilibrium Slope Stability Methods. Structures greater than 70� being controlled by lateral earth pressure and analyzed using Coulomb orother acceptable earth pressure theories. This is an acceptable concept provided the retained materialremains generally homogeneous and the "added structure" is in the form of, for example, MSE type soilinclusions. However, If the "added structure" is basically a barrier comprised of a different material (e.g.,rock filled gabions) that is intended to retain material then it is a retaining wall at any angle.

Shallow angle retaining structure configurations will be analyzed using the appropriate backface angleyielding a reduced lateral earth pressure. Intuitively, shallow angle retaining structures with a reducedlateral earth pressure will yield a stable wall for sliding and overturning failure modes. However, this maynot be the case for the global stability failure mode. It is imperative that a Geotechnical Engineer verify theglobal stability of retaining structures of this configuration.

2.2 Contract Document Preparation

2.2.1 Contract Plans

� Fully detailed contract plans. A fully detailed set of plans is generally a designer’s plan preparationmethod of choice. This method is typically used to detail retaining walls composed of generic,conventional, or non-patented/non-proprietary retaining wall materials or products. (This can includemore than the typical DOT cast-in-place type walls; e.g., non-proprietary gabions, cribs, bins, blocks, andMSE). This methods primary advantage is that it allows the designer to detail what he or she believes tobe the most cost-effective retaining wall for the site. This method can be used to either specify aparticular wall for a particular site or specify a particular wall yet allow proprietary ‘Alternates’. For thelatter case all specific details for the proprietary ‘Alternate’ must be provided by the proprietor in the formof working drawings (assuming the successful contractor opts for an alternate proprietary retaining wall)since the contract plans will be detailed for a specific non-proprietary retaining wall.

Note: For fully detailed contract plans using commercially available non-patented/non-proprietary products

FHWA still requires three or more product options be stated (and may be followed by ‘or approvedequal.’) to address product ‘sole source’ issues.

� Semi-detailed contract plans. A semi-detailed set of plans is generally the plan preparation method of

choice when the designer is allowing proprietary products or systems. This method is typically used tospecify several proprietary retaining walls of a specific type. Generally the project designers havedecided upon a specific wall type (e.g., MSE) and will provide enough detail in the contract plans todepict this wall type and not infringe upon any legal or patent rights. All acceptable proprietary walls inthat particular wall type are listed in the project special provisions as ‘Options’.


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� Conceptually detailed contract plans. A conceptually detailed set of plans tends to be the most difficult to

produce, award and construct. This method is typically used to specify several proprietary retaining wallsof differing types. The required coordination between the design units, lack of contract plan details andthe sometimes overwhelming number of options specified in the special provisions make this planpreparation method unattractive. The primary advantage of this plan preparation method is increasedcompetitive bidding by incorporation of several wall types (typically proprietary) into a set of plans withminimal detailing.

Refer to this section’s appendix for specific items to include on the contract plans regardless of planpreparation method discussed above.

NOTE: ELEVATIONS ALONG THE MAXIMUM BOTTOM OF WALL FOR WALLS WITHOUTFOOTINGS, MAXIMUM TOP OF FOOTING FOR WALLS WITH FOOTINGS OR MAXIMUM TOP OFLEVELING PAD ARE CRITICAL FOR DEFINING THE PAY AREA FOR BIDDING, BASING CHANGESAND PAYMENT PURPOSES. FOR FURTHER INFORMATION REFER TO SECTION 2.2.2.3.

2.2.2 Construction Specifications

2.2.2.1 General

The initial special provision package will be assembled by the structural designer. Obtain the applicableboilerplate special provisions from the file cabinet located on the second floor of the Transportation Buildingor from the Roadway Engineering Specification Writer.

Read the boilerplate special provisions and mark out specifications that do not apply to the acceptableretaining walls. Also, ADD appropriate specifications that are unique to your retaining structure and are notincluded in the boilerplate special provisions. DO NOT RE-NUMBER OR RE-LETTER ANY PART OF THESPECIAL PROVISIONS.

2.2.2.2 Selection of Acceptable Retaining Walls for Contract Specifications

Reference AASHTO 5.2.1 - Selection of Wall Type:

Add as the last paragraph:

Rigid Gravity and Semi-Gravity walls have traditionally been used for permanent retaining walls,bridge substructures and grade separations. Prefabricated Modular walls, whose elements may beproprietary, have also been used in permanent retaining wall applications. Some PrefabricatedModular walls have been used in permanent retaining wall applications for many years while otherare new to the retaining wall industry. Prefabricated Modular walls have generally not been used forbridge abutments or grade separations. Mechanically Stabilized Earth walls, whose elements maybe proprietary, are also gaining popularity in permanent retaining wall applications. MechanicallyStabilized Earth walls have also been used to support bridge abutments, however the designershould be satisfied that the performance of the retaining wall materials and the completed structurewill not produce undesirable deformations, either vertically or laterally.

The designer of record is responsible for providing the final list of acceptable retaining wall ‘Alternates’ or‘Options’ in the contract special provisions. Refer to Section 4 of this Retaining Structures Manual for currentretaining wall product approvals. Review product documentation for Limitations and Conditions of Use.


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Specify all feasible retaining walls meeting the site conditions. If the project’s conditions are outside thecurrent ODOT Limitations and Conditions of Use for a particular proprietary retaining wall of interest thedesigner should consider performing additional review (in cooperation with the Retaining StructuresCommittee) and pursue either a statewide revision of approval or a project specific approval.

For projects located within a local agency jurisdiction, MSE walls may be prohibited due to impairedaccess to utilities. Use of MSE walls should be evaluated on a case by case basis. Note: Current City ofPortland policy is not to allow MSE walls within City of Portland Right-of-Way. Therefore if the wall would belocated within City of Portland Right-of-Way do not detail and/or specify a MSE wall without writtendocumentation from the City of Portland stating otherwise.

2.2.2.2.1 Aesthetic Considerations

Retaining structure aesthetics is not so much what a retaining wall looks like itself, but what the retaining walllooks like in a given environment (also remember; “Beauty is in the eye of the beholder”).

One’s opinion of past retaining wall projects may be that aesthetics of the wall was given little consideration. Retaining walls (considered incidental structures at the time) were typically specified as cast-in-placeconcrete gravity or cantilever walls. When aesthetics was considered, it usually consisted of scoring on thefront face. Occasionally a form liner was used for walls where a specific type of appearance was desired.

Today, however, retaining structure aesthetics is becoming more of a concern. Communities are taking morenotice of their surroundings and making more recommendations. Various aesthetic treatments are availableand acceptable. ODOT currently staffs a Visual Resource Unit. This staff works with groups of local citizenswho have concerns pertaining to the aesthetics of ODOT’s projects. The retaining wall designer should workin concert with the Visual Resource Coordinator to incorporate the appropriate aesthetic features into thecontract plans. This issue should be addressed early in the selection process to alleviate potential problemslater.

2.2.2.3 Measurement and Payment

Retaining walls will be measured and paid on a defined ‘Pay Area’; the limits of which are to be shown on therespective contract plans for each retaining wall. These limits may either be incorporated in the retaining wall‘Elevation’ or shown on a separate ‘Pay Area’ diagram.

The typical boundaries of the defined ‘Pay Area’ would be the beginning and end of the retaining wall; the topof the retaining wall (label the top of wall on the retaining wall Typical Section and reference elevation labelsto these points on the Elevation); and the maximum bottom of wall elevations for walls without footings,maximum top of footing elevations for walls with footings, or maximum top of leveling pad elevations for wallswith leveling pads. Refer to this section’s appendix for examples.

Field measurement of each retaining wall will not be required. The quantity for payment will be the theoreticalarea shown in the schedule of bid items unless changes are ordered by the Engineer. If changes areordered, an adjustment to the theoretical ‘Pay Area’ will be made only for the quantity difference involved inthe ordered plan changes.

In many respects this is a lump sum measurement (since field measurement is not required) except anestimated area is included in the Bid Schedule rather than in the body of the special provision. Because ofthis and since several items have been included in the new pay item 'Retaining Wall' (e.g., excavation,shoring, backfill, wall material) it is also reasonable for the designer to include his or her quantity estimates ofthese items in the special provisions. This is similar to including quantity estimates for true lump sum items


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and alerts the contractor to the items and their respective quantities that the designer included in the areaestimate.

Use the pay item ‘Retaining Wall – Contractor’s Option’ when the list of acceptable walls at a particularlocation consists of two or more basic wall types and neither are fully detailed on the plans. That is, forexample, when the list consists of both gabion and MSE options.

2.3 Assignment of “Bridge” Numbers

All retaining walls designed in the Bridge Engineering Section or for the Bridge Engineering Section, shownon Bridge Engineering Section’s Title and Design Sheets, and filed under the Bridge Engineering Section’sinternal filing system SHALL have an identifying number assigned to them as follows:

� Each free-standing retaining wall shall be assigned an OT Number (e.g., OT12345). � Retaining walls acting as bridge abutments will have the same “Bridge” Number as assigned to the

bridge (e.g., BR12345).

OT Numbers shall be shown on the plans in the box labeled “Bridge No.” The entire number, including theOT prefix, shall be shown (e.g., Bridge No.: OT12345).

Retaining walls acting as bridge abutments (including attached wingwalls) shall be detailed in the plans forthe bridge and have included in the box labeled “Bridge No.” the same BR Number as that assigned to thebridge (e.g., Bridge No.: BR12345). (In other words, do not detail stand-alone drawings for retaining wallsacting as bridge abutments separate from the drawings for the bridge.) Note: Walls abutting and extendingfrom the ends of bridge abutment wingwalls, separated in such a manner to be free-standing, shall haveassigned to them an OT Number. The free-standing portion of the wall shall be shown as stand-alonedrawings separate from the drawings for the bridge. The appropriate drawings from each set (that is, adrawing from the plans for the bridge and a drawing from the plans for the free-standing retaining wall) shallshow by dashed line the continuation of the wall and adequately cross-reference the drawings for therespective details.

OT Numbers are obtained through the same process as BR Numbers. Make certain a Highway Name andMilepoint are provided on the retaining wall number request. Also, upon receiving the number assignmentconformation printout check that the OT prefix is included with the assigned retaining wall number.


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2.4 Correspondence At Advance Plans

Advance Plans should be sent to the proprietary retaining wall companies of the proprietary retaining wallsthat will be listed in the project special provisions. Retaining wall companies and addresses are included atthe end of the respective computerized boilerplate Advance Plans letter. After completing the required datain the body of the letter, simply check the boxes of the proprietary retaining walls that will be listed in theproject specifications. Submit the letter and checklist to the Bridge Engineering front office and theappropriate number of letters will be produced.

2.5 Working Drawing and Design Calculation Review Requirements

Working drawings shall be submitted through the project manager according to the Oregon StandardSpecification for Highway Construction and applicable project special provisions. Design calculations,construction manuals and product brochures shall also be included in the transmittal for proprietary retainingwalls. The construction manual and product brochure are primarily for the benefit of the inspector and do notrequire review or stamping. However, the reviewer may find information contained within these documentsvaluable in performing the review of the working drawings and/or design calculations. If constructionmanuals are not submitted the reviewer shall contact the company and request the manuals be submittedimmediately or the submittal will be rejected. If construction manuals are not submitted in a reasonableamount of time the submittal is to be rejected. Missing product brochures are not necessarily grounds forrejection. The purpose of a product brochure is to provide a ‘pretty picture’ of what the final product shouldlook like. This may be accomplished either by pictures in the construction manual or by the amount of timethe product has been in the construction arena. Newer products or products that the inspector may not befamiliar with may warrant this type of documentation.

Review working drawings and design calculations in accordance with the contract documents andinformation in Section 4 of this retaining structures manual.

Refer to this section’s appendix for specific items to consider reviewing.

(Review / Approval (stamping) of working drawings - Being Developed)

2.6 “As Constructed” Plan Requirements For projects allowing alternates or options include the name of the retaining wall constructed on the “AsConstructed” plans. If several walls occur on a project include the name of the retaining walls constructedand locating station for each wall. This data can be presented in either note form or in a table.


A2-1

SECTION 2: APPENDIX - DESIGNER GUIDELINES

Section Contents:A2.1.1 ReferencesA2.1.3.1 Design Responsibility - StabilityA2.1.4 Non-Critical vs. Critical Retaining Structure [Applications]A2.2.1 Contract Document Preparation - Contract PlansA2.2.2.3 Measurement and PaymentA2.4 Correspondence At Advance PlansA2.5 Working Drawing and Design Calculation Review Requirements


A2-2

A2.1 General Design Guidance

The following flowcharts the basic process for plan preparation, proprietary alternates, and cost reductionproposals.


A2-3

A2.1.1 References

References used by ODOT include:

1997� Mechanically Stabilized Earth Walls and Reinforced Soil Slopes, Design and Construction Guidelines,

FHWA Demonstration Project 82, FHWA-SA-96-071, August 1997� Corrosion/Degradation of Soil Reinforcements for Mechanically Stabilized Earth Walls and Reinforced

Soil Slopes, FHWA Demonstration Project 82, FHWA-SA-96-072, August 1997

1996� Earth Retaining Systems, Geotechnical Engineering Circular No. 2, FHWA-SA-96-038

1994� Design and Construction of Low Cost Retaining Walls, Colorado Transportation Institute, J.T.H. Wu,

1994

1993� Geosynthetic Mechanically Stabilized Earth Slopes on Firm Foundations, FHWA-SA-93-025, January

1993� ASTM Standards on Geosynthetics, ASTM Pub. Code No. (PCN): 03-435093-38, ASTM Committee D-

35 on Geosynthetics, Third Edition, 1993� Design Manual for Segmental Retaining Walls (Modular Concrete Block Retaining Wall Systems),

NCMA Pub. No. TR 127, National Concrete Masonry Association, First Edition, 1993� Soil Nailing Field Inspectors Manual, FHWA-SA-93-068

1992� Geosynthetic Research Institute Standards, Drexel University, Philadelphia PA, January 1992 [may be

ordered from GRI, contact Marylyn at (215)895-2343, $75 (1993) for current book containing 36± articles]

1990� In-Situ Soil Improvement Techniques, Task Force 27, January 1990� Reinforced Soil Structures, Volume I & II, Design and Construction Guidelines; FHWA-RD-89-043,

November 1990� Design & Performance of Earth Retaining Structures, Geotechnical Special Publication No. 25, ASCE,

1990� Durability/Corrosion of Soil Reinforced Structures, NTIS PB91-176610, (FHWA-RD-89-186), December

1990

1989� Soil Nailing for Stabilization of Highway Slopes & Excavations, FHWA-RD-89-193

1988� AASHTO Manual on Subsurface Investigation, 1988

1987� Reinforcement of Earth Slopes and Embankments, NCHRP #290, June 1987


A2-4

1982� Tiebacks, NTIS PB83-178368, (FHWA-RD-82-047), July 1982

1973� AASHTO Construction Manual for Highway Bridges and Incidental Structures, 1973

Other� Manual for the Design of Bridge Foundations, NCHRP #343� Geotechnical Instrumentation for Monitoring Field Performance, Dunnicliff� NAVFAC DM-7.1, 7.2, & 7.3� Canadian Foundation Engineering Manual, Canadian Geotechnical Society� Draft FHWA paper on MSE backfill, Victor Alias� Construction and Geotechnical Engineering Using Synthetic Fabrics, Koerner & Welsh� Geotechnical Fabrics Report, GFR� Recommendations for Prestressed Rock and Soil Anchors, Post-Tensioning Institute� Foundation Engineering Peck (textbook), Hanson, Thornburn� Foundation Engineering Handbook (textbook), Winterkorn & Fang� Foundation Analysis & Design (textbook), Bowles� Soil Mechanics (textbook), Lambe & Whitman� Geotechnical Engineering Techniques & Practices (textbook), Hunt� Designing with Geosynthetics (textbook), Koerner


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A2.1.3.1 Design Responsibilities - Stability


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A2.1.4 Non-Critical vs. Critical Retaining Structure [Applications]

Site specific conditions, possible future events and risk considerations to consider when determining retainingstructure criticality.

Site specific conditions may include:� site geology (retain a slide? retain water?)� amount of rainfall� ground-water level� height of retained material� backslope, foreslope� embedment depth� length of wall� horizontal clearance between wall and nearest traffic lane� sustained dead loads (support backslope? abutment?)� live load surcharge� foundation confidence (risk, vulnerability)� total settlement, differential settlement� global stability

Future events may include potential of or vulnerability to:� hydrostatic pressures� streamflow, scour, erosion� vehicular impact� landslide� earthquake� flame, extreme heat

The engineer must also consider� risk of loss of life� risk of loss of service� risk of loss of emergency route� impact to public� economic loss� ease of maintenance, repair


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A2.2.1 Contract Document Preparation - Contract Plans

In all cases the contract plans should include a Title Sheet and Detail Sheets as required. The Title Sheetshould include a Plan, Elevation, Typical Section(s), General Notes, and Vicinity Map.

More specifically the contract plans should include:

A wall control line (e.g., final ground line at front fact of retaining structure) described in itself (i.e., showshorizontal curve data if applicable) or is referenced to a described construction centerline,

Right-of-Way and easement limits, Existing utilities or drainage facilities that may affect the retaining structure design,

A gradeline at the wall control line including vertical curve data if applicable,

Stations at beginning and end of retaining structure and at all profile break points along the wall controlline,

Elevations at beginning and end of structure and at all profile break points along the top of the retainingstructure,

Elevations along the maximum bottom of wall for walls without footings, maximum top of footing for wallswith footings, or maximum top of leveling pad for walls with leveling pads.

At abutments, elevation of bearing pads, location of bridge seats, skew angle and all horizontal andvertical survey control data including clearances and details of abutments,

Original and proposed ground profiles in front of and behind the retaining structure,

At stream locations, extreme high water and normal water levels, geometric restraints due toenvironmental features,

Foundation data,

Location, depth and extent of any unsuitable material to be removed and replaced, Minimum embedment, Maximum/Minimum front face batter,

Magnitude, location and direction of applicable external loads:� dead load surcharge� live load surcharge� barriers (vehicle, bicycle, and/or pedestrian)� luminaire and sign supports� bridge end panels� bridge abutments

Aesthetic requirements,


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‘Pay Area’ - may either be incorporated in the ‘Elevation’ or shown as a separate diagram. Construction sequence requirements, if applicable, including traffic control, access, stage construction

sequences, and temporary shoring,

Details of applicable retaining structure appurtenances:� utilities and drainage facilities (e.g.., storm sewer pipes)� copings� barriers or rails (e.g., vehicle, bicycle, and/or pedestrian)� guardrail posts� luminaire and sign supports (including conduit locations)� fencing� bridge end panels� bridge abutments Quantity table - A quantity table is not required. These items and their respective quantities are reflected inthe schedule of bid items.


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A2.2.2.3 Contract Document Preparation - Construction Specifications - Measurement andPayment


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A2.4 Correspondence At Advance Plans

January 1, 1997

{company}{address}{city and state}

Advance Retaining Structure Plans[name of bridge] Bridge [bridge number][name of section] Section[name of highway] Highway[name of county] CountyKey [key number]

We are enclosing a reduced set of prints of Drawings [drawing numbers], which are the advance detaildrawings for this project's retaining structure(s).

We anticipate specifying the following pre-approved proprietary retaining wall(s) offered by your company:

{proprietary retaining wall name(s)}

These advance drawings will give you additional lead time to schedule your work and develop proposals forpotential contractors.

Proposals should include, but may not be limited to, such costs as providing engineering, design drawingsand calculations, and technical/construction support (i.e., providing a representative on site at the retainingwall preconstruction conference and as requested during the construction of the wall) of the proprietaryretaining wall(s).

It is planned to call for bids on this section on [bid date].

[name of manager], P.E.Structural Managing Engineer, Bridge Engineering Section

Enclosures

[your initials]:


A2-11

A2.5 Working Drawing and Design Calculation Review Requirements

Working Drawings

Verify with contract plans and/or system information. Review should include, but not be limited to:

General

� Wall control line, � Beginning and end stations of the retaining structure, � Top and bottom elevations at controlling points or planes along the retaining structure, � Horizontal and vertical geometry, � Backfill properties � Materials and material properties (including design soil properties) Note: It is imperative that the

designer compare the material list included on proprietary retaining wall submittals to the preapprovedmaterial list included in the respective ODOT Product Summary (reference Section 4 of the ODOTRetaining Structures Manual). Differences should be discussed with the Retaining StructuresCoordinator. Major discrepancies will be grounds for submittal rejection.

� Embedment (very important for contract plans that are semi-detailed or conceptually detailed), � Details, � Construction sequence, � Quantity table,

Specific to Cast-In-Place Concrete Rigid Gravity and Semi-gravity Retaining Walls � Rebar size and spacing. Specific to MSE Retaining Walls � Verify that soil reinforcement lengths conform to AASHTO Section 5.8.1. � Verify that soil reinforcement details, connections to facing elements and miscellaneous hardware are

consistent with the suppliers preapproved details. � Soil reinforcement lengths are typically the same from top to bottom of any section unless the contract

documents allow variations per a site specific design. Soil reinforcement size (thickness, diameter, etc.)shall be the same throughout any section. The cross-section of any soil reinforcement shall not varyalong its length.

� Soil reinforcement shall be detailed at all obstructions and corners.


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� Verify that panel types and thickness are consistent with suppliers standard panel details. � Special corner panels shall be used where walls or wall sections intersect with an angle of 130� or less. Specific to Gabion Retaining Walls � Basket layout, � Basket assembly method, and � Basket to basket connection method. Specific to Lock-Block� Retaining Walls � Block layout

Design Calculations

Review should include but may not be limited to:

General

� Verify externally applied loads. Check that wall has been adequately designed for seismic loads, ifapplicable.

� Review external and internal stability design calculations. Verify use of preapproved design theory,

design soil properties, and factors of safety for all modes of failure. � Check that applied bearing pressures (contact pressures) are calculated based on AASHTO Section

4.4.7 or 4.4.8 and do not exceed the ultimate bearing capacity (divided by an appropriate factor of safety)reported in the project's Foundation Report.

Specific to MSE Retaining Walls

� Check stress level in soil reinforcements and connections. � Check corrosion resistance-durability of extensible soil reinforcements (i.e., design life, galvanization,

sacrificial steel and allowable stress at end of design life).


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SECTION 2: COMMENTARY - DESIGNER GUIDELINES

Section Contents:C2.1.4 Non-Critical vs. Critical Retaining Structure [Applications]C2.1.5 Seismic LoadsC2.2.1 Contract Document Preparation - Contract PlansC2.2.2.1 Contract Document Preparation - Construction Specification - GeneralC2.2.2.3 Contract Document Preparation - Construction Specification - Measurement and PaymentC2.3 Assignment of “Bridge” NumbersC2.5 Working Drawing Review Requirements - Specific to MSE Retaining Walls

C2.1.4 Non-Critical vs. Critical Retaining Structure [Applications]

The concept of ‘criticality’ is recognized worldwide, however, the subject seems to be controversialnationwide, . Based on the review of several retaining structure publications, design manuals, and vendorinformation for many different types of retaining structures, it is believed the controversy stems from thediffering yet similar ‘basic’ applications of a retaining structure. It seems the authors of these documentsleaves the reader to determine in which ‘basic’ application they are providing guidance and, since the overlapfrom one ‘basic’ application to another may be large, it is believed the authors do not want to make thisdistinction.

To date, the best summary of the most ‘basic’ wall applications are described as follows:1. small walls, typically marketed to the homeowner,2. average walls, typically marketed to landscape contractors, and3. large walls, typically marketed to wall builders (e.g., large landscape contractors, general contractors and

excavation and road contractors for state DOT’s, municipalities, commercial and high-end residentialconstruction).

In lay terms these three types of applications tend to be more commonly referred to as:1. the ‘garden’ wall,2. the ‘landscape’ wall, and3. for transportation purposes, the ‘highway’ wall.

Each of these three basic applications can, in itself, have critical ‘functional’ applications. Basically a ‘criticalapplication’ is one in which the owner is more concerned about the effects of poor performance orconsequences of failure. Therefore, to account for these concerns, increases are typically specified in thedesign life, levels of safety, and/or other applicable data.

Also these three types of applications are, sometimes confusingly, associated with height:1. low-height --- generally 0 to 3 – 6 ft2. medium-height --- generally 3 – 6 ft to 10 - 13 ft3. tall-height --- generally > 10 - 13 ft

The height of a wall should not normally be a limiting factor but a design factor. However, it is typical tospeak of wall limitations and conditions of use by referring to wall heights. The above noted heights shouldnot be taken as limiting heights but approximate references.

ODOT is primarily interested in the third basic application; the large wall, however, there are applications inthe transportation field for the average wall.


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C2.1.5 Seismic Loads

ODOT design criteria draws on CALTRANS’ observed wall performances during seismic events. Theircast-in-place concrete semi-gravity (cantilever) and mechanically stabilized earth (MSE) retaining wallshave typically not been designed for seismic loads yet seismic performance has been good. NeitherCALTRANS nor WSDOT requires seismic load design for retaining walls except in special circumstances.

Another factor leading to the ODOT criteria is the mode of wall failure during an event. Normal failure isby wall sliding. This is the most “ductile” failure mode and prevents catastrophic collapse.

The consequences of wall sliding could include visual wall distortion, subsidence of the retained earth andsupported structures, and increased loading of adjacent structures (e.g., lateral load on abutment pilesextending through an MSE fill). When these consequences would occur and are not acceptable, the wallshould be designed to resist seismic loads.

C2.2.1 Contract Document Preparation - Contract Plans

It is recommended, when appropriate, to provide a fully detailed set of plans of the most cost-effective non-proprietary retaining wall for a given site. If appropriate, list alternate proprietary retaining walls, approvedprior to contract letting (i.e., pre-approved), meeting the project needs. Cost-Reduction (Value Engineering)proposals for other pre-approved retaining structure products or systems may or may not be allowed and willbe left to the discretion of the designer and his or her manager. The bounds of the pre-approval review (i.e.,Conditions of Use), which purpose is to base selection without further review, are outlined in Section 4.

An alternate to a fully detailed set of plans is the conceptual plan approach. A conceptual plan will show thespatial limits (or envelope) for the retaining structure. Basically, spatial limits depict the beginning, end, top,bottom, front, and back boundaries of the wall. The preparation of the conceptual plan must be acoordinated activity between the structural designer, the foundation designer, and the roadway designer. Structural, geotechnical, and geometric details must complement one another for the conceptual plan toconvey the desired end product to the bidders.

A more recommended alternative to the conceptual plan approach described above is an approach in whichthe designer determines the most cost-effective ‘type’ of retaining structure suitable for the site (say MSE)and provides plans with a level of detail between that of the conceptual plan approach and a fully detailed setof plans. The level of detail should be sufficient to describe all project related needs, however, not overlydetailed to infringe upon any legal patent rights. For this example, a list of acceptable ‘MSE’ options would beincluded in the special provisions.

If appropriate, a clause allowing Cost Reduction (Value Engineering) proposals, with project requirementsnoted, may be included to allow other pre-approved retaining structure ‘types’ (e.g., gabions, blocks, etc.) tomake proposals.


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C2.2.2.1 Contract Document Preparation - Construction Specifications - General

An attempt has been made to make the design and/or specification of retaining structures as flexible aspossible, considering such things as needs, in-house design capability, non-proprietary materials andproducts, proprietary products, size, options, design costs, structure costs, and competitive biddingstrategies.

The ODOT construction specification is primarily for Gravity type retaining structures. Standard or boilerplatelanguage does not exist at this time for Non-Gravity (Cantilevered) and Anchored type retaining structures. The designer will need to include specifications appropriate for the materials, construction, measurement andpayment of Non-Gravity and Anchored type retaining structures. Examples of this specification languagemay be found in some more recent Non-Gravity or Anchored type retaining structures projects. Review pastproject special provisions with the Foundation Designer before finalizing.

The `Description` section of the ODOT construction specification should be as independent of any particulartype of retaining structure as possible. It should be general and applicable to all types of retaining structures.

The `Materials` section, at the first level (refer to following example), should be independent of any type ofretaining structure. At the first level this section should only address the basic material. This will preventdescribing a particular type of retaining structure by its materials rather than by how it functions to resistloads. After the first level, materials may be addressed according to retaining structure type if appropriate.

Example:

00596.11 Backfill - This is the “first level” of this particular material and should be independent ofany type of retaining structure.

(a) Granular Drain Backfill Material - This is the “second level” and may be dependent uponretaining structure type.

The `Construction` section may remain dependent on the retaining structure type. For simplicity to bothconstruction and field personnel the ODOT construction specification should be presented based on thebasic retaining structure type.

The `Measurement and Payment` section should reflect the basic retaining structure types specified in the‘Construction’ section.

To understand the rationale for the pay item ‘Retaining Wall – Contractor’s Option’ one must 1) recognizethat the possibility exists that products from two or more basic wall types may be specified at a given location,and 2) recognize that pay items must be complete and representative of the work prior to the bid. Uponreview of the other standard pay items it should be apparent they all describe a specific basic wall type. When products from two or more basic wall types are specified and neither is fully detailed on the plans it isimpossible for the designer to identify which wall type will win the bid. Therefore, for the same reasoning,making it impossible to use one of the other standard pay items specific to a basic wall type.


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C2.2.2.3 Contract Document Preparation - Construction Specifications - Measurement andPayment

The decision to use a defined ‘Pay Area’ to measure and pay retaining walls was arrived at through a jointtask force consisting of ODOT and AGC representatives. This groups objectives was to create a measureand pay method that:

1. applied to all types of retaining walls, both proprietary and non-proprietary, 2. defined a representative area of the retaining wall, 3. reduced calculation and re-measure efforts, 4. provided an equitable bidding area, 5. allowed for adjustment for changes.

C2.3 Assignment of “Bridge” Numbers

To understand the rationale for assigning an identifying number to all retaining walls designed in the BridgeEngineering Section or for the Bridge Engineering Section one must be aware of the Department’s currentand future vision for the management of transportation features. Currently, free-standing retaining walls area non-managed transportation feature. That is, they are not tracked on the National Bridge Inventory (NBI)for routine inspection and maintenance purposes. This being the case, a “Bridge” Number is not required. Note, however, retaining walls acting as bridge abutments are considered an integral part of the bridge andare included in the routine inspection and maintenance of the bridge; therefore, the logic for including theirdetails with the Bridge Plans and assigning them the same number as the bridge proper.

Assuming free-standing retaining walls will not be tracked in the future, it is the vision of Departmentpersonnel associated with the management of our transportation features that these walls will be included asa feature of the Roadside Inventory - identified by Highway and Milepoint. Design would be shared withRoadway Engineering personnel. When appropriate, Bridge Engineering would provide retaining walldesigns as a service to Roadway Engineering. Free-standing retaining wall details would be shown in theRoadway portion of the contract documents on Roadway Plan Sheets. They would have assigned to themRoadway Sheet Numbers rather than Bridge Drawing Numbers. And they would be filed with the Roadwayportion of the contract plans.

BE AWARE --- THIS VISION IS DEPENDENT UPON CERTAIN OTHER TRANSPORTATION FEATURESMANAGEMENT SYSTEMS BECOMING OPERATIONAL.

In the meantime, Bridge Engineering will continue showing retaining walls on Bridge Drawings, thus requiringDrawing Numbers, thus requiring some type of identifying number primarily for internal filing purposes. However, since retaining walls are not a managed feature of the National Bridge Inventory (NBI) they will notbe assigned a BR Number, but instead be assigned an OT Number. The OT Number will meet our currentinternal filing needs and later serve as a means to search for and remove all non-managed features from ourrecords and transfer them to the Roadside Inventory.


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C2.5 Working Drawing Review Requirements - Specific to MSE Retaining Walls

As stated in the AASHTO design manual, soil reinforcement lengths should be uniform throughout the entireheight of the wall, unless substantiating evidence is presented to indicate that variation in length issatisfactory. Also, not only should variation in length be “satisfactory” it should also be reasonable and realizea cost benefit. Advantages to varying the soil reinforcement lengths include reducing cost due to amount ofmaterial both in length and section and constructing around foundation conflicts (e.g., an encroaching rockslope at the heel of the wall). However, a disadvantage to recognizing this type of cost savings in materials isthe risk that the wrong length or size of soil reinforcement will be placed in the wrong location duringconstruction. Generally, MSE walls specified with varying lengths are considered a “complex” structure,requiring a site specific design. Recognizing this guideline, ODOT does not preapprove MSE retaining wallsfor varying soil reinforcement length. A retaining structure design requiring varying soil reinforcement lengthswould require a special, site specific design, and review and approval/disapproval by the designer of record.


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SECTION 3: DESIGN AND DETAILING PRACTICES

Section Contents:3.1 Retaining Structure Types3.2 General Design Practices

3.2.1 Height3.2.2 Embedment3.2.3 Batter3.2.4 Contraction/Expansion Joints3.2.5 Shrinkage and Temperature Steel Reinforcement for Concrete3.2.6 Excavation3.2.7 Backfill

3.2.7.1 Granular Wall Backfill3.2.7.2 MSE Granular Backfill

3.2.8 Earth Pressure3.2.9 Drainage3.2.10 Utilities3.2.11 Concrete Barriers

3.3 General Notes And Design Requirements3.4 Rigid Gravity and Semi-Gravity Retaining Structures

3.4.1 ODOT Standard Cast-In-Place Concrete Gravity Retaining Wall3.4.2 ODOT Standard Cast-In-Place Reinforced Concrete Semi-gravity (Cantilever)

Retaining Wall3.4.3 ODOT Standard Masonry Semi-Gravity (Cantilever) Retaining Wall

3.5 MSE Retaining Structures3.5.1 Geotextile Retaining Walls

3.5.1.1 General3.5.1.2 Facings3.5.1.3 Geotextile Material Properties3.5.1.4 Appurtenances3.5.1.5 Construction Specifications

3.5.2 Leveling Pads3.5.3 Soil Reinforcements3.5.4 Coping3.5.5 Seismic Design3.5.6 Bridge Abutments on MSE Retaining Walls3.5.7 Exposure to Deleterious Deicers3.5.8 MSE Retaining Wall Details

3.6 Prefabricated Modular Retaining Structures3.6.1 Gabion Retaining Walls

3.6.1.1 Corrosion Protection3.6.1.2 Gabion Retaining Wall Details

3.6.2 Conventional Segmental Retaining Walls3.6.3 ODOT designs using Lock-Block� Retaining Wall Product


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3.1 Retaining Structure Types

ODOT further categorizes retaining structures according to the following classifications (or wall types):

� Gravity� Rigid Gravity, including but not limited to:

� Stone Masonry� Masonry� Unreinforced Cast-In-Place Concrete

� Semi-Gravity, including but not limited to:� Masonry� Reinforced Cast-In-Place Concrete� Cantilever

� Reinforced Cast-In-Place Concrete� Precast

� Counterfort/Buttress� Reinforced Cast-In-Place Concrete� Precast

� Mechanically Stabilized Earth (MSE)� Extensible (includes geotextiles & geogrids)� Inextensible

� Prefabricated Modular, including but not limited to:� Gabion� Bin� Crib� Conventional Segmental Retaining Wall (SRW) (modular concrete blocks)

� Non-Gravity (Cantilevered) � Anchored / Soil Nailed

3.2 General Design Practices

3.2.1 Height

Height has long been referenced as a limiting feature of retaining walls. However, for most cases, height,of and in itself, should not be a limiting feature but a design feature. It is anticipated that this reference toheight as a limiting feature stems from other more applicable limiting features which are inappropriatelyassociated to wall height.

3.2.2 Embedment

In the past, it was assumed that the top 2 ft. of soil at the toe of the wall was subject to disturbance or frostpenetration. Furthermore, the majority of walls being constructed then were cast-in-place concrete gravity orsemi-gravity (cantilever) walls. For cast-in-place concrete gravity walls this was typically interpreted to meanthe bottom of footing was to be located 2 ft. below final ground and for cast-in-place concrete semi-gravity(cantilever) walls embedment to bottom of footing was such that 2 ft. of cover occurred over the top of thefooting toe.


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This generally applies to cast-in-place walls designed today, however, more leniency is allowed to deviatefrom the 2 ft. value when justified. Refer to AASHTO design specifications for embedment requirements forother types of retaining walls

The primary benefit of wall embedment is enhanced stability. The depth of embedment is influenced by anyof the following conditions:� large settlement potential or weak bearing capacity of underlying soils� steep slopes near or below the toe of the wall� potential scour at the toe of the wall� maximum depth of seasonal soil volume change extends below the leveling pad� seismically active location

3.2.3 Batter

Cast-in-place concrete walls should be battered 14v:1h (4��) when located adjacent to roadways or in thepublic’s view. Exceptions may include matching existing walls or structure bents.

Mechanically Stabilized Earth (MSE) walls are constructed in a range of batters. Wrapped face geotextilewalls have been constructed within a range of batters from the more typical 6:1 (10��) (positive) batter tocases which use negative batter. Batter in these types of geotextile walls, for the most part, is dependentupon construction practices and the fact that the wall face will displace when removed from the temporaryconstruction forms. MSE walls using precast concrete panels are typically constructed so their final positionresults in no (negligible) batter. MSE walls using prefabricated modular block faces range in batter between3� and 15� depending on the form of the block or location of alignment/shear devices. Other prefabricatedmodular retaining wall types (e.g., gabions, bins, and cribs) are typically battered at 6:1.

See Appendix A3.2.3 for depiction of actual slopes for range of typical retaining wall batters.

3.2.4 Contraction/Expansion Joints

For cast-in-place concrete walls contraction joints may be placed at 30 ft. maximum spacing and expansionjoints at 90 ft. maximum spacing to coincide with form panel lengths that may be in multiples of 8 ft. (Refer toAASHTO Standard Specifications for Highway Bridges, Section 5.5.6.5).

3.2.5 Shrinkage and Temperature Steel Reinforcement for Concrete

Reference AASHTO 5.5.6.4 - Reinforcement:

See AASHTO 8.20.1 for shrinkage and temperature reinforcement design guidelines.


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Provide reinforcement for shrinkage and temperature stresses near exposed surfaces of concrete retainingwall components not otherwise reinforced. The area of reinforcement per surface should be at least 0.0008times the gross concrete area with a minimum of No. 3 at 14 in. centers. For cast-in-place concrete gravityretaining structures space reinforcement no farther apart than three times the wall slab thickness nor 18 in..

See Appendix for table of generally accepted bar sizes and spacings.

3.2.6 Excavation

The excavation limit behind retaining walls should generally extend 12 in. beyond the heel of spread footingsor the ends of soil reinforcements. This is to assure space to contain and construct the retaining wall and toprovide a zone of free-draining granular material to aid in dissipation of hydrostatic pressure.

3.2.7 Backfill

3.2.7.1 Granular Wall Backfill

Granular Wall Backfill meeting the gradation specified in the construction specification is primarily intendedfor use behind retaining walls or other elements in which hydrostatic pressure could occur and could bedetrimental to the design of the structure. This material may not be conducive to compaction since thegradation could yield a granular material consisting of large particles of similar size such as pea gravel. Ifcompaction of the backfill material is critical discuss possible modifications of the specification or use of adifferent material with the project Geotechnical designer.

3.2.7.2 MSE Granular Backfill

Three MSE Granular Backfill gradations are currently available. The first gradation, Class A, is intended tobe specified for MSE walls using inextensible soil reinforcements. The second gradation, Class B, isintended to be specified for MSE walls using extensible soil reinforcements. The third gradation, Class C, isintended to be specified in the spread footing foundation zone of MSE walls supporting spread footing bridgeabutments.

THE DESIGNER OF RECORD IS TO SHOW THE APPROPRIATE CLASS OF MATERIAL TO BE USEDON HIS OR HER CONTRACT PLANS. REFER TO TYPICAL SECTIONS IN APPENDIX SECTION 3.5.8.

MSE Granular Backfill meeting these gradations are intended to be a ‘free-draining’ cohesionless material,however, it is not intended to be a ‘rapid-draining’ material.

These gradations are specified to provide a well-graded, compactable material that is capable of producinghigh frictional and/or passive resistance for the soil reinforcement. It is recommended that the designerconsult with the Foundation Designer or reference the project’s Foundation Report to determine the presenceof groundwater or fluctuating water tables. If groundwater or fluctuating water tables are expected, thegradation should be modified and/or positive drainage systems included to intercept anticipated flows beforeentering the backfill. It should also be noted that these gradations normally represents a more permeablevolume than the surrounding native soils if approved for use where groundwater is anticipated.


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3.2.8 Earth Pressure

Reference AASHTO 3.20 - Earth Pressure:

3.20.1 Delete ”Rankine’s” and substitute “Coulomb’s.”

3.20.4 Delete “no live load surcharge need be considered” and substitute “the pressure shall haveadded to it a live load surcharge pressure equal to not less than one and one half feet of earth”.

See Commentary C3.4.2 for discussion of the location of the lateral earth pressure moment arm.

The magnitude of passive earth pressure used in a design is a function of the anticipated wall rotation anddisplacement. If the wall does not rotate or displace the required amount, or is restrained from rotation ordisplacing, do not assume full passive pressure is attained. Discuss anticipated rotations and displacementswith the Foundation Designer to estimate the magnitude of passive earth pressure. (Refer to AASHTOStandard Specifications for Highway Bridges, Section 5.5.2).

Passive earth pressure is also greatly reduced for footings located on slopes. It is recommended that thepassive earth pressure coefficient be further reduced to account for slope effects and ensure an adequatefactor of safety.

3.2.9 Drainage

Retaining walls with the possibility of experiencing hydrostatic pressure behind the wall should be designedwith positive drainage systems.

For cast-in-place concrete gravity or counterfort walls this is typically accomplished with weep holes. Forcast-in-place concrete semi-gravity (cantilever) walls a perforated drain pipe in a gravel drain material isplaced on top of the wall heel for the full length of the wall and day-lighted to a drainage ditch or collectionsystem.

For other retaining wall types refer to drainage details presented later in this section.

(guidance regarding ODOT’s current and future use of deicing methods being developed)

3.2.10 Utilities

Provide for drainage and utility structures or pipes in MSE walls. The design of drainage and utility structuresor pipes shall take probable soil reinforcement locations into account with a method of handling variations. For proprietary designs any alteration of drainage or utility structures or pipes shall be shown on theproprietor’s working drawings and design calculations. Additional work, time and materials shall be at noadditional cost to the State.


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3.2.11 Concrete Barriers

Typically show precast concrete barrier in front of walls. Detailing the barrier face as an integral part of a CIPwall is typically more time and labor intensive due to the control required to assure the barrier is located at theappropriate gutterline or top of barrier profile and more expensive due to the high costs of forming. Thecontractor may propose casting the face integral with the wall after the contract letting and would generally beacceptable provided it was at no additional cost to the state.

See Appendix A3.2.8 for examples.

3.3 General Notes and Design Requirements

See Appendix A3.3 for example Detail Sheet.

3.4 Rigid Gravity and Semi-Gravity Retaining Structures

3.4.1 ODOT Standard Cast-In-Place Concrete Gravity Retaining Wall

ODOT Standard Drawing BR720 is based on Rankine Theory.

3.4.2 ODOT Standard Cast-In-Place Reinforced Concrete Semi-Gravity (Cantilever)Retaining Wall

ODOT Standard Drawing BR705 is based on Rankine Theory.

ODOT Standard Drawings XXXXX and YYYYY are based on Coulomb theory.

See Commentary C3.4.2 for design commentary and assumptions.

3.4.3 ODOT Standard Masonry Semi-Gravity (Cantilever) Retaining Wall

(Under Development)

3.5 MSE Retaining Structures

3.5.1 Geotextile Retaining Walls

3.5.1.1 General

ODOT has generally used wrapped face geotextile retaining walls in temporary applications (e.g., stageconstruction). Permanent applications require the exposed geotextile face be protected (i.e., covered) toprevent degradation of the fabric due to ultraviolet (UV) light. Covers should be flexible (due to the wallsdeformation characteristics) yet durable. Shotcrete has been used as a protective cover, however, it is not avery flexible covering. Besides having a high initial construction cost, if the wall was to experience anysignificant deformation during its service life the shotcrete may fail creating additional maintenance costs.


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Timber may be used as a covering. However, timber may not satisfy the typical 75 year design life. Prefabricated modular blocks are gaining popularity, however, like timber, also may not satisfy the typical 75year design life due to low concrete strength and high absorption rates.

3.5.1.2 Facings

(Under Development)

3.5.1.3 Geotextile Material Properties

ODOT typically requires geotextile used in retaining structure applications to meet the following material andtesting standards (reference ODOT construction specifications):

Puncture Strength ......................................ASTM D 4833Trapezoidal Tear........................................ASTM D 4533Apparent Opening Size..............................ASTM D 4751Permeability by Permittivity........................ASTM D 4491Ultraviolet Stability......................................ASTM D 4355Wide-Width Strip Tensile Strength............ASTM D 4595

Another standard, Measuring the Soil-Geotextile System Clogging Potential by the Gradient Ratio,ASTM D 5101, should be considered on an application by application basis. This standard addressespermeability and clogging behavior of the fabric under unidirectional flow conditions caused by a fluctuatinggroundwater table or horizontal flowing (generally from the back of the retaining wall) groundwater in thereinforced soil zone. Discuss this particular standard with the Foundation Designer and include in the list ofgeotextile property values if warranted.

The Geotechnical Fabric Report, published by GFR, may be referenced for specific geotextile products andtheir associated properties. (This publication may be obtained from the ODOT library. A copy is located inthe Bridge Engineering, Foundations Unit.)

Definitions of these properties can be found in most geosynthetic textbooks (e.g., Designing withGeosynthetics). Some general comments regarding a few of these properties are as follows:

3.5.1.3.1 Apparent Opening Size

The AOS corresponds to an International Test Sieve Number that have openings closest in size to theopenings in the geotextile. The significance of specifying this property is to ensure a geotextile that hascertain filtration properties. The maximum value of the AOS is set to ensure the retained soil does notmigrate through the fabric. Therefore, the fabric will not become plugged with soil particles and trap water ontop of the fabric. For retaining structure applications this property is generally specified as a range; theminimum value controlled by the permeability and the maximum value not to exceed a 425 �m Sieve.

3.5.1.3.2 Permeability by Permittivity

Permittivity is the ratio of the water permeability of the fabric divided by the fabric thickness. Permittivity maybe specified if the designer was to specify a specific geotextile product. However, due to ‘sole source’ issuesfor walls with federal funding, it is not recommended that the designer specify a single specific geotextile


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product. Therefore, the designer typically does not know the fabric thickness (We generally specify aminimum tensile strength. See the following information regarding wide-width tensile strength). Because ofthis we typically specify a value representing the permeability which is significantly more permeable than thesoil. The significance of specifying this property is to ensure that the geotextile does not impede the flow ofwater. For retaining structure applications this value (permeability) is generally specified as 0.01 cm/sec.

3.5.1.3.3 Wide-Width Strip Tensile Strength

The minimum wide-width strip tensile strength is determined by the designer to satisfy internal stabilityrequirements (e.g., rupture).

3.5.1.4 Appurtenances

3.5.1.4.1 Guardrail Posts

Guardrail posts can be installed through geotextile fabric. Generally this is accomplished by 1) digging outand cutting the fabric, 2) drilling or auguring through the fabric, or 3) driving or punching the post through thefabric. The contention supporting 2) and 3) is that the overlying soil layer will confine (i.e., hold in place) thegeotextile fabric layer allowing for successful drilling or driving of the post through the fabric. Per AASHTO, itis recommended to locate the post a minimum horizontal clear distance of 3’ from front face of the geotextilefabric to the back of the post.

3.5.1.5 Construction Specifications

Section 00350, Geotextile Installation, should NOT be used as the main specification for geotextile retainingwalls. Section 00596, Retaining Walls, should be used for all retaining structures including geotextileretaining walls. Do not specify backfill material for geotextile retaining walls in Section 00350 - use Section00596. Do not specify measurement and payment of geotextile retaining walls in Section 00350 - useSection 00596. At this time, Section 00350 should be referenced from Section 00596 for constructioninformation only.

Generally a polypropylene or polyester geotextile is specified. The designer should decide whether to includeonly one type (polypropylene or polyester) or both. A paragraph should be included in the contractspecifications if only one type will be allowed. If both types are allowed, it may be necessary to specify twovalues for wide-width tensile strength; one for polypropylene, the other for polyester. The difference being afactor of 2 on the appropriate Factor of Safety for creep.

3.5.2 Leveling Pads

Unreinforced cast-in-place (CIP) concrete leveling pads are typically the leveling pad of choice by mostdesigners. These leveling pads were introduced at the same time precast concrete panel MSE walls wereintroduced to the market. The unreinforced CIP concrete leveling pad is well suited for the size and weight ofthe approximate 5 ft. x 5 ft. x 6 in. precast concrete panels.

Precast concrete leveling pads are an acceptable alternate to CIP concrete leveling pads provided they areplaced in full contact with the foundation material.


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Compacted gravel leveling pads may be specified for low-height conventional segmental gravity walls andmedium-height segmental faced MSE walls. These leveling pads are well suited for the smaller facing unitsassociated with segmental retaining walls. CIP concrete leveling pads are an acceptable alternate tocompacted gravel for these walls. CIP unreinforced concrete leveling pads are recommended for tallersegmental faced MSE walls.

Listed below are some advantages and disadvantages of CIP concrete leveling pads vs. compacted gravelleveling pads.

CIP concrete leveling pads -Advantages:� Ensured density� Ensured level surfaceDisadvantages:� May not be flexible enough for short to intermediate height walls using lighter weight facing elements

(e.g., modular blocks)� Layout of footing steps requires more attention and care

Compacted gravel leveling pads –Advantages:� More flexible� Freer drainingDisadvantages:� Possible wrong material or lesser quality placed� Possible poor compaction (density)� Possible not level

3.5.3 Soil Reinforcements

Reference AASHTO 5.8.1 - (MSE) Structure Dimensions:

From the second paragraph, second sentence, delete “and not less than 8 feet”.

3.5.4 Copings

The designer should consider delaying the construction of rigid components (e.g., cast-in-place concretebarrier or sidewalk coping) on top of the reinforced soil mass if large short-term settlements of the foundationmaterial below the reinforced soil mass is expected.

MSE walls, by themselves, are quite flexible and are typically promoted for use in areas with anticipated largesettlements. However, the addition of rigid components on, above, or attached to the face of the MSE wallcould experience cracking, settlement, or failure if settlement is not properly addressed during design andconstruction. The designer should discuss foundation conditions with the foundation designer and, ifwarranted, include a note on the plans such as:

Delay pours of cast-in-place concrete coping for ____ days after completion of MSE retaining wall toallow for anticipated settlement of underlying foundation material.


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Note that `backfill` should not be substituted for `underlying foundation material` as the backfill in thereinforced soil zone, if properly compacted, should not, in itself, settle.

If large long-term settlements are expected this note typically would not be applicable. If large long-termsettlements are expected the designer should consider the issue in more detail and provide a moreappropriate solution.

3.5.5 Seismic Design

(Past information that was included here is now included in the AASHTO specifications by the 1997 Interims.)

3.5.6 Bridge Abutments on MSE Retaining Walls

Reference AASHTO 7.5.4 - Abutments on Mechanically Stabilized Earth Walls:

Delete the last sentence of the first paragraph and substitute the following paragraph:

The maximum allowable bearing (contact) pressure shall be 2.5 tsf (5.0 ksf) for MechanicallyStabilized Earth backfill heights greater than twice the effective width of the abutment spread footing. Backfill heights less than twice the abutment spread footing effective width will require a two-layerbearing capacity analysis.

Delete from the fifth paragraph, last sentence, “6-inches” and substitute “3 ft.”.

3.5.7 Exposure to Deleterious DeicersFor MSE walls directly supporting roadways where deleterious deicers are used it is recommended that animpermeable membrane be placed below the road base and tied into a drainage system to mitigate thepenetration of the deicer..

For MSE walls supporting permanent bridge abutments the permeation of deleterious deicers through bridgedeck expansion joints could result in a chloride rich environment near the face panel connection for asignificant percentage of the wall height. For this condition higher corrosion rates than assumed in thedesign could occur.

One method to minimize this problem is to control this seepage through the use of an impermeablemembrane and drainage system. For further details see the reference “Reinforced Soil Structures, Vol. 1,Design and Construction Guidelines, FHWA-RD-89-043, pages 53-55.”

3.5.8 MSE Retaining Wall Details

See Appendix A3.5.7 for Standard Details.


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3.6 Prefabricated Modular Retaining Structures

Note: AASHTO 5.2.1.5 has recently been revised to include gabions and segmentals, however AASHTO 5.9still only relates to bins and cribs

3.6.1 Gabion Retaining Walls

3.6.1.1 Corrosion Protection

(Under Development - Zinc Coating, PVC Coating, & Blackwire)

3.6.1.2 Gabion Retaining Wall Details

See Appendix A 3.6.1.2 for Standard Details.

3.6.2 Conventional Segmental Retaining Walls

(Under Development)

3.6.3 ODOT designs using Lock-Block� Retaining Wall Product

Designers making Category 3 In-House designs should consider the following:� Read and understand the Lock-Block Design Manual.� Read and understand the AASHTO Std. Specifications for Highway Bridges, Sec’s 4 and 5.� Read and understand the ODOT Retaining Structures Manual.� Consult foundation and geotechnical textbooks. (see ODOT Retaining Structures Manual, Section 2,

References for suggested texts.)� Obtain a Foundation Report. If a Foundation Report is not available at the very least discuss the site

conditions with a Geotechnical Engineer.� Ensure wall is able to deflect the amount required to achieve Active soil pressure. If not, ensure

design soil pressure is representative of the anticipated wall deflection.� Friction angle on back of wall should be for formed (smooth) concrete. Consider all possible sliding

surfaces (block to block, block to leveling pad, leveling pad to soil, soil to soil).� Neglect any soil cohesion properties.� Account for increased lateral force due to compaction (e.g., apply lateral soil force at 0.4H instead of

0.333H).� Provide positive drainage at the wall heel. Include other drain systems when appropriate.� The Mononobe-Okabe method for calculating seismic loads on retaining walls does not account for

the wall mass. Lock-Block walls are high-mass gravity structures and further investigation isrecommended.

� DO NOT DETAIL INDIVIDUAL BLOCKS, KEYWAYS, ETC. ON PLANS. Only detail the generalrepresentation of the block on the Plan, Elevation, and Typical Section and call for the Lock-Blockproduct in the special provisions.


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SECTION 3: APPENDIX - DESIGN AND DETAILING PRACTICES

Section Contents:A3.2.3 BatterA3.2.5 Shrinkage and Temperature Steel Reinforcement for ConcreteA3.2.11 Concrete BarriersA3.3 General Notes and Design RequirementsA3.5.8 MSE Retaining Wall DetailsA3.6.1.2 Gabion Retaining Wall Details

A3.2.3 Batter

Depiction of range of slopes for typical retaining wall frontface batters:


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A3.2.5 Shrinkage and Temperature Steel Reinforcement for Concrete

The following is a summary of the suggested shrinkage and temperature reinforcement:

Thickness As per foot BAR SIZE AND SPACING FOR ONE SURFACE(in) (in2) #4 #5 #6 #76 0.057 #4 @ 189 0.086 #4 @ 1812 0.115 #4 @ 1815 0.144 #4 @ 1718 0.173 #4 @ 1421 0.201 #4 @ 12 #5 @ 1824 0.230 #4 @ 10 #5 @ 1627 0.260 #4 @ 9 #5 @ 1430 0.288 #5 @ 13 #6 @ 1836 0.345 #5 @ 11 #6 @ 1548 0.461 #6 @ 12 #7 @ 1560 0.576 #6 @ 10 #7 @ 12

Since the amount of reinforcement is somewhat empirical, assume convenient spacings as shown in theabove table. This recommended reinforcement is intended to be a minimum required for shrinkage andtemperature only.

A3.2.11 Concrete Barriers

Examples of concrete barriers located in front of retaining walls:


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A3.3 General Notes and Design Requirements

(See following sheet)


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A3.5.8 MSE Retaining Wall Details

(See following sheets)


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A3.6.1.2 Gabion Retaining Wall Details

(See following sheets)


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SECTION 3: COMMENTARY - DESIGN AND DETAILING PRACTICES

Section Contents:C3.1 Retaining Structure TypesC3.2.1 HeightC3.2.3 BatterC3.2.7.2 MSE Granular BackfillC3.4.2 ODOT Standard Cast-In-Place Reinforced Concrete Semi-Gravity (Cantilever) Retaining

WallC3.5.6 Bridge Abutments on MSE Retaining Walls

C3.1 Retaining Structure Types

Retaining structures may be divided into three basic types. This first division is made based on how thestructure resists externally applied loads (primarily lateral earth loads). These three basic types of walls are:� Gravity Walls� Nongravity (Cantilevered) Walls� Anchored/Soil Nailed Walls

Gravity walls derive their capacity to resist externally applied loads from dead weight.

Nongravity (Cantilevered) walls derive their capacity to resist externally applied loads from embedment ofvertical elements.

Anchored walls may be composed of either a gravity wall or a nongravity (cantilevered) wall with additionalcapacity to resist externally applied loads from one or more tiers of anchors.

At this time nongravity (cantilevered) walls and anchored walls are not subdivided further. However, gravitywalls are subdivided further based on how the gravity wall resists internal loads. This creates four sub-typesof gravity walls:� Rigid Gravity walls� Semi-Gravity walls� Mechanically Stabilized Earth walls� Prefabricated Modular walls

Rigid Gravity walls derive their capacity to resist internal loads from their relatively large mass. Rigid Gravitywalls may be constructed of stone masonry or unreinforced cast-in-place concrete.

Semi-Gravity walls derive their capacity to resist internal loads from a combination of their mass and steelreinforcement (classic reinforced concrete design). Semi-Gravity walls may be constructed of either cast-in-place or precast reinforced concrete. Semi-Gravity walls are typically known as "cantilever" or"counterfort/buttress" walls. Semi-Gravity walls may also include reinforced "Rigid Gravity" walls.

Mechanically Stabilized Earth walls derive their capacity to resist internal loads from tensile soilreinforcements embedded in the soil mass. MSE walls are typically constructed of alternating layers ofbackfill material and tensile soil reinforcements.


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Prefabricated Modular walls including bins, cribs, gabions, and conventional segmental walls, are similar toRigid Gravity walls in that they derive their capacity to resist internal loads from their confined mass. Prefabricated Modular walls may be constructed from interlocking modules which may be solid or filled with aspecified backfill.

C3.2.1 Height

Several such references to retaining wall height limitations are known:� conventional segmental --- 4' ft.� CIP gravity --- 8 ft.� gabions --- 15 ft.� extensible MSE --- 15 ft.� CIP semi-gravity cantilever --- 22 ft.� inextensible MSE --- 40 ft.

Some of these limitations have known origins -� conventional segmental due to "safe" capacity to resist externally applied loads� CIP semi-gravity cantilever due to cost after which a counterfort becomes more feasible

Height limitations on the other wall types are less known. It is anticipated that cost plays a major factor inmost reasons. That is, a different wall type or a different solution to the problem becomes more appealing(i.e., less costly). This is strongly anticipated for the CIP gravity, gabion, and inextensible MSE type walls. A more refined design may be warranted for inextensible MSE walls over 40 ft., however, it is anticipatedthat past extensible MSE wall use as medium height landscape type walls is playing a part in this walltypes perceived limitations for highway use.

C3.2.3 Batter

Under Coulomb Theory the use of larger batters will result in a reduction of the lateral earth pressure,however, be aware that for taller walls the use of larger batters can result in a substantial increase inright-of-way requirements. Consider the cost of any additional right-of-way required over that required for avertical or near vertical structure when selecting acceptable wall types and/or products.

C3.2.7.2 MSE Granular Backfill

The Class A backfill gradation is essentially the same gradation ODOT has specified for many years. Itoriginated with the inception of the steel soil reinforced MSE walls circa 1980. The Class B backfill gradationwas created to meet industry recommendations for geosynthetic reinforced backfills. Particles larger than19.0 mm are eliminated to minimize installation damage to the geosynthetic. The Class C backfill gradationwas created internally to narrow the band of acceptable material that could be placed in the spread footingfoundation zone of MSE walls supporting spread footing bridge abutments. This narrower band of moreuniformly graded material is intended to facilitate the contractor in achieving 100% compaction in this zone.

The rationale to require the spread footing foundation zone in MSE walls be compacted to 100% of relativemaximum density is directly related to the requirements of bridge abutment spread footings on engineered


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fills. The typical engineered fill requires that that part of the fill directly beneath the bridge abutment spreadfooting to a depth of 2 times the footing width be composed of Granular Structure backfill and compacted to100% of relative maximum density. We are basically implying that a MSE wall is analogous to an engineeredfill and both should be treated in a similar manner.

C3.4.2 ODOT Standard Cast-In-Place Reinforced Concrete Semi-Gravity (Cantilever)Retaining Wall

ODOT Standard Drawings ‘XXXXX’ and ‘YYYYY’’ have been developed based on the following assumptions,theories and methodologies.

General

The use of standard drawings greatly reduces the design time for generating plans for most CIP semi-gravity cantilever wall applications. The forthcoming set of standard drawings was designed to addressthe vast majority of situations encountered in the design of this type of wall. The purpose of this section isto clarify the assumptions, earth pressure theories, ranges of application, external and internal forces, andthe modes of structure resistance to those forces. This commentary is to provide the designer with athorough understanding of the design basis for the standard walls. Of course, situations will arise wherethe standard walls will not be suitable. For example, where right-of-way is severely limited, an L-shapedwall with little or no footing heel may be used. For situations where a special design is required, thissection can serve as a design guide.

Global stability

Global stability refers to the stability of the larger landscape features of which the wall foundation,foreslope, backslope, and structure are all a part. The Foundation Unit personnel have the tools andexpertise to evaluate the global stability of a particular wall geometry at a particular site. A statementregarding the level of global stability is included in the Foundation Report for wall projects.

Earth Pressure of Retained Soil Masses

The standard wall factors of safety for external stability are specified in the 1992 AASHTO specification as1.5 for sliding, 2.0 for overturning on soil, and 3.0 for bearing. The earth pressure forces on the backfillside of the wall assume an active state of stress in the retained soil. The standards also assume theretained soil behaves as a cohesionless material. Cohesive effects are not considered in the design. Thesoil may exhibit some cohesion and still be treated as cohesionless for the purpose of using the standardwall drawings. If there is reason to suspect that cohesion may have a significant effect, discuss therelative importance of cohesive effects with the foundation designer. The active earth pressure theory todetermine the earth pressure forces is the Coulomb Theory as specified in AASHTO section 5. Anexception to the theory as presented in AASHTO is that the center of pressure is taken at 0.4(wall height). Tests have shown that the greater height predicts earth pressure conditions behind a cut wall withcompacted backfill better than the theoretical value of 1/3 the wall height. The angle of application of theearth pressure force is a function of the soil properties and the vertical plane on which the earth pressureforce is applied. For the standard walls, the angle is assumed to vary from those given in AASHTO Table5.5.2B, at the back of stem to phi at the footing heel if the footing heel length is at least one half the stemheight. Linearly interpolate angles of application for intermediate footing heel lengths. The concept is that


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the frictional interface between the wall and the backfill will gradually shift from a soil-concrete to a soil-soilinterface as wall heels increase in length. The earth pressure for a given wall and backfill geometry is afunction of the soil density and the angle of internal friction (phi) of the in-situ retained material. Theassumption is that the location of the failure plane in the retained soils may or may not occur within the in-situ retained material. If the failure plane occurs in the granular wall backfill material instead, that phi willbe equal to or greater than the in-situ soil phi, resulting in a slight overdesign. Earth pressure forces arenot factored when checking sliding, overturning, or bearing factors of safety.

Earth Pressure on Front Face

Determine the earth pressure for the passive force on the front of the wall, footing, and base key using thelogarithmic-spiral failure surface where Kp is read from the nomograph shown in AASHTO Figure 5.5.2E. Be aware that to mobilize the full passive resistance requires translations that may not be acceptable inmany cases, and are several times greater than the movement necessary to reach the active state ofstress behind the wall. For calculating the stability of standard walls, the passive forces are based on0.33Kp of the assumed in-situ foundation soil. This level of passive resistance roughly corresponds to themovement necessary to develop an active stress state in the retained material. Neglect passive force onthe front of wall above the top of footing because toe fill materials may be removed, subjected to frostheave, or otherwise disturbed so that passive resistance is unreliable. Locate tops of footings a minimumof 2 ft. below the finish grade of the front face fill to ensure passive resistance on the footing toe and tokeep the footing clear of possible subgrade construction. Walls should be stable without the mass of fillover the footing toes. Factors of safety for temporary construction or staging conditions are generallyreduced. The reduced factors of safety to be used are at the discretion of the individual designers.

External Stability -- Wall Geometry Relations

Sliding

Wall designs that have footing contact pressures that vary minimally from the toe to heel will not begoverned by overturning. Minimal variation is in the range of +20% for the toe relative to the heel, whichcan arise from contact pressure resultant eccentricities in the range of 2 – 4 in. from the center of footing(“minimal eccentricity”). Heel pressure in excess of toe pressure indicates an inefficient design, and finaldesigns should not reflect such conditions. Minimal eccentricity walls are suited for sites where there is alikelihood of differential settlement and should only be used if specifically recommended by the foundationdesigner. The geometric features that affect resistance to sliding include the footing width, the position ofthe stem on the footing, the presence of a base key, and to a lesser extent, the footing thickness. As thestem is moved forward on a given footing size, the total mass of the wall plus soil over the heel increaseswhich increases the footing contact pressure and hence, the frictional resistance to sliding. Asimultaneous effect is to increase the toe and heel pressures and to reduce the ratio of heel to toepressure. The factor of safety for overturning approaches the minimum acceptable value of 2.0 (for wallson soil) when the heel pressure approaches zero, if the sliding factor of safety is held constant at 1.5. Theresult of this relation is that footings are smaller and the stems are closer to the toes for walls on suitablesoils than for minimal eccentricity walls.

Base Keys

A base key will increase the sliding resistance in two ways. One is by providing more area for passiveresistance and the other is by moving the plane of sliding of the base from the footing-soil interface to a


C3-5

soil-soil interface below the bottom of footing. The soil-soil interface has a higher shear resistance. Themost effective location for a base key is as close as possible to the footing heel without affecting the areaof backface subject to active pressure. Since the active plane occurs at an angle of (45 + phi/2) degrees,the back of the key should be at least 0.6(key depth) from the footing heel, for sites with retained materialphi angles of 30 degrees or more. For level backfill walls there is no advantage to providing a base keyfor sliding. For walls with a triangular footing contact pressure distribution, (B/6 eccentricity walls), the FSof 1.5 for sliding, zero heel contact pressure with no uplift, and FS of 2.0 for overturning all occur at aboutthe same geometric limits. If sliding controls, the sliding FS can be brought up to 1.5 by extending theheel slightly. The base key has some minimum depth before the shear plane is transferred to the soilmass, so it will probably require less material and construction costs to extend the heel a few centimetersrather than install a minimum depth base key. For 2h:1v sloped backfill walls, keys do provide slidingresistance that would otherwise be provided by substantially wider footings. The shear resistance in thefoundation soil provided by the key is assumed to vary linearly from a function of delta to a function of phias the key depth varies from 0 to the depth associated with a 15 degree angle from the bottom of key tothe bottom of the footing toe.

Bearing

The suitability of a particular wall configuration at a specific site is implicit in the standard wall designs. The calculated average contact pressure is compared to the allowable bearing capacity. Both the averagecontact pressure and the allowable bearing capacity are functions of the effective footing width, the soildensity and internal angle of friction, and the footing depth. The effective footing width is defined as Beff =B - (2e). If the soil at the prospective wall site lies within one of the phi - gamma ranges defined by thestandard drawing, and the soil meets the cohesionless criterion, then the factor of safety for bearing isadequate.

Ranges of Application

The ranges of soil conditions addressed by the standard drawings include most sites where the CIP semi-gravity cantilever wall is an alternative. The standard walls for “average” soil, defined by phi ranging from30 to 32 degrees and unit weight ranging from 125 to 140 pcf, are designed for the highest lateral earthpressure conditions resulting from any phi-gamma combination in the range. For the example above, thecontrolling parameters are phi = 30 degrees and gamma = pcf. The resulting wall is overdesigned for thelowest lateral earth pressure combination of phi =32 degrees and gamma = 125 pcf. by approximately20%. A similar magnitude overdesign occurs for the lowest earth pressure combination for the “good” soil. For footings on rock or for retained soils with phi greater than 34 degrees, it may be economical togenerate a specific design. Conversely, for retained soils with phi angles less than 30 degrees, forcohesive soils, or for wall surcharge loading significantly greater than 250 psf., the standard wall may beinadequate, and a specific design may be required. In any case, always perform a site specific analysisfor situations that do not meet the design assumptions for the standard walls.

Internal Member Strength

Loading on individual wall members is by load factor design. Individual members are modeled ascantilever beam elements in pure flexure with fixed-free end conditions. Reinforcement is designed forspecific wall heights by an iterative approach that considers the entire range of wall heights and thecorresponding reinforcement for each 3 ft. interval of height. The objective is to design for the applied


C3-6

bending loads using a minimum of different bar sizes, but to maintain spacings that meet serviceabilityrequirements and are convenient for layout and construction.

Stems

Vertical or near vertical walls may be perceived as tipping outward at the top. This perceived effectgenerally evokes a corresponding sentiment that the wall has an unappealing appearance. The stemsincorporate a front face batter to eliminate this perception. The particular batter necessary to eliminate thetipping perception is not known with certainty and a range of batters is no doubt acceptable. The batter forthe standard walls is 0.07h:1.0v or approximately 1h:14v. This batter will be slightly more economical thanthe 1h:12v of our previous unit system, but should still be enough to eliminate the tipping perception. Also,for a vertical fill face wall, the 0.07h:1.0v batter results in shear strength magnitudes that are greater thanthe applied shear force for the range of heights addressed by the standard wall. The moment arm for aright triangular pressure distribution is 1/3 of the length (height), however, observed wall behavior does notfollow theoretical predictions when backfill is compacted into a confined region between the wall stem andthe excavated slope. The center of pressure tends to move upward on the stem under these conditions. The deviation from theory is greater when shoring is used to produce a vertically walled backfill space. The stem moment arm is 0.4 x (stem height) to account for the compaction effect. Neglect the effects oftoe fill on the stem moments and shears.

Footing

AASHTO section 5.5.6.1 states that “The rear projection or heel of base slabs shall be designed tosupport the entire weight of the superimposed materials, unless a more exact method is used.” Whenwalls with B/6 eccentricity at service loads are subjected to factored loads, the footing heel undergoesuplift for a significant width of the footing. The vertical component of the active pressure acting on thevertical plane through the footing heel acts on the end of the footing heel as both a stabilizing force and acontributor to heel bending. The AASHTO guideline is reasonable for these walls. The standard walldesign is based on a heel moment that includes the mass of superimposed materials, the verticalcomponent of the active pressure and any footing contact pressure remaining with the factored loadcondition. Note however, that for 2h: 1v backfill walls, one cannot maintain complete theoreticalconsistency between the forces exerted on the entire wall and the forces exerted on the individualmembers. The inconsistency arises from the lateral force on a vertical plane through the footing heelcompared to the lateral force on the stem and footing edge. The former influences the footing contactstresses and hence, the footing heel moment. The latter determines the stem moment and influences thesum of the moments acting on the combined wall members. The moment sum determined from memberforces using the different lateral forces results in a net stabilizing moment, indicating wall rotation into thebackfill. To mitigate this inconsistency, heel moments are limited to Mheel = Mstem + Vstem(.9T) +Mkey +Vkey(.1T) - Mtoe - Vtoe(S). However, Mheel(net) = Mheel - Mkey - Vkey(.1T) because the key is mounted on thefooting heel. Solving for Mheel(net) = Mstem + Vstem(.9T) - Mtoe - Vtoe(S). The design heel moment is Mheel(net) for 2h: 1v backfill walls. Footing toes are designed for the moments and shears resulting from contactstresses associated with factored loads. Neglect the effects of toe fill.

Base Keys

Base Keys are designed for the moments and shears associated with the factored full passive pressureacting on the key assuming an overburden soil height to the proposed finish grade. Note that any frictional


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resistance that is assumed to act on a plane through the bottom of the key that resists wall sliding is alsoapplied to the bottom of the key in addition to the passive earth force.

Wall Heights for Rebar

Reinforcing is designed for each 3 ft. interval of wall height. Reinforcing is selected for the greatest heightin each 3 ft. range which means there is an excess of rebar except at those points on the wall where theheight is a multiple of 3 ft.

Stem Facing Patterns

The stem mass, strength, and concrete volumes assume the use of an architectural facing. This featuremay consist of form liners of various styles, patterns, and depths, “board form” vertical relief strips, or anyother forming method that results in partial voids in the total stem thickness. The design accommodates amaximum 2.5 in. relief with a void ratio of the relief thickness of 25%. This allowance shouldaccommodate all but the most extreme facing features.

Contractor Adjustments to Wall Geometry

The geometry and rebar tables attempt to simulate a linear progression in wall member sizes with steadilyincreasing bar sizes or decreasing spacing with increasing wall heights. The objective is to simplify thelayout and construction of the wall. However, it is common for contractors to interpret these tables as alinear problem although wall forces are a function of the wall height to the second power. Sometimesshop drawing submittals linearly interpolate the wall geometry between vertical curve control points alonga wall even when these points may vary in height by several meters. Be aware that this practice mayconstitute significant changes to the wall design. The only way to adhere to the standard as designed is tointerpolate between any two sequential heights listed in the wall geometry tables. Interpolations overlarger intervals are at the discretion and direction of the individual designers, and lie outside the range ofconditions addressed by the standard drawings.

C3.5.6 Bridge Abutments on MSE Retaining Walls

It is believed that the reason the maximum allowable bearing pressure exerted on a MSE wall from a bridgeabutment spread footing is limited to 2.5 tsf originates back to the earlier review and acceptance workbetween the FHWA and the proprietary retaining wall companies. It is anticipated that the proprietaryretaining wall connections had some maximum design capacity to which the FHWA most likely added someadditional factor of safety. Therefore, it may be possible to increase this maximum allowable bearingpressure on a case by case basis after further research has been performed with the proprietary companiesanticipated to be listed in the special provisions to ensure a safe wall design.


4-1

SECTION 4: ODOT STATUS OF RETAINING STRUCTURE PRODUCTS

Section Contents:4.1 General4.2 Product Table

4.2.1 Status4.2.2 Proprietorship

4.3 Index Tabs

4.1 General

Retaining wall products will be referenced to at least one of the following classifications or wall types:

1 - Rigid Gravity2 - Cantilever3 - Counterfort / Buttress4 - Prefabricated Gravity5 - Gabion6 - Bin7 - Crib8 - Block9 - Mechanically Stabilized Earth - Extensible10 - Mechanically Stabilized Earth - Inextensible

Products that may be used in two or more wall types will be referenced and documented accordingly.

4.2 Product Table

The table of retaining wall products following page 4-2 is sorted according to 1) status and 2) wall type aslisted in Section 4.1. The list includes the ODOT status of the product, the product name, a letter designationcorresponding to the proprietorship of the product, and an Index Number for further product information.

4.2.1 Status

Refer to Section 1.4 of this Retaining Structures Manual for information regarding product status’.


4-2

4.2.2 Proprietorship

The ‘Proprietorship’ column notes the proprietorship of the product agreed to between ODOT and the vendoras documented on the Retaining Structures Product Data sheets, Attachment A.

Category 1 = Non-ProprietaryCategory 2 = ProprietaryCategory 3 = A Proprietary product in which it is agreed that ODOT may prepare final designs (ergo,

“non-proprietary”.Category 4 = A Non-Proprietary product in which the vendor is capable of providing final designs (ergo,

“proprietary”.

Refer to Section 1.5 of this Retaining Structures Manual for information regarding theProprietary / Non-Proprietary Agreement.

Refer to the products Index Number for the actual proprietorship agreed to between ODOT and the vendor.

4.3 Index Tabs

‘Approved’ Product information is organized according to the wall types listed in Section 4.1.

Products within a particular index tab are further organized by index numbers or point numbers. As anexample; rigid gravity walls are index tab #1. There are three rigid gravity wall products currently listed underindex tab #1, of which, the product ‘ODOT Std. Concrete Gravity Retaining Wall, BR720’ is index number 1.1.

Product information included in this manual consists of:� ODOT Retaining Structure Product Review Summary, and� either a Product Brochure (for proprietary products) or a Design Example/Aid(s) (for non-proprietary

products).

Products Query – Approved-Prequalified

Page 1

Status General Type Product Name Category ID Index NoApproved-Prequalified Rigid Gravity ODOT Std. Concrete Gravity Retaining Wall, BR720 1 1.1Approved-Prequalified Rigid Gravity ODOT Std. Concrete Barrier 1 1.2Approved-Prequalified Rigid Gravity ODOT Single Slope Barrier 1 1.3Approved-Prequalified Cantilever ODOT Std. Concrete Cantilever Retaining Wall, BR705 1 2.1Approved-Prequalified Gabion Artweld Gabions 1 & 4 5.1Approved-Prequalified MSE-inextens. Reinforced Earth - Cruciform Panel 2 10.1Approved-Prequalified MSE-inextens. Welded Wire Wall 3 & 4 10.4Approved-Prequalified MSE-inextens. Retained Earth - Square Panel Retaining Wall System 2 10.7

Products Query – Approved-Conditional

Page 2

Status General Type Product Name Category ID Index NoApproved-Conditional Gabion Maccaferri Gabions 1 5.2Approved-Conditional Gabion Terra Aqua 1 5.3Approved-Conditional Bin Bin-Wall Type 1 (unknown) 6.1Approved-Conditional Bin Bin-Wall Type 2 (unknown) 6.2Approved-Conditional Conv. Segmental Anchor Diamond (Conventional Segmental) 2 8.2Approved-Conditional MSE-extens. Mesa Retaining Wall System 2 9.22Approved-Conditional MSE-inextens. Reinforced Soil Embankment (Shadow Panel) 3 & 4 10.3Approved-Conditional MSE-inextens. Eureka Reinforced Soil 3 & 4 10.6Approved-Conditional MSE-inextens. Terratrel - Concrete Clad Face 2 10.12

Products Query – Approved-Experimental

Page 3

Status General Type Product Name Category ID Index NoApproved-Experimental Rigid Gravity GeoWeb Geocell (Rigid Gravity Retaining Wall) 1 & 4 1.4Approved-Experimental Prefab. Mod. Lock-Block 3 & 4 4.6Approved-Experimental Conv. Segmental Keystone (Conventional Segmental) 1 8.1Approved-Experimental Conv. Segmental Allan Block (Conventional Segmental) 2 8.4Approved-Experimental Conv. Segmental Anchor Vertica (Conventional Segmental) 2 8.11Approved-Experimental MSE-extens. Anchor Diamond (MSE) 2 9.2Approved-Experimental MSE-extens. Allan Block (MSE) 2 9.3Approved-Experimental MSE-extens. GeoWeb Geocell (MSE Retaining Wall) 1 & 4 9.12Approved-Experimental MSE-extens. ARES 2 9.19Approved-Experimental MSE-inextens. Reinforced Soil Embankment (Smooth Face Panel) 3 & 4 10.5Approved-Experimental MSE-inextens. Pyramid Modular Block (MSE) 2 10.11Approved-Experimental MSE-inextens. Keysystem 1 (MSE) 2 10.15Approved-Experimental MSE-inextens. MSE Plus 2 10.20

Products Query – Evaluation

Page 4

Status General Type Product Name Category ID Index NoEvaluation Cantilever Port-O-Wall 2 2.2Evaluation Counterfort The Nelson Retaining Wall (unknown) 3.1Evaluation Counterfort C Wall 2 3.3Evaluation Prefab. Mod. T-Wall 2 4.2Evaluation Prefab. Mod. Cascade Walls (unknown) 4.3Evaluation Prefab. Mod. Stresswall (unknown) 4.4Evaluation Prefab. Mod. Concrete Gabions 3 & 4 4.7Evaluation Bin Doublewall (unknown) 6.3Evaluation Crib Criblock (unknown) 7.1Evaluation Conv. Segmental Rockwood (unknown) 8.3Evaluation Conv. Segmental Corner Stone (unknown) 8.5Evaluation MSE-extens. Nicolon Mirafi Geotextiles 1 9.4Evaluation MSE-extens. AMOCO Geotextiles 1 9.5Evaluation MSE-extens. Keysystem 2 (MSE) 2 9.11Evaluation MSE-extens. Tensar Geogrid 1 9.16Evaluation MSE-extens. Huesker Geogrid 1 9.17Evaluation MSE-extens. Anchor Vertica (MSE) 2 9.18Evaluation MSE-inextens. ISOGRID 2 10.8Evaluation MSE-inextens. Terratrel - Permanent Face 2 10.13Evaluation MSE-inextens. Terratrel - Temporary Face 2 10.14Evaluation MSE-inextens. Strengthened Soil 2 10.23

Products Query – Known

Page 5

Status General Type Product Name Category ID Index NoKnown Counterfort TechWall 2 3.2Known (blank) CGL PMRW Systems (unknown) 3.4Known Prefab. Mod. Evergreen (unknown) 4.1Known Prefab. Mod. Gravity Stone Gridlock (unknown) 4.5Known Gabion Modular Gabions (unknown) 5.4Known Crib Permacrib 2 7.2Known Crib Concrib 3 & 4 7.3Known Conv. Segmental Inter-Lok (unknown) 8.6Known Conv. Segmental Loffelstein (unknown) 8.7Known Conv. Segmental Living Walls (unknown) 8.8Known Conv. Segmental Dynoblock (unknown) 8.9Known Conv. Segmental Pisa II (Conventional Segmental) (unknown) 8.10Known Conv. Segmental Porcupine (unknown) 8.12Known Conv. Segmental Pyramid Gravity Retaining Wall 2 8.13Known Conv. Segmental Versa-Lok (unknown) 8.14Known Conv. Segmental Slope Block (unknown) 8.15Known Conv. Segmental Matterhorn (unknown) 8.15Known Conv. Segmental T-Block (Conventional Segmental) 1 & 4 8.16Known Conv. Segmental StoneWall SELECT (Conventional Segmental) (unknown) 8.17Known MSE-extens. Terramesh (unknown) 8.18Known MSE-extens. Mesa 2 9.7Known MSE-extens. Pisa II (MSE) (unknown) 9.8Known MSE-extens. Tensar Temporary Wall 2 9.9Known MSE-extens. StrataGrid Geotech 1 9.10Known MSE-extens. Hoechst Geotextiles (unknown) 9.15Known MSE-extens. StoneWall SELECT (Conventional Segmental) (unknown) 9.21Known MSE-inextens. Strengthened Soil 2 10.9Known MSE-inextens. Retained Earth 2 10.16Known MSE-inextens. Retained Earth 2 10.17Known MSE-inextens. Retained Earth 2 10.18Known MSE-inextens. United Engineered Wall Systems (unknown) 10.21Known MSE-inextens. T-Block (Conventional Segmental) 3 & 4 10.22

Products Query – Rejected

Page 6

Status General Type Product Name Category ID Index NoRejected Rigid Gravity EnviroGrid Geocell 1 9.13Rejected Rigid Gravity Armater Geocell 1 9.14Rejected MSE-inextens. Ter-Voile (unknown) 10.10Rejected MSE-inextens. Retained Earth - Full Height Panel 2 10.19

Products Query – Discontinued

Page 7

Status General Type Product Name Category ID Index NoDiscontinued MSE-inextens. Retained Earth - Hexagon Panel 2 10.2Discontinued MSE-extens. Genesis Highway Retaining Wall 2 9.1Discontinued MSE-extens. Concrete GeoWall (unknown) 9.6Discontinued Gabion Tensar Gabions (unknown) 5.5

1.1

Data provided in this summary indicates the bounds of ODOT’s most recently documented product review andacceptance. This data may or may not be the actual limits of the product. Retaining structure applications within theabove limits do not require further review to specify. Applications outside these limits require further project specificinvestigation/review and documentation before being specified.

1

ODOT RETAINING STRUCTURE PRODUCT REVIEW SUMMARY

Tradename: ODOT Std. Concrete Gravity Retaining Wall, BR720Company Name: Oregon DOTTelephone:

Status: Approved-PrequalifiedDate: 6/1/90 Rev. Date: 10/24/96 Print Date: 7/11/03

Proprietorship: Category 1 -- Non-Proprietary Category 3 – Non-Proprietary Category 2 -- Proprietary Category 4 -- Proprietary

Product:Materials/Components:

Concrete: per ODOT Std. Dwg. BR720Steel Reinforcement: per ODOT Std. Dwg. BR720Backfill: per ODOT Specifications

Geometry & Applications:Note: Unique geometry, applications or appurtenances not stated (e.g., terraced, back-to-back, narrow base orluminaire or sign support facilities) or “critical” applications other than bridge abutments (e.g., retaining structuressupporting buildings, critical utilities or other facilities for which the consequences of poor performance or failurewould be severe) require special investigation, review, and/or design by designer of record.

Height: � 8 ft Width of Footprint: � 5 ftHoriz. Alignment: no limitationsVertical Alignment: no limitations

Batter(s): frontface @ 12:1

Top of Wall:Backslope:

level sloping; V:H � 1: 1.75 (live load not applicable) broken-back (generally includes live load)

Live Load: None = 80 psf (Pedestrian) = 120 psf (Auto) = 250 psf (Truck)

Features:pedestrian facilities: sidewalk ped. rail fencingroadway facilities: traffic barrier guardrail (posts)

Bottom of Wall:Foreslope:

level sloping; V:H � 1:

Features: pedestrian facilities (if no sidewalk and live load present, consider as a roadway facility)

ODOT Std. Concrete Gravity Retaining Wall, BR720 1.1

2

roadway facilities (protect frontface from live load impact)

Special Applications: vegetated face water earthquake bridge abutment marine

Remarks: The above noted top of wall features are acceptable, however standard details arenot available at this time; engineer of record to provide design and details. Not intentionallydesigned for a vegetated face however can support the growth of some vines. Plant growthmay effect durability and service life; increases maintenance efforts. Not intentionallydesigned for earthquake. Requires investigation for projects in which seismic loading isdeemed necessary.

Deformation:Vertical: uniform � 1 in

differential: not recommended where differential settlement is anticipated.Lateral: low unless improperly designed for sliding or overturning.

Utilities & Obstructions:Can readily accommodate utility lines or obstructions either in, through, or behind the wall;requires special design/detailing.

Esthetics:Generally considered poor when exposed surface is finished flat. Scoring can helpappearance. Formliners are most cost effective option to improve appearance. Adjust typicalcosts to include addition of any aesthetic treatments.

Durability: high moderate lowRelatively impermeable when constructed with high quality materials and competentworkmanship.

Constructibility: easy moderate difficultDoes not require any special tools or labor. Does require extensive forming to contain pouredconcrete.

Estimated Cost (per ft2 face): Vendor ODOTtypical installed cost (range) $ n/a 28-37typical materials only cost (range) $ n/atypical equipment only cost (range) $ n/atypical labor only cost (range) $ n/a

1.2


1


Tradename: ODOT Standard Median BarrierCompany Name: Oregon DOTTelephone:

Status: Approved-PrequalifiedDate: circa 1985 Rev. Date: 12/11/96 Print Date: 7/11/03



Standard Concrete Median BarrierBackfill: per ODOT Specifications

Geometry & Applications:


level sloping; V:H � 1: 2 (live load not applicable) broken-back (generally includes live load)





Features: pedestrian facilities roadway facilities

Remarks:� For slopes greater than 1:2, clay foundation soils, and/or barrier placed on soil confer with

Bridge Section for alternate details.� Barrier shall be keyed into the roadway per standard details, however, it may be unanchored.� Drain pipe, including drainage geotextile and granular drain backfill material, should be

installed in the fill at the base of the concrete barrier to eliminate hydrostatic pressure.

1.3


1


Tradename: ODOT Single Slope BarrierCompany Name: Oregon DOTTelephone:




Standard Concrete Single Slope BarrierBackfill: per ODOT Specifications








Features: pedestrian facilities roadway facilities

Remarks:� For slopes greater than 1:2, clay foundation soils, and/or barrier placed on soil confer with

Bridge Section for alternate details.� Barrier shall be keyed into the roadway per standard details, however, it may be unanchored.� Drain pipe, including drainage geotextile and granular drain backfill material, should be

installed in the fill at the base of the concrete barrier to eliminate hydrostatic pressure.

1.4


1


Tradename: GeoWeb Cellular Confinement System (Rigid Gravity RetainingWall)

Company Name: Soil Stabilization Products Co.Telephone: (800) 523-9992

Status: Approved-ExperimentalDate: 10/4/96 Rev. Date: Print Date: 7/11/03



Soil Inclusions: 203 mm nominal dia. geocellInfill: project specific; determine and include in Special Provisions. For vegetated facingsrecommend exterior exposed cells be topsoil suitable for supporting plant growth and interiorcells be sand, 19.0 mm granular backfill or controlled low density fill (lean concrete).Backfill: per ODOT Specifications


Height: � 6 ftWidth of Footprint: � 0.5HHoriz. Alignment: no limitationsVertical Alignment: no limitations; geocell material may be cut to desired profile

Batter(s): 1:6






level

GeoWeb� Cellular Confinement System (Rigid Gravity Retaining Wall) 1.4

2

sloping; V:H � 1:

Features: pedestrian facilities (if no sidewalk and live load present, consider as a roadway facility) roadway facilities (protect frontface from live load impact)


Remarks: (comment)

Deformation:Vertical: uniform � In.

differential; (V:H) � 1:Lateral: (comment)

Utilities & Obstructions:(comment)

Esthetics:(comment)

Durability: high moderate low(comment on effects of deleterious environmental factors, i.e., lechates, salts, corrosion, etc.)

Constructibility: easy moderate difficultapproximate face area able to construct per day: ______ ft2 (____ man crew)(comment on required equipment, manpower, etc.)

Estimated Cost (per ft2 face): Vendor ODOTtypical installed cost (range) $typical materials only cost (range) $typical equipment only cost (range) $typical labor only cost (range) $

Product Performance: good average fairODOT has (continue comments)

General Remarks:Zoned walls not recommended at this time.

Vendor:Construction Experience:

Date of product inception: Quantity constructed worldwide (approx.): ft2

Date of product first use in Oregon (DOT):Quantity constructed in Oregon (DOT) (approx.): ft2

Supply Capability: per

Construction Support: good average fair

2.1


1


Tradename: ODOT Std. Concrete Cantilever Retaining Wall, BR705Company Name: Oregon DOTTelephone:

Status: Approved-PrequalifiedDate: 10/79 Rev. Date: Print Date: 7/11/03



Concrete: per ODOT Std. Dwg. BR705Steel Reinforcement: per ODOT Std. Dwg. BR705Drain pipe, drain backfill & geotextile (if applicable): per ODOT Std. Dwg. BR705Backfill: per ODOT Specifications


Height: � 24 ft (level backslope)Width of Footprint: � 16.6 ft (level backslope)Horiz. Alignment: no limitationsVertical Alignment: no limitations

Batter(s): frontface @ 12:1







Features:

ODOT Std. Concrete Cantilever Retaining Wall, BR705 2.1

2

pedestrian facilities (if no sidewalk and live load present, consider as a roadway facility) roadway facilities (protect frontface from live load impact)


Remarks: The above noted top of wall features are acceptable, however standard details arenot available at this time; engineer of record to provide design and details. Not intentionallydesigned for a vegetated face however can support the growth of some vines. Plant growthmay effect durability and service life; increases maintenance efforts. Not intentionallydesigned for earthquake. Requires investigation for projects in which seismic loading isdeemed necessary.


differential: not recommended where differential settlement is anticipatedLateral: low unless improperly designed for sliding or overturning

Utilities & Obstructions:Can readily accommodate utility lines or obstructions either in, through, or behind the wall;requires special design/detailing

Esthetics:Generally considered poor when exposed surface is finished flat. Scoring can helpappearance. Formliners are most cost effective option to improve appearance. Adjust typicalcosts to include addition of any aesthetic treatments.

Durability: high moderate lowRelatively impermeable when constructed with high quality materials and competentworkmanship.

Constructibility: easy moderate difficultDoes not require any special tools or labor. Does require extensive forming to contain pouredconcrete.

Estimated Cost (per ft2): Vendor ODOTtypical installed cost (range) $ n/a 28-37typical materials only cost (range) $ n/atypical equipment only cost (range) $ n/atypical labor only cost (range) $ n/a

4.6


1


Tradename: Lock-BlockCompany Name: Ultrablock, Inc.Telephone: 360-694-0141




Granular Wall Backfill: per ODOT SpecificationsBlocks: prefabricated solid concrete blocks � 30 in x 30 in x 60 in. Specialty blocks

available (see Retaining Structures Coordinator for product information).Remarks: Provide a positive drainage system behind wall (e.g., perforated drain pipe withfilter). Include additional drainage systems (e.g., surface, chimney, foundation, etc.) whenapplicable.


Height: � 12 Ft. warrant no further review. Heights in excess of 12 ft. require projectspecific preapproval by ODOT engineer of record.

Width of Footprint: design dependent (30 in. (one block width) min.)Horiz. Alignment: Radi � 75 ft. for walls one block wide; larger for wider sections.Vertical Alignment: May place parallel to grade up to 5%, place level and step wall for

grades > 5%.Min. Embedment: frost depthBatter(s): Typically between 6V:1H and 10V:1H. Short walls (H � 7 ft.) may be set

vertical.





Lock-Block� Retaining Wall 4.6

2


level sloping; V:H � 1: 1.5



Remarks: Recommend using in applications where concrete strength, durability, and estheticsare not critical (see specific guidance below). Specific applications besides general gravityretaining wall may include but are not limited to slide repairs, culvert headwalls, and fish weirs.Effects of seismic forces, when deemed applicable, should be investigated for uses whichcould impact pedestrian or vehicular traffic.


differential; (V:H) � 1: 300

Utilities & Obstructions:Utilities may pass through the wall. Accommodate using cast-in-place concrete in lieu of aprefabricated unit. Utilities may run parallel either in front of or behind the wall. Utilitiesbehind the wall should be located a reasonable distance from the back of the wall to notcompromise the wall design and ensure safe access in the future, if necessary.

Esthetics:Can not ensure a long-lasting esthetically pleasing appearance due to the nature of theconcrete in the blocks. Use should be limited to locations where esthetics is not critical.Consider specifying the Rockface Architectural Block. This facial finish better masks possibleblemishes, deters graffiti, and provide a more all-around pleasing appearance.

Durability: high moderate lowBlocks are typically made from post-consumer waste concrete left over from commercial andresidential structural or slab-on-grade projects. Concrete is not tested and actual strength isunknown (anticipate Class 3000 to 3600). Durability can not be ascertained; has potential toexperience future surface degradation.

Constructibility: easy moderate difficultapproximate face area able to construct per day: __1000__ ft2 (_3_ man crew)Blocks use an embedded cable as the lifting devise. Requires equipment capable of liftingand placing 4300 lb. blocks. Requires adequate space to deliver, maneuver, pick and placeblocks.

Estimated Cost (per m2 face): Vendor ODOTtypical installed cost (range) $ 14-18 natypical materials only cost (range) $ 5.70-6.50typical equipment only cost (range) $ 4.80-7.50typical labor only cost (range) $ 3.20-3.70

Lock-Block� Retaining Wall 4.6

3

Product Performance: good average fair(Sufficient performance history to assess this item is not available at this time.)

General Remarks:Corners other than 90� are difficult to construct. Consider cast-in-place corners for cornersother than 90�. Recommend discussing corner requirements with manufacturer to ensurebest design. Avoid acute angles. Corners with an interior angle < 70� will require specialdesign to account for increased lateral earth pressure due to increased wall restraint.


Date of product inception: 1983 Quantity constructed worldwide (approx.): 5,000,000 ft2

Date of product first use in Oregon (DOT): naQuantity constructed in Oregon (DOT) (approx.): 250,000 ft2

Supply Capability: 100 blocks per day

Construction Support: good average fair(Sufficient performance history to assess this item is not available at this time.)

In-House design information - Designers making Category 3 In-House designs should considerthe following:� Read and understand the Lock-Block Design Manual.� Read and understand the AASHTO Std. Specifications for Highway Bridges, Sec’s 4 and 5.� Read and understand the ODOT Retaining Structures Manual.� Consult foundation and geotechnical textbooks. (see ODOT Retaining Structures Manual,

Section 2, References for suggested texts.)� Obtain a Foundation Report. If a Foundation Report is not available at the very least discuss

the site conditions with a Geotechnical Engineer.� Ensure wall is able to deflect the amount required to achieve Active soil pressure. If not,

ensure design soil pressure is representative of the anticipated wall deflection.� Friction angle on back of wall should be for formed (smooth) concrete. Consider all possible

sliding surfaces (block to block, block to leveling pad, leveling pad to soil, soil to soil).� Neglect any soil cohesion properties.� Account for increased lateral force due to compaction (e.g., apply lateral soil force at 0.4H

instead of 0.333H).� Provide positive drainage at the wall heel. Include other drain systems when appropriate.� The Mononobe-Okabe method for calculating seismic loads on retaining walls does not

account for the wall mass. Lock-Block walls are high-mass gravity structures and furtherinvestigation is recommended.

� DO NOT detail individual blocks, keyways, etc. on plans. Only detail the generalrepresentation of the block on the Plan, Elevation, and Typical Section and call for the Lock-Block product in the special provisions.

5.1


1


Tradename: Artweld� GabionsCompany Name: Hilfiker WallsTelephone: 800-762-8962




Welded Wire Basket: galvanized WWF 3 in. x 3 in. – 0.1205 in. or 0.1483 in. wireInternal Connecting Wire: 0.1483 in., galvanizedFasteners: 0.0800 in. galv. tie wire or 0.1483 in. galv. Spiral BindersGabion Basket fill: per ODOT SpecificationsBackfill: per ODOT SpecificationsNote: Subject to ODOT tying and alternate fastener details; to be shown in the contract plansand specified in the specifications..


Height: � 15 ftWidth of Footprint: � 0.5 HHoriz. Alignment: no limitationsVertical Alignment: no limitations; baskets may be cut to form desired top of wall profile.

Batter(s): Frontface may be either stepped (backface flush) or flush (backface stepped).Either may be vertical or battered, typically 6�





Artweld� Gabions 5.1

2


level sloping; V:H � 1: 3



Remarks: Ped. rail and fencing should not be located at the frontface of the gabion basket;may be located within or behind the basket. CIP traffic barrier should be founded on a baseslab; base slab may be founded on basket. Precast barrier should be pinned behind or nearthe backface of the basket. Guardrail posts should be located behind the baskets.

Deformation:Vertical: uniform � 1 in.

differential; (V:H) � 1: 50Lateral: Welded wire fabric tends to withstand bulging better than mesh-type baskets.

Utilities & Obstructions:Utilities should not be located within baskets except pipes may pass perpendicular � throughthe baskets.

Esthetics:Generally desirable when unable to view. Generally undesirable when able to view within anurban setting. May be undesirable when able to view in a rural setting. Depends uponenvironment and community around the wall.



Estimated Cost (per ft2): Vendor ODOTtypical installed cost (range) $ 7-12typical materials only cost (range) $ 1.60-2.40typical equipment only cost (range) $ 4.80-7.20typical labor only cost (range) $ 1.90-2.40


General Remarks:(comment)

Artweld� Gabions 5.1

3


Date of product inception: Quantity constructed worldwide (approx.): Ft2




5.2


1


Tradename: Maccaferri� GabionsCompany Name: Maccaferri Gabions West Coast, Inc.Telephone: (206) 445-1050

Status: Approved-ConditionalDate: circa 1985 Rev. Date: 5/13/97 Print Date: 7/11/03



Twisted wire baskets: 0.1205 mesh, 0.1483 in. selvage wires, major axis (maximum linedimensions) � 4.75 in.

Internal connecting wire: 0.0800 in.Fasteners: 0.0800 in. gauge tie wireGabion Basket fill: per ODOT SpecificationsBackfill: per ODOT SpecificationsNote: Subject to ODOT tying and alternate fastener details; to be shown in the contract plansand specified in the specifications. SPENAX� RING clamp-on ring type fasteners are not aglobally preapproved feature of the Maccaferri Gabion Retaining Wall product. Spenax Ringsare currently being used and evaluated for basket assembly only. The review of basket-to-basket connections using Spenax Rings will be dependent upon the success of basketassembly connections. If Spenax Rings can not be installed adequately the gabion basketmust be laced with tie wire.


Height: � 15 ftWidth of Footprint: � 0.5 HHoriz. Alignment: no limitationsVertical Alignment: no limitations

Batter(s): Frontface may be either stepped (backface flush) or flush (backface stepped).Either may be vertical or battered, typically � 6�.



Live Load: None = 80 psf (Pedestrian) = 120 psf (Auto)

Maccaferri� Gabions 5.2

2

= 250 psf (Truck)Features:pedestrian facilities: sidewalk ped. rail fencingroadway facilities: traffic barrier guardrail (posts)





Remarks: Ped. rail and fencing should not be located at the frontface of the gabion basket;may be located within or behind the basket. CIP traffic barrier should be founded on a baseslab; base slab may be founded on basket. Precast barrier should be pinned behind or nearthe backface of the basket. Guardrail posts should be located behind the baskets.

Deformation:Vertical: uniform � 1 ft

differential; (V:H) � 1: 50Lateral: (comment)





Estimated Cost (per ft2): Vendor ODOTtypical installed cost (range) $typical materials only cost (range) $typical equipment only cost (range) $typical labor only cost (range) $


Maccaferri� Gabions 5.2

3

General Remarks:(comments)






5.3


1


Tradename: Terra Aqua� GabionsCompany Name: Terra Aqua GabionsTelephone: (800) 736-9089




Twisted wire baskets: 0.1205 in. mesh, 0.1483 in. selvage wires, major axis (maximum linedimensions) � 4.75 in.

Internal connecting wire: 0.0800 in.Fasteners: 0.0800 in. tie wire or Tiger-Tite� locking clipsGabion Basket fill: per ODOT SpecificationsBackfill: per ODOT SpecificationsNote: Subject to ODOT tying and alternate fastener details; to be shown in the contract plansand specified in the specifications.


Height: � 15 ftWidth of Footprint: � 0.5 HHoriz. Alignment: no limitationsVertical Alignment: no limitations

Batter(s): Frontface may be either stepped (backface flush) or flush (backface stepped).Either may be vertical or battered, typically � 6�.





Terra Aqua� Gabions 5.3

2





Remarks: Ped. rail and fencing should not be located on the frontface of the gabion basket;may be located within or behind the basket. CIP traffic barrier should be founded on a baseslab; base slab may be founded on basket. Precast barrier should be pinned behind or nearthe backface of the basket. Guardrail posts should be located behind the baskets.

Deformation:Vertical: uniform � 1 In.








General Remarks:(comments)

Terra Aqua� Gabions 5.3

3






6.1


1


Tradename: Bin-Wall� Retaining Wall Type 1Company Name: Contech Construction Products, Inc.Telephone: (510) 945-7200




Stringers, spacers, connectors and other steel components: per ODOT SpecificationsBin fill: per ODOT SpecificationsBackfill: per ODOT Specifications

6.2


1


Tradename: Bin-Wall� Retaining Wall Type 2Company Name: Contech Construction Products, Inc.Telephone: (510) 945-7200




Stringers, spacers, connectors and other steel components: per ODOT SpecificationsBin fill: per ODOT SpecificationsBackfill: per ODOT Specifications

8.1


1


Tradename: Keystone� (Conventional Segmental) Retaining Wall SystemCompany Name: Keystone Retaining Wall Systems, Inc.Telephone: (800) 733-7470

Status: Approved-ExperimentalDate: 10/16/96 Rev. Date: 12/11/96 Print Date: 7/11/03



Segmental Retaining Wall (SRW) Units:Name Height (in) Length (in) Width (in) Weight (lb)

Standard Unit 8 18 21.5 95InternationalCompac Unit

8 18 12.25 84

Mini Unit 4 18 10.5 44Angle Caps 4 & 8 --- --- ---Straight SideCaps

4 & 8 --- --- ---

90� Corner Units 4 & 8 --- --- ---Planter Wall Unit 4 18 21 95

Shear Connectors: fiberglass pins: fv=6400psi, ft=110 ksi (2 pins per unit)Leveling Pad: compacted gravel, crushed rock or unreinforced concreteSRW Unit Fill: per ODOT SpecificationsBackfill: per ODOT SpecificationsRemarks: Two SRW unit styles: Sculptured Rock Face & Classic Straight Sculptured RockFace. Colors: Gray (standard), Tan, & Brown. Custom colors by special order (contactvendor).


HEIGHT (in)SRW Unit: Standard Unit International Compac Unit

Batter: 128:1 8:1 128:1 8:1Loading Cond.:Level backslope& foreslope

54 70 30 38

1:2 backslope &level foreslope

45.5 57.5 25.25 32.25

Width of Footprint: � SRW Unit length + 12 in.Horiz. Alignment: Convex curves � 42 in. at top of wall. Concave curves � 42 in. Standard

angles = 45�, 90�, & 135�. 90� corners use Corner Units.

Keystone� (Conventional Segmental) Retaining Wall System 8.1

2

Vertical Alignment: Top of wall stepped. Steps dependent on SRW unit height.

Batter(s): 128:1, 16:1, 18:1; dependent on SRW unit/Shear Connector alignment









Remarks: Place SRW Units level. Foundation stepped based on SRW Unit height. Embed 12in. minimum.




Esthetics:(comment)



Keystone� (Conventional Segmental) Retaining Wall System 8.1

3



General Remarks:See 9.11 for MSE-extensible product summarySee 10.15 for MSE-inextensible product summary






8.2


1


Tradename: Anchor Diamond� (Conventional Segmental) Retaining WallCompany Name: Anchor Wall SystemsTelephone: (503) 669-7612

Status: Approved-ConditionalDate: 3/16/95 Rev. Date: 9/15/00 Print Date: 7/11/03



Segmental Retaining Wall (SRW) Units:Name Height (in) Width (in) Length (in) Weight (lb)

DiamondBeveled Unit

6 16 12 66

DiamondStraight Unit

6 17.25 12 71

Diamond CapUnit

3 17.25 10 31

Leveling Pad: compacted gravel, crushed rock or unreinforced concreteBackfill: per ODOT SpecificationsRemarks: Two SRW unit styles: Beveled & Straight, both Split Face pattern. Standard colors:Gray, & Tan. Custom colors by special order (contact vendor).

Geometry & Applications:Note: Unique geometry, applications or appurtenances not stated (e.g., terraced, back-to-back, narrow base orluminaire or sign support facilities) or “critical” applications other than bridge abutments (e.g., retaining structuressupporting buildings, critical utilities or other facilities for which the consequences of poor performance or failure wouldbe severe) require special investigation, review, and/or design by designer of record.

Height: � 4 ft for level backslope without surcharge.Remarks: Sloped backslopes will reduce these values and require calculation.Width of Footprint: � SRW Unit length + 12 in.Horiz. Alignment: Horizontal curves dependent on SRW Unit; see table below. Standard

angles = 45� & 90�.RADII (in)

SRW Unit: Diamond Beveled Unit Diamond Straight UnitConvex (outside) min. 24 (top course) 48 (top course)Concave (inside) min. 48 (first course) 96 (first course)Vertical Alignment: Top of wall stepped. Steps dependent on SRW unit height.

Batter(s): 1.125 in. setback per SRW Unit (� 10�)


level sloping; V:H � 1: 2 (live load not applicable)

Anchor Diamond� (Conventional Segmental) Retaining Wall 8.2

2

broken-back (generally includes live load)







Remarks: Place SRW Units level. Foundation steps = 152 mm. Embed 300 mm minimum.




Esthetics:(comment)





Anchor Diamond� (Conventional Segmental) Retaining Wall 8.2

3

General Remarks:See 9.2 for MSE-extensible product summary






8.4


1


Tradename: Allan Block� (Conventional Segmental) Retaining Wall SystemCompany Name: Allan Block Corp.Telephone: (800) 279-5309




Segmental Units:Name Height (in) Width (in) Length (in) Weight (lb)

AB Original 7 16 12 65AB Stones 8 18 12 75AB Three 8 18 12 75AB Rocks 8 18 12 71AB Lite Stones 4 18 12 35AB Lite Rocks 4 18 12 35AB Junior 6 8 8 20AB Capstone --- --- --- ---Unit Fill: per ODOT SpecificationsBackfill: per ODOT SpecificationsRemarks: See following height table for individual unit limitations. Units AB Three, AB LiteStones and AB Junior may be combined to produce random pattern Ashlar style appearance.See Retaining Structures Coordinator for details.


Height: � ftWidth of Footprint: � ftHoriz. Alignment: (note curve limitations, corners, etc.)Vertical Alignment: (note grade limitations, tops of elements, etc.)

Batter(s): (note batter or range of batters)


level sloping; V:H � 1: (live load not applicable) broken-back (generally includes live load)

Live Load: None = 80 psf (Pedestrian)

Allan Block� (Conventional Segmental) Retaining Wall System 8.4

2

= 120 psf (Auto) = 250 psf (Truck)






Remarks: (comment)

Deformation:Vertical: uniform � in



Esthetics:(comment)







Allan Block� (Conventional Segmental) Retaining Wall System 8.4

3





8.11


1


Tradename: Anchor Vertica� (Conventional Segmental) Retaining WallCompany Name: Anchor Wall SystemsTelephone: (503) 669-7612

Status: Approved-ExperimentalDate: 12/13/96 Rev. Date: 12/13/96 Print Date: 7/11/03




Vertica Pro Unit 8 18 22.25 115Vertica Unit 8 18 11.5 86Vertica Half-HighUnit

4 18 11.5 44

Vertica Cap 4 17.25 10 40Vertica Corner 8 18 9 99Leveling Pad: compacted gravel, crushed rock or unreinforced concreteSRW Unit Fill: per ODOT SpecificationsBackfill: per ODOT SpecificationsRemarks: All SRW units are a Split Face pattern: Colors - contact vendor.


HEIGHT (in)SRW Unit: Vertica Pro Unit Vertica Unit

Loading Cond.:Level backslope & foreslope 54 30Remarks: Sloped backslopes will reduce these values and require calculation.Width of Footprint: � SRW Unit length + 12 in.Horiz. Alignment: Horizontal curves dependent on SRW Unit; see table below. 90� corners

use Corner Units.RADII (in)

SRW Unit: Vertica Pro Unit Vertica UnitConvex (outside) min. 66 (@ face) 42 (@ face)Level backslope & foreslope 48 (@ face) 48 (@ face)Vertical Alignment: Top of wall stepped. Steps dependent on SRW unit height.

Batter(s): 4� (� 0.5 in. setback per SRW Unit)

Anchor Vertica� (Conventional Segmental) Retaining Wall 8.11

2









Remarks: Place SRW Units level. Foundation steps = 6 in. Embed 12 in. minimum.




Esthetics:(comment)



Anchor Vertica� (Conventional Segmental) Retaining Wall 8.11

3



General Remarks:See 9.18 for MSE-extensible product summary

.Vendor:Construction Experience:





9.2


1


Tradename: Anchor Diamond� (MSE) Retaining Wall SystemCompany Name: Willamette GraystoneTelephone: (503) 669-7612





DiamondBeveled Unit

6 16 12 66

DiamondStraight Unit

6 17.25 12 71

Diamond CapUnit

3 17.25 10 31

Soil Reinforcement: Tensar geogrid or AMOCO 2044 geogridLeveling Pad: compacted gravel, crushed rock or unreinforced concreteBackfill: per ODOT SpecificationsRemarks: Two SRW unit styles: Beveled & Straight, both Split Face pattern. Standard colors:Gray, & Tan. Custom colors by special order (contact vendor).


Height: � 8 ftWidth of Footprint: � 0.7HHoriz. Alignment: Horizontal curves dependent on SRW Unit; see table below. Standard

angles = 45� & 90�.RADII (in)

SRW Unit: Diamond Beveled Unit Diamond Straight UnitConvex (outside) min. 24 (top course) 48 (top course)Concave (inside) min. 48 (first course) 96 (first course)Vertical Alignment: Top of wall stepped. Steps dependent on SRW unit height.

Batter(s): 1.125 in. setback per SRW Unit (� 10�)


level sloping; V:H � 1: (live load not applicable)

Anchor Diamond� (MSE) Retaining Wall 9.2

2








Remarks: (comment)



Utilities & Obstructions:Reinforced volume should not contain utilities

Esthetics:(comment)





Anchor Diamond� (MSE) Retaining Wall 9.2

3

General Remarks:See 8.2 for Conventional Segmental product summary






9.3


1


Tradename: Allan Block� (MSE) Retaining Wall SystemCompany Name: Allan Block Corp.Telephone: (800) 279-5309




Segmental Units:Name Height (in) Width (in) Length (in) Weight (lb)

AB Original 7 16 12 65AB Stones 8 18 12 75AB Three 8 18 12 75AB Rocks 8 18 12 71AB Capstone --- --- --- ---Soil Reinforcement: Huesker Fortrac 35/20-20 geogrid; RFCR = ???, RFID = ???, RFD = ???Unit Fill: per ODOT SpecificationsBackfill: per ODOT Specifications


Height: � 8 ft.Width of Footprint: � 0.7 HHoriz. Alignment: Convex curves � 1220 mm at top of wall. Concave curves � 1220 mm.

90� corners use Corner Units.Vertical Alignment: Top of wall stepped. Steps dependent on SRW unit height.

Batter(s): 1.5 in. setback per block (�12�)




Features:

Allan Block� (MSE) Retaining Wall System 9.3

2

pedestrian facilities: sidewalk ped. rail fencingroadway facilities: traffic barrier guardrail (posts)





Remarks: (comment)



Utilities & Obstructions:Reinforced volume should not contain utilities.

Esthetics:(comment)






Allan Block� (MSE) Retaining Wall System 9.3

3






9.12


1


Tradename: GeoWeb Cellular Confinement System (MSE Retaining WallFacade)

Company Name: Soil Stabilization Products Co.Telephone: (800) 523-9992




Soil Reinforcement: project specific geotextile designFacade: 8 in. nominal dia. geocellInfill: project specific; determine and include in Special Provisions. For vegetated facingsrecommend exterior exposed cells be topsoil suitable for supporting plant growth and interiorcells be sand, 0.75 in. granular backfill or controlled low density fill (lean concrete).Backfill: per ODOT Specifications


Height: � 30 ft.Width of Footprint: � 0.7HWidth of Facade (geocell): � 40 in. for vegetated facingsWidth of Facade (geocell): � 32 In. for non-vegetated facingsHoriz. Alignment: no limitationsVertical Alignment: no limitations; geocell material may be cut to desired profile

Batter(s): 1:6





GeoWeb� Cellular Confinement System (MSE Retaining Wall Facade) 9.12

2





Remarks: (comment)

Deformation:Vertical: uniform � in.



Esthetics:(comment)





General Remarks:Zoned walls not recommended at this time.

GeoWeb� Cellular Confinement System (MSE Retaining Wall Facade) 9.12

3






9.19


1


Tradename: ARES� Retaining Wall SystemCompany Name: Tensar Earth Technologies, Inc.Telephone: 360-297-5181




Backfill: per ODOT SpecificationsSoil Reinforcements: Extensible geogrids; Tensar uniaxially drawn HDPE UX1600HS &

UX1700HSFacade: Precast concrete facing panels; standard rectangular panel � 5 ft x 9 ft x 5.5 in

with embedded retention slot. Specialty panels cast as required.Neoprene bearing pads: (for use between panels)Filter Cloth: (for use behind precast concrete panels at joints)Leveling pad: 6 in. x 12 in. unreinforced cast-in-place (CIP) concreteCoping: Precast or CIPRemarks: Modify gradation of backfill immediately behind panels to create a ‘rapid’ drainingmaterial, when applicable.


Height: � 15 ft.Width of Footprint: � 0.7HHoriz. Alignment: Curves chorded. Standard rectangular panels used for most large radius

highway curves (Radii �210 ft.). Non-standard specialty panels cast forsmall radius curves (R < 210 ft.) and other atypical geometry conditions.Angle points can be accommodated through a range of angles (min.acute angle = 75�)

Vertical Alignment: Sloping top of wall profiles typically accommodated with CIP coping.Special panels may be cast if top of wall coping is not desired.

Min. Embedment: 24 in.Batter(s): typically none; vertical



ARES� Retaining Wall System 9.19

2






Special Applications: vegetated face water earthquake (See following Remarks) bridge abutment marine

Remarks: Connection capacity may be a concern under earthquake loads for taller walls.Designer of Record should perform case by case review of each wall for which earthquakeloads are deemed applicable.



Utilities & Obstructions:MSE volume should not include utilities.

Esthetics:Panels may be cast using a formliner to provide various aesthetic treatments.

Durability: high moderate lowGeogrid should be nearly inert in backfill meeting ODOT MSE Granular Backfill specificationsand not subject to infiltration of deleterious lechates. Steel reinforcement in precast concretepanels is deemed most susceptible; it is located 1 in. from the panel surface. Corrosion ofwhich could occur if panel damaged during construction or while in service or located in anaggressive environment (e.g., costal marine environment).

Constructibility: easy moderate difficultapproximate face area able to construct per day: __1400_ ft2 (__6_ man crew)(comment on required equipment, manpower, etc.)

ARES� Retaining Wall System 9.19

3

Estimated Cost (per ft2 face): Vendor ODOTtypical installed cost (range) $ 18-24 n/atypical materials only cost (range) $ 9-14typical equipment only cost (range) $ n/ptypical labor only cost (range) $ 9-14

Product Performance: good average fairODOT does not have sufficient performance history to assess this item at this time.

General Remarks:Combined Reduction Factor (RFCR*RFID*RFD) = 4.26Pullout Interaction Coefficient limited to 0.75� for all cases.


Date of product inception: 1996 Quantity constructed worldwide (approx.): 141,000 ft2

Date of product first use in Oregon (DOT): n/aQuantity constructed in Oregon (DOT) (approx.): 0 ft2

Supply Capability: Panels precast at local yard. Production and supply dependent upon localprecasters capability. Geogrid for projects will be shipped from Georgia(supply not a concern). Local stock (limited quantity) available in Hillsboro,OR.

Construction Support: good average fairODOT does not have sufficient performance history to assess this item at this time.

9.22


1


Tradename: Mesa Retaining Wall SystemCompany Name: Tensar Earth Technologies, IncTelephone: (360) 297-5181

Status: Approved-ConditionalDate: 8/9/00 Rev. Date: Print Date: 7/11/03



Segmental Retaining Wall (SRW) Units: Standard & High Performance Units 8 inx12 inx18 in,75 lb. and 8 inx12 inx16 in, 75 lbShear Connectors: fiberglass pins shear strength exceeds geogridLeveling Pad: Cast in Place concrete padSoil Reinforcement: Tensar UX series geogrid; RFid = 1.25, RFcr = 2.65, RFd = 1.1SRW Unit Fill: per ODOT SpecificationsBackfill: per ODOT SpecificationsRemarks: All units are a Split Face pattern. Colors – contact vendor.


Height: � 30 ft.Width of Footprint: � 0.7 HHoriz. Alignment: Convex or Concave curves > 55 in., corners, etc.Vertical Alignment: Top of wall stepped. Steps dependent on SRW unit height.

Batter(s): Vertical , 13:1; dependent on SRW unit/Shear Connector alignment





Mesa� Retaining Wall System 9.22

2





Remarks: The HITEC report does not include bridge abutments design.



Utilities & Obstructions:Reinforced volume should not contain utilities

Esthetics:(comment)



Estimated Cost (per ft2 face): Vendor ODOTtypical installed cost (range) $ 23 typical materials only cost (range) $ 7.00typical equipment only cost (range) $ 6.70typical labor only cost (range) $ 9.20


General Remarks:Note fiberglass pins are placed over geogrid. Maximum height of wall is 56 ft. with levelbackfill and no surcharge, 20 ft. height is a guideline for typical ODOT uses.


Date of product inception: 1995 Quantity constructed worldwide (approx.): 1,000,000+ ft2

Date of product first use in Oregon (DOT): N/AQuantity constructed in Oregon (DOT) (approx.): 54,000 ft2

Mesa� Retaining Wall System 9.22

3

Supply Capability: 5000 block per day


10.1


1


Tradename: Reinforced Earth� (Cruciform Panel) Retaining Wall SystemCompany Name: The Reinforced Earth CompanyTelephone: (949) 587-3060




MSE Granular Backfill: per ODOT SpecificationsSoil Reinforcements: inextensible steel straps; 0.1570 in.(8 ga.) x 2 in. x design lengthFacade: precast concrete facing panels; standard cruciform panel � 5 ft. x 5 ft. x either 5.5

in. or 7.5 in. with steel tie straps. Specially cut, bent or sloping panelsmanufactured as required by the geometry of the structure.

Fasteners: 0.5 in. dia. structural galvanized bolts, nuts and washersAlignment pins: (for use to aid in precast concrete panel alignment)Rubber bearing pads: (for use between panels)Filter Cloth: (for use behind precast concrete panels at joints)Leveling pad: 6 in. x 12 in. unreinforced cast-in-place (CIP) concreteCoping: 12 in. x 24 in. precast or CIPRemarks: Modify gradation of backfill immediately behind panels to create a ‘rapid’ drainingmaterial.


Height: � 40 ft. warrant no further review. Heights in excess of 40 ft. require projectspecific preapproval by ODOT engineer of record.

Width of Footprint: � 0.7HHoriz. Alignment: Radii: R � 65 ft. for standard panel; R < 65 ft. requires special panel.Vertical Alignment: irregularities hidden by coping

Batter(s): none; vertical




Reinforced Earth� (Cruciform Panel) Retaining Wall System 10.1

2

= 250 psf (Truck)



level Level foreslopes warrant no further review. Other foreslopes require projectspecific preapproval by ODOT engineer of record.

sloping; V:H � 1:Features:

pedestrian facilities (if no sidewalk and live load present, consider as a roadway facility) roadway facilities (protect frontface from live load impact)


Remarks: Attach rails and fencing to top of coping. Do not attach or allow transfer of load tofacing elements; transfer load to top of MSE volume via base slab. Guardrail posts requireproject specific preapproval by ODOT Engineer of Record. Note seismic requirements oncontract plans when applicable. Bridge abutment surcharge shall be limited to 5 ksf.



Utilities & Obstructions:MSE volume should not include utilities unless special consideration has been taken toaccount for accessibility, effects of failure of drainage utilities or future needs. Luminaires andSign Supports should not be attached to the facing panels. These appurtenances have beenaccommodated using CIP columns at the wall frontface, shaft foundations through the MSEvolume, or base slabs (similar to traffic barrier designs) to transfer the load to the top of theMSE volume.

Esthetics:Panels may be cast using a formliner to provide various aesthetic treatments. Severalstandard formliners provided by RECO at negligable additional cost.



Reinforced Earth� (Cruciform Panel) Retaining Wall System 10.1

3









10.3

Data provided in this ODOT Product Summary indicates the bounds of the most recently documented product review.Conditions of Use and Limitations noted may or may not be the actual limits of the product. Retaining structureapplications within the above Conditions of Use / Limitations do not require further review before specifying. Applicationsoutside these Conditions of Use / Limitations require further project specific investigation/review and documentationbefore being specified.

1


Tradename: Reinforced Soil Embankment� (Shadow Panel)Company Name: Hilfiker WallsTelephone: 800-762-8962

Status: Approved-ConditionalDate: Circa 1985 Rev. Date: 2-14-96 Print Date: 7/11/03



MSE Granular Backfill: per ODOT SpecificationsSoil Reinforcements: Inextensible, galvanized; WWF 6x24 - W4.5xW7, W7xW7,

W9.5xW9.5, W12xW9.5 or W14xW9.5 Precast Facing Panels: concrete; std. panel � 2.0 ft. x 12.5 ft. x 4.5 in.Leveling Pad: precast or CIP concrete; 8 in. x 18 in.Cap: precast concrete; 11 in. x 11 in., slopedFasteners: "Mat Bars"Bearing Pads


Height: � 30 ft.Width of Footprint: � 0.7HHoriz. Alignment: Vertical Alignment: stepped; limited by precast panel






Reinforced Soil Embankment� (Shadow Panel) 10.3

2





Remarks: Ped. rail and fencing may be attached to wall coping. CIP traffic barrier shouldtransfer load to MSE volume via a base slab; base slab should not load facing panels.Guardrail posts passing through any layer of soil reinforcement requires special consideration(obstruction design).



Utilities & Obstructions:MSE volume should not contain any utilities unless special consideration has been taken toaccount for accessibility, effects of failure of drainage utilities, or future needs. Luminairesand Sign Supports should not be attached to the facing panels. These appurtenances havebeen accommodated using CIP columns at the wall frontface, shaft foundations through theMSE volume, or base slabs (similar to traffic barrier designs) to transfer the load to the top ofthe MSE volume.

Esthetics:Panel shape provides columar appearance. Can not incorporate formliners.



Estimated Cost (per ft2 face): Vendor ODOTtypical installed cost (range) $ 20 – 25 25typical materials only cost (range) $ 12 – 16typical equipment only cost (range) $ 5typical labor only cost (range) $ 3



Reinforced Soil Embankment� (Shadow Panel) 10.3

3






10.4


1


Tradename: Welded Wire Wall (18 in. or 24 in. Lifts)Company Name: Hilfiker WallsTelephone: 800-762-8962




MSE Granular Backfill: per ODOT SpecificationsSoil Reinforcements: inextensible, galvanized; WWF 6x9 – W3.5xW3.5, W4.5xW3.5,

W7xW3.5, W9.5xW4, or W12xW5 Stiffener Mats: galvanized; WWF 6x9 – W7xW2.1Backing Mat: galvanized; WWF 2x6 – W2.1xW2.1Hardware Cloth: galvanized; 0.25 in. mesh


Height: � 30 ft.Width of Footprint: � 0.7HHoriz. Alignment: (note curve limitations, corners, etc.)Vertical Alignment: (note grade limitations, tops of elements, etc.)

Batter(s): 1:48 or 1:6






level

Welded Wire Wall (18 in. or 24 in. Lifts) 10.4

2

sloping; V:H � 1:



Remarks: CIP traffic barrier should transfer load to MSE volume via a base slab; base slabshould not directly load facing elements. Guardrail posts passing through any layer of soilreinforcement requires special consideration (obstruction design). Note seismic requirementson contract plans when applicable. Bridge abutment surcharge shall be limited to 239 kPa.


differential; (V:H) � 1: 50Lateral: Facing elements may buckle if compaction of material directly behind facing elementsis not adequately performed.

Utilities & Obstructions:MSE volume should not contain any utilities unless special consideration has been taken toaccount for accessibility, effects of failure of drainage utilities, or future needs. Luminaires andSign Supports should not be attached to the facing elements. These appurtenances havebeen accommodated using CIP columns at the wall frontface, shaft foundations through theMSE volume, or base slabs (similar to traffic barrier designs) to transfer the load to the top ofthe MSE volume.

Esthetics:Esthetically pleasing wire face for both urban and rural settings.



Estimated Cost (per ft2 face): Vendor ODOTtypical installed cost (range) $ 12 – 16 25typical materials only cost (range) $ 6 – 8typical equipment only cost (range) $ 4 – 5typical labor only cost (range) $ 2 - 3



Welded Wire Wall (18 in. or 24 in. Lifts) 10.4

3






10.5


1


Tradename: Reinforced Soil Embankment� (Smooth Face)Company Name: Hilfiker WallsTelephone: 800-762-8962




MSE Granular Backfill: per ODOT SpecificationsSoil Reinforcements: inextensible, galvanized; WWF 6x12 - W4.5xW3.5, W7xW3.5 or

W9.5xW4Facade: precast concrete Facing Panels; std. panel � 2.75 ft. x 12.5 ft. x 5 in. with D4 or

D5 panel anchors. Nonstandard panels manufactured as required.Fasteners: W12 Connecting PinsBearing PadsAlignment Pins: 0.75 in. dia. x 12 in.Filter ClothCoping: precast or CIP concreteLeveling Pad: precast or CIP concrete; optional


Height: � 15 ft.Width of Footprint: � 0.7HHoriz. Alignment: (note curve limitations, corners, etc.)Vertical Alignment: special panels may be manufactured to chord top of wall profile.





Features:pedestrian facilities: sidewalk ped. rail fencing

Reinforced Soil Embankment� (Smooth Face) 10.5

2

roadway facilities: traffic barrier guardrail (posts)





Remarks: MSE volume should not contain any utilities unless special consideration has beentaken to account for accessibility, effects of failure of drainage utilities, or future needs.



Utilities & Obstructions:Standard panel is smooth concrete. Formliners may be incorporated to provide aesthetictreatment.

Esthetics:(comment)



Estimated Cost (per ft2 face): Vendor ODOTtypical installed cost (range) $ 20 – 25typical materials only cost (range) $ 10 – 14typical equipment only cost (range) $ 6typical labor only cost (range) $ 4



Reinforced Soil Embankment� (Smooth Face) 10.5

3






10.6


1


Tradename: Eureka Reinforced SoilCompany Name: Hilfiker WallsTelephone: 800-762-8962

Status: Approved-ConditionalDate: 2/1/96 Rev. Date: 1/27/98 Print Date: 7/11/03



MSE Granular Backfill: per ODOT SpecificationsSoil Reinforcements: inextensible, galvanized; WWF 6x9 - W3.5xW3.5, W4.5xW3.5,

W7xW3.5, W9.5xW4, or W12xW5 Stiffener Mats: galvanized; WWF 6x9 - W7xW3.5 Backing Mat: galvanized; WWF 6x3 - W5xW2.1 Hardware Cloth: galvanized; 0.25 in. meshGeotextile Filter Fabric: (allowable with CIP Facing only)CIP Facing: Minor Structure Concrete per ODOT SpecificationsCIP Facing Anchors: clamp connection consisting of angle, plate, nuts and bolts, and

anchor rod 0.5 in. to 0.75 in. coil rod and 10 in. x 10 in. x 6 in. anchorblock.

Full-height PrecastFacing Panels:

UNDER EVALUATION. MAY BE CONSIDERED ON A PROJECTBY PROJECT BASIS. DISCUSS APPLICATION WITHRETAINING STRUCTURES COORDINATOR.


Height: � 30 ft.Width of Footprint: � 0.7HHoriz. Alignment: (note curve limitations, corners, etc.)Vertical Alignment: (note grade limitations, tops of elements, etc.)

Batter(s): vertical; other batters possible with CIP face.




Eureka Reinforced Soil 10.6

2

= 250 psf (Truck)






Remarks: CIP traffic barrier should transfer load to MSE volume via a base slab; base slabshould not load facing element. Guardrail posts passing through any layer of soilreinforcement requires special consideration (obstruction design). Note seismic requirementson contract plans when wall designed for earthquake. Bridge abutment surcharge shall belimited to 5 ksf.


differential; (V:H) � 1: 50 prior to placing CIP concrete facingLateral: Facing elements may buckle if compaction of material directly behind facing elementsis not adequately performed.

Utilities & Obstructions:MSE volume should not contain any utilities unless special consideration has been taken toaccount for accessibility, effects of failure of drainage utilities, or future needs.

Esthetics:Formliners typically incorporated on CIP face.



Estimated Cost (per m2 face): Vendor ODOTtypical installed cost (range) $ 22 – 34typical materials only cost (range) $ 5 – 8typical equipment only cost (range) $ 6 – 8typical labor only cost (range) $ 7 - 10


Eureka Reinforced Soil 10.6

3







10.7


1


Tradename: Retained Earth� (Square Panel) Retaining Wall SystemCompany Name: Foster GeotechnicalTelephone: (619) 688-2400




MSE Granular Backfill: per ODOT SpecificationsSoil Reinforcement: Inextensible, Welded Wire Reinforcement (Mesh) strips, typically W11,

W15 or W20 Facade: precast concrete facing panels Square; 5 ft. x 5 ft. x 6.5 in. or 10 ft. x 10 ft. x 6.5

in. with 0.25 or 0.375 in. clevis connectors (loop embeds). Nonstandard panelsmanufactured as required.

Soil Reinforcement Fasteners: ‘Mesh Connector Pin’Alignment Pins: 0.5 in. dia. steel pins (for use to aid in precast concrete panel alignment)Bearing Pads: (use between precast conrete panels)Filter Cloth: (for use behind precast concrete panels at joints)Coping: 12 in. x 24 in. precast or cast-in-place (CIP) concrete copingLeveling Pad: 6 in. x 12 in. unreinforced CIP concrete pad


Height: � 40 ft.Width of Footprint: � 0.7HHoriz. Alignment: Vertical Alignment:





Foster-Geotechnical Retained Earth� (Square Panel) Retaining Wall System 10.7

2






Remarks: CIP traffic barrier should transfer load to MSE volume via a base slab; base slabshould not directly load facing elements. Sidewalks should not be attached to or directly bearupon facing panels. Guardrail posts passing through any layer of soil reinforcement requiresspecial consideration (obstruction design). Note seismic requirements on contract plans whenapplicable. Bridge abutment surcharge shall be limited to 5 ksf.

Deformation:Vertical: uniform � 1 ft.


Utilities & Obstructions:MSE volume should not contain any utilities unless special consideration has been taken toaccount for accessibility, effects of failure of drainage utilities, or future needs. Luminaires andSign Supports should not be attached to the facing elements. These appurtenances havebeen accommodated using CIP columns at the wall frontface, shaft foundations through theMSE volume, or base slabs (similar to traffic barrier designs) to transfer the load to the top ofthe MSE volume.

Esthetics:Panels may be cast using a formliner to provide various aesthetic treatments.




Foster-Geotechnical Retained Earth� (Square Panel) Retaining Wall System 10.7

3








10.11


1


Tradename: Pyramid� Modular Block Retaining Wall SystemCompany Name: The Reinforced Earth Co.Telephone: (714) 587-3060




MSE Granular Backfill: per ODOT SpecificationsSoil Reinforcements: inextensible, galvanized; Welded Wire Reinforcement W7 or W11Segmental Retaining Wall (SRW) Units:

Name Height (in) Width (in) Length (in) Weight (lb)Standard Unit 8 15.625 9.625 ---Corner Unit 8 13.625 5.875 ---Cap Unit --- --- --- ---

Fasteners: W14.5 x 24” connector pins with W6 x 2” cross wireNote: Geogrid reinforced soil volume not reviewed at this time and is not acceptable.


Height: � 20 ft.Width of Footprint: � 0.7HHoriz. Alignment: Radii: convex � 5 ft., concave � 5 ft. Corners require 900 corner unit.Vertical Alignment:






Pyramid� Modular Block Retaining Wall System 10.11

2





Remarks: Proprietor recommends 24 in. min. embedment.



Utilities & Obstructions:MSE volume should not include utilities unless special consideration has been taken toaccount for accessibility, effects of failure of drainage utilities or future needs.

Esthetics:(comment)






Pyramid� Modular Block Retaining Wall System 10.11

3






10.12


1


Tradename: Terratrel� (Concrete Clad Face) Retaining Wall SystemCompany Name: The Reinforced Earth Co.Telephone: (714) 587-3060

Status: Approved-ConditionalDate: 1/26/96 Rev. Date: Print Date: 7/11/03



MSE Granular Backfill: per ODOT SpecificationsSoil Reinforcements: inextensible ‘ladders’, galvanized or epoxy coated, W11 (0.374”) or

W7 (0.299”) Wire facing elements: epoxy coated or galvanized; (Wire sizes in English):

Type ‘A’ W4.0xW8.0 9 ft. x 3.3333 ft.Type ‘B’ W4.0xW8.0 9 ft. x 1.6667ft.Type ‘P’ W4.0xW8.0 9 ft. x 4.1667 ft.Type ‘Q’ W4.0xW8.0 9 ft. x 2.5 ft.Type ‘L’ W4.0xW2.5 9 ft. x ? ft. (base unit)

Facade: Minor Structure Concrete per ODOT Specifications; 9 in. min. thicknessConnector: Handlebar connector (epoxy coated or galvanized) - Type ‘B’ D14.5Soil Retention Fabric: Matrex MX4 Geotextile; (for use behind facing elements)


Height: � 25 ft.Width of Footprint: � 0.7HHoriz. Alignment: Radii: no limitation. Note: change in batter effects change in radii which

effects match-up of facing elements. No limitation to corners.Vertical Alignment: (note grade limitations, tops of elements, etc.)

Batter(s): Face typically constructed with no batter; vertical, however battering the face ispossible.




Terratrel� (Concrete Clad Face) Retaining Wall System 10.12

2






Remarks: Proprietor recommends 24 in. min. embedment. Do not attach or allow transfer ofbarrier or sidewalk coping loads to facing elements; transfer load to top of MSE volume viabase slab. Guardrail posts require project specific preapproval by ODOT Engineer of Record.


differential; (V:H) � 1: 50 prior to placing CIP concrete facadeLateral: Facing elements may buckle if compaction of material directly behind facing elementsis not adequately performed.

Utilities & Obstructions:MSE volume should not include utilities unless special consideration has been taken toaccount for accessibility, effects of failure of drainage utilities or future needs.

Esthetics:Aesthetic concerns regarding the wire facing should consider that a permanent CIP concretefacing is required. The designer should consider the construction tolerance requirement of thewire facing (refer to construction spec) and the effects to the CIP concrete face.





Terratrel� (Concrete Clad Face) Retaining Wall System 10.12

3







10.15


Tradename: Keysystem™ 1 (MSE) Retaining Wall System Company Name: Keystone Retaining Wall Systems, Inc. Telephone: (800) 733-7470 Status: Approved-Conditional Date: 5/18/01 Rev. Date: Print Date: 6/11/01 Proprietorship: Category 1 -- Non-Proprietary Category 3 – Non-Proprietary Category 2 -- Proprietary Category 4 -- Proprietary Product: Materials/Components: Segmental Retaining Wall (SRW) Units: Standards & International Compac (Keysystem 1)

Units 203x546x457, 43 kg and 203x305x457, 38kg Shear Connectors: 14 mm dia. Galv. Steel connector pins (at ladder reinforcements)

12 mm dia. Pultruded fiberglass alignment pins (at other locations) Leveling Pad: Cast in Place concrete pad Soil Reinforcement: inextensible ‘ladders’, galvanized, W6, W7.5, W9.5, W11 or W14 SRW Unit Strength: per ODOT Specifications (28 Mpa) Backfill: per ODOT Specifications Remarks: All units are a Split Face pattern. Colors – contact vendor. Geometry & Applications: Note: Unique geometry, applications or appurtenances not stated (e.g., terraced, back-to-back, narrow base or

luminaire or sign support facilities) or “critical” applications other than bridge abutments (e.g., retaining structures supporting buildings, critical utilities or other facilities for which the consequences of poor performance or failure would be severe) require special investigation, review, and/or design by designer of record.

Height: ≤ 15 m Width of Footprint: ≈ 0.7H Horiz. Alignment: Convex or Concave curves > 1097 mm, corners 45, 90, etc. Vertical Alignment: Top of wall stepped. Steps dependent on SRW unit height. Batter(s): 128:1 (Near Vertical) and vertical Top of Wall: Backslope: level sloping; V:H ≤ 1: 2 (live load not applicable) broken-back (generally includes live load) Live Load: None = 3.8 kPa (Pedestrian) = 5.7 kPa (Auto) = 12.0 kPa (Truck) Features: pedestrian facilities: sidewalk ped. rail fencing roadway facilities: traffic barrier guardrail (posts)

Data provided in this summary indicates the bounds of ODOT’s most recently documented product review and acceptance. This data may or may not be the actual limits of the product. Retaining structure applications within the above limits do not require further review to specify. Applications outside these limits require further project specific investigation/review and documentation before being specified. 1

Keysystem™ 1 (MSE) Retaining Wall System 10.15

Bottom of Wall: Foreslope: level sloping; V:H ≤ 1: 2 Features: pedestrian facilities (if no sidewalk and live load present, consider as a roadway facility) roadway facilities (protect frontface from live load impact) Special Applications: vegetated face water earthquake bridge abutment marine Remarks: Recommended 900 mm min. embedments

Seismic accelerations > 0.3g require special design for the upper 3m of wall. Deformation: Vertical: uniform ≤ 25 mm differential; (V:H) ≤ 1: 200 Lateral: Utilities & Obstructions: MSE volume should not include utilities unless special consideration has been taken to

account for accessibility, effects of failure of drainage utilities or future needs. Esthetics: See vendor brochures for pictures Durability: high moderate low (comment on effects of deleterious environmental factors, i.e., lechates, salts, corrosion, etc.) Constructibility: easy moderate difficult approximate face area able to construct per day: ______ m2 (____ man crew) (comment on required equipment, manpower, etc.) Estimated Cost (per m2 face): Vendor ODOT typical installed cost (range) $ 250 typical materials only cost (range) $ 77 typical equipment only cost (range) $ 73 typical labor only cost (range) $ 100 Product Performance: good average fair ODOT does not have sufficient performance history to assess this item at this time. General Remarks: No stray electrical currents, no utilities within the select fill volume. Verify calculations are per

AASHTO: Use K=2.5 coefficient of lateral earth pressure at top of wall Use Steel Grid allowable 0.48Fy not Strip allowable 0.55Fy Use either Meyerhoff Method of Simplified Method of computing vertical earth pressures

2

Keysystem™ 1 (MSE) Retaining Wall System 10.15

Vendor: Construction Experience: Date of product inception: 2001 Quantity constructed worldwide (approx.): 100,000 + m2 Date of product first use in Oregon (DOT): NA Quantity constructed in Oregon (DOT) (approx.): NA m2 Supply Capability: 5000 block per day Construction Support: Good Average Fair

3

10.20


1


Trade name: MSE Plus™Company Name: SSL, LLCTelephone: 831-430-9300

Status: Approved - ExperimentalDate: 5/15/00 Rev. Date: Print Date: 7/11/03



Backfill: per ODOT SpecificationsFacing Panels: 4.94 ft. X 5.94 ft. or 4.94 ft. X 11.88 ft.

6 in. thick or 7 in. thick4000 psi or 5000 psiReinforcement is #4 bars in each direction.

Soil Reinforcements: W11X11, W11X15, W11X20 or W11X24. Shop prebent, hot dipgalvanized.0.75 in. HDPE bearing pad used on all horizontal joints.Filter fabric is placed behind the wall panels at all joints.


Note: Unique geometry, applications or appurtenances not stated (e.g., terraced, back-to-back, narrow base orluminaire or sign support facilities) or “critical” applications other than bridge abutments (e.g., retaining structuressupporting buildings, critical utilities or other facilities for which the consequences of poor performance or failure wouldbe severe) require special investigation, review, and/or design by designer of record.

Details are available for drains, coping, fencing and barriers on top of the wall. Panels arestraight. Wall alignment must be a straight line. Horizontal angle points can beaccommodated - any angle - at 4.94 ft. increments. Concrete leveling pad is horizontal.Vertical changes in grade should be handled in step fashion. Steps should be 15 in. or 30 in.Backfill at top of wall can be horizontal or sloping with a live load for pedestrians or vehicles.Fore slopes at bottom of wall can be accommodated within the limits specified by AASHTO.Walls can be constructed near water or marine environments. Walls can be designed forseismic loads and bridge abutments.

Height: � 33 ft.Width of Footprint: � varies ft.Horiz. Alignment: No curves, angle points only.Vertical Alignment: No curves or slopes. Top of wall is level.

Batter(s): No batter. Wall is typically constructed vertical.


level sloping; V:H � 1: Varies (live load not applicable)

MSE Plus� Retaining Wall System 10.20

2





level sloping; V:H � 1: Varies

Features: pedestrian facilities (if no sidewalk and live load present, consider as a roadway facility) roadway facilities (protect front face from live load impact)


Remarks: Durability is expected to be high. Constructability is expected to be moderate. 4-man crew can construct about 1000 sq.ft. per day. Typical installed cost (to ODOT) is $20 -$29/sq.ft.

Deformation:Vertical: uniform � in. See Geotechnical Engineer.

differential; (V:H) � 1: 100Lateral:

Utilities & Obstructions: MSE volume not to include utilities unless special consideration has beengiven to account for accessibility, effects of failure of drainage utilities and future needs.

Esthetics: Different architectural treatments available.

Durability: high moderate low

Constructibility: easy moderate difficultapproximate face area able to construct per day: 1000 ft2 ( 4 man crew)

Estimated Cost (per ft2 face): Vendor ODOTtypical installed cost (range) $ 25typical materials only cost (range) $typical equipment only cost (range) $typical labor only cost (range) $

Product Performance: good average fairODOT has not yet constructed a wall using the MSSE Plus™ system.

General Remarks:

MSE Plus� Retaining Wall System 10.20

3

Vendor:Construction Experience: Three walls have been constructed as of August 1999.

Date of product inception: 1997 Quantity constructed worldwide (approx.): 540,000 ft2


Supply Capability: per3800 square feet of panel per day.


O.D.O.T. Bridge Section List of Retaining Wall Cost Charts Costs/S.Q. FT.Costs/Lin.FT.

04/12/96 1:19PMCOSTHIS1.XLSGDa Page 1

RW CostSheet No.

Reference ODOT Drawing Number and Type of Retaining WallCost Chart

File Name Cost Formula

1 Std Dwg 45409 -- RC Gravity RW -- Cost/SF RWCST1-2 Cost/Ft2 = [1.867*H + 16.531(Level Sl.)]1 Std Dwg 45409 -- RC Gravity RW -- Cost/SF RWCST1-2 Cost/Ft2 = [3.535*H + 5.677(2:1 Sl.)]1 Std Dwg 45409 -- RC Gravity RW -- Cost/SF RWCST1-2 Cost/Ft2 = [4.3897*H + 4.239(1:75 Sl.)]2 Std Dwg 45409 -- RC Gravity RW -- Cost/LF RWCST1-2 Cost/Ft = [35.435*H - 40.368(Level Sl.)]2 Std Dwg 45409 -- RC Gravity RW -- Cost/LF RWCST1-2 Cost/Ft = [H2.703 + 23(2:1 Sl.)]2 Std Dwg 45409 -- RC Gravity RW -- Cost/LF RWCST1-2 Cost/Ft = 18e0.372H (1.75:1 Sl.)]3 Std Dwg 34949 -- RC Cantilever RW -- level backfill -- Cost/SF RWCST3 Cost/Ft2= 19.26e(0.038H)

4 Std Dwg 34949 -- RC Cantilever RW -- level backfill -- Cost/LF RWCST4 Cost/Ft = e(1.431LnH + 2.536)

5 Std Dwg 34949 -- RC Cantilever RW -- 2:1 backfill -- Cost/SF RWCST5 Cost/Ft2 = 1.6698H + 16.6336 Std Dwg 34949 -- RC Cantilever RW -- 2:1 backfill -- Cost/LF RWCST6 Cost/Ft = 11.493H1.4927

7 Std Dwg 34949 -- RC Cantilever RW -- 1.5:1 backfill -- Cost/SF RWCST7 Cost/Ft2 = 2.234H + 13.2258 Std Dwg 34949 -- RC Cantilever RW -- 1.5:1 backfill -- Cost/LF RWCST8 Cost/Ft = 11.93H1.51

9 Std Dwg 34948 -- RC Cantilever RW -- level backfill -- Cost/SF RWCST9 Cost/Ft2= 18.19e(0.038H)

10 Std Dwg 34948 -- RC Cantilever RW -- level backfill -- Cost/LF RWCST10 Cost/Ft = 12.18H1.41

11 Std Dwg 34948 -- RC Cantilever RW -- 2:1 backfill -- Cost/SF RWCST10 Cost/Ft2 = 1.478H + 15.512 Std Dwg 34948 -- RC Cantilever RW -- 2:1 backfill -- Cost/LF RWCST12 Cost/Ft = 11.36H1.46

13 Std Dwg 34948 -- RC Cantilever RW -- 1.5:1 backfill -- Cost/LF RWCST13& Cost/Ft2 = 1.9726H + 14.71314 Std Dwg 34948 -- RC Cantilever RW -- 1.5:1 backfill -- Cost/SF RWCST13& Cost/Ft = 10H1.5592

15 Proj Dwg 37313 -- RC Cantilever RW -- level backfill -- Cost/SF RWCST15& Cost/Ft2= 1.5H(<10') + 44; 2.1527H(=or>10') + 7.2616 Proj Dwg 37313 -- RC Cantilever RW -- level backfill -- Cost/LF RWCST15& Cost/Ft = H2.25 + 14517 Proj Dwg 37313 -- RC Cantilever RW -- 2:1 backfill -- Cost/SF RWCST17& Cost/Ft2 = 25.5e(0.039H)

18 Proj Dwg 37313 -- RC Cantilever RW -- 2:1 backfill -- Cost/LF RWCST17& Cost/Ft = H2.29 + 17019 Proj Dwg 38713 & 36623 -- RC Cantilever L RW -- Cost/SF RWCST19& Cost/Ft2 = 1.85H + 15.8120 Proj Dwg 38713 & 36623 -- RC Cantilever L RW -- Cost/LF RWCST19& Cost/Ft = H2.3 + 8821 Proj Dwg 41095 -- RC Countefort RW -- level backfill -- Cost/SF RWCST21& Cost/Ft2 = 1.5345H + 29.6622 Proj Dwg 41095 -- RC Countefort RW -- level backfill -- Cost/LF RWCST21& Cost/Ft = 134.997H - 1746.1423 Proj Dwg 42542 -- RC Countefort RW -- level backfill -- Cost/SF RWCST23& Cost/Ft2 = 1.07H + 22.74424 Proj Dwg 42542 -- RC Countefort RW -- level backfill -- Cost/LF RWCST23& Cost/Ft = 93.426H - 1131.9625 ODOT Project Industry Stds -- MSE RW -- level backfill -- Cost/SF RWCST25& Cost/Ft2 = 0.000051H4 - 0.00735H3 + 0.3576H2 - 6.95H + 82.5426 ODOT Project Industry Stds -- MSE RW -- level backfill -- Cost/LF RWCST25& Cost/Ft = 29.89H + 120.6

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