Table Of Contents

Best Practices for Segmental Retaining Wall Design
The intent of this document is to communicate the best practices for design of Segmental Retaining Walls (SRW) as determined by Allan Block Corporation based on 30 plus years of research, design and field experience.
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Part 2 - Best Practice Considerations

Chapter 1.0 Design Guidelines and Pre-Construction Considerations
  • 1.1 Meeting with Owner
  • 1.2 Determining when Engineering is Required
  • 1.3 Existing and Proposed Utilities
  • 1.4 Wall Layout, height and geometry
  • 1.5 Geotechnical Report Considerations
  • 1.6 Understanding sites soils
  • 1.7 Site Visit
  • 1.8 Temporary Load Considerations
  • 1.9 Scope of Responsibility and Design Methodologies
  • 1.10 Minimum Design Safety Factors
  • 1.11 Coherent Gravity Mass and Connection Strength Considerations
  • 1.12 Contractor Requirements
  • 1.13 Manufactured Product Specifications
  • 1.14 Freeze Thaw Durability
  • 1.15 Pre-Construction Meeting
  • 1.16 Visiting the Site During Construction
  • 1.17 Construction Drawings
  • 1.18 For the Bidding Process
  • 1.19 Quality Control, Quality Assurance
   

Chapter 2.0 Typical Wall Construction
  • 2.1 Inspection of Materials
  • 2.2 Allowable Foundation Soils
  • 2.3 Allowable Infill Soils
  • 2.4 Wall Rock Guidelines
  • 2.5 Soil Parameter Verification
  • 2.6 Typical Wall Embedment
  • 2.7 Base Trench Requirements
  • 2.8 Base Trench Considerations
  • 2.9 Minimum Grid Lengths
  • 2.10 Initial Grid Location
  • 2.11 Maximum Grid Spacing
  • 2.12 Minimum Wall Facing Depth
  • 2.13 Capping the Wall
   

Chapter 3.0 Water Management - Typical
  • 3.1 Identifying Potential Water Sources
  • 3.2 Blanket and Chimney Drains
  • 3.3 Venting of Drain Pipes
  • 3.4 Above Grade Water Management
   

Chapter 4.0 Water Management - Alternate Drain
  • 4.1 Alternate Drain Locations
  • 4.2 Heel Drain Recommendations
   

Chapter 5.0 Water Application
  • 5.1 Below Grade Water Management
  • 5.2 Water Application Construction
   

Chapter 6.0 Soil and Compaction
  • 6.1 Understanding sites soils
  • 6.2 Allowable Foundation Soils
  • 6.3 Allowable Infill Soils
  • 6.4 Wall Rock Guidelines
  • 6.5 Soil Parameter Verification
  • 6.6 Inspection and Testing Recommendations
  • 6.7 Compaction Requirements at the Face of Wall
  • 6.8 Maximum Compaction Lift Spacing
  • 6.9 Compaction Requirements for Backfill Soil
  • 6.10 Testing Location and Frequencies
  • 6.11 Water Management During Construction
  • 6.12 Wall Step Ups in Base Course
  • 6.13 Stair Considerations
   

Chapter 7.0 Geogrid Reinforcement Requirements, Corner and Radius Design Practices
  • 7.1 Geogrid Reinforcement Requirements and Certification
  • 7.2 Proper Grid Orientation
  • 7.3 Wall Rock Design for Corners and Curved Walls
   

Chapter 8.0 Tall Walls Considerations
  • 8.1 Tall Wall Definition
  • 8.2 Variable Rock Thickness at Face
  • 8.3 Compaction and Soil Considerations
  • 8.4 Increased Forces in Lower Portion of Walls
  • 8.5 Global Stability of Tall Walls
  • 8.6 Internal Compound Stability Calculations
  • 8.7 Minimum Wall Facing Depth
   

Chapter 9.0 Global Stability - General
  • 9.1 Wall Embedment with Toe Slope
  • 9.2 When to Analyze for Global Stability
  • 9.3 Increasing Global Stability Options
  • 9.4 Effect of Groundwater on Global Stability
   

Chapter 10.0 Global Stability - Terraced
  • 10.1 Terraced Wall Considerations
  • 10.2 Upper Wall Influence - Surcharge
  • 10.3 Height and Grading
  • 10.4 Grid Considerations
  • 10.5 Compaction and Testing
  • 10.6 Toe and Heel Drain
  • 10.7 Global Stability
  • 10.8 Tall Wall Terraces
   

Chapter 11.0 Seismic Considerations
  • 11.1 Recommendations Associated with Seismic Loading
  • 11.2 Slope Above Seismically Loaded Walls
  • 11.3 Mononobe-Okabe Slope Above Limitations
  • 11.4 Alternate Design Approach – Trial Wedge Method
   

Chapter 12.0 Above Wall Considerations
  • 12.1 Minimum Grid Lengths at the Top of the Wall
  • 12.2 Fences and Railings
  • 12.3 Slopes Above the Wall
  • 12.4 Stability of Slopes Above
  • 12.5 Compaction Requirements for Slopes Above
  • 12.6 Reinforcing Slopes Above Walls
  • 12.7 Plantings
   

Allan Block Resources
Allan Block Spec Book
AB Engineering Manual
AB Commercial Manual
Seismic Testing Book
   
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Chapter 8: Tall Wall Considerations

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Allan Block Best Practices for Tall Retaining Walls - Soil, Wall Rock, and Infill Requirements

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8.1   Tall Wall Considerations are to be employed with structures rising to a height of between 10 – 15 ft (3 – 4.6 m), depending on the application and thediscretion of the wall design engineer.

A 10 ft (3 m) high wall structure with a slope or structure above would be considered as a tall wall, while the same wall height constructed with a level condition above the wall without any additional surcharge may not require consideration as a tall wall.

Several factors may change a typical design when structures reach these defined higher levels such as the depth of wall rock, increased design parameters, enhanced structural fill and global stability analysis requirements.

Variable Wall Rock Thickness Figure 8-1: Variable Wall Rock Thickness

8.2   Wall rock depth behind the block and material used.

  1. Site conditions and wall height should make the engineer consider expanding the depth and or size of material used.
  2. Typical wall rock depth will vary with wall height, if select/structural fill is not utilized in the reinforced mass, Figure 8-1.
    1. For wall applications between up to 10 - 15 ft (3 – 4.6 m) as discussed in section 8.1, 12 in (30 cm) typical depth top to bottom.
    2. For walls from 10 - 20 ft (3 - 6.1 m) tall, the bottom half is suggested to be increased to 24 in (60 cm) deep and the top half to be the typical depth of 12 in (30 cm) deep.
    3. For walls over 20 ft (6.1 m) tall, the bottom half is suggested to be increased to 36 in (90 cm) deep and the top half is divided in two with a 24 in (60 cm) deep column and a 12 in (30 cm) deep column at the top.

8.3   For tall walls the engineer should increase design parameters of compaction and wall rock usage.

  1. Select/structural fill should be specified for the minimum bottom 1/3 to 1/2 of the reinforced fill. An Internal Compound Stability (ICS) analysis can aid the designer to determine if greater select/structural fill heights are required. The use of additional select/structural fill should extend to the entire length of the reinforcement. This fill material should have a PI of less than 6 for walls up to 20 ft (6.1 m) and for taller walls the material should have a PI of zero. An example of what type of fill should be considered for this area would be compactable sands or gravels.
  2. The engineer must carefully review the site geometry and structures above and below the wall to adequately plan for the use of the land placed into service by the retaining wall structure.
  3. Provide detailed requirements for onsite inspection to ensure that detailed specifications are complied with during construction. This includes, but is not limited to:
    1. Confirmation of the foundation soils
    2. Confirmation of the retained soils
    3. Verify the imported materials
    4. Confirm reinforcement material
    5. Verify the block
    6. Validate soil placement and compaction
      1. A single test/confirmation for each of the items listed would not be considered adequate. A detailed construction log should be used with sign offs at incremental levels by the responsible parties.
  4. Consider how much potential settlement will impact structures above the reinforced soil mass. Consider increasing compaction requirements from 95% of standard proctor to 98% to minimize settlement where essential to the application.
  5. A detailed review and implementation of a water management plan is essential. This should include a detailed drawing for water collection and water flow diagrams for both above and below grade drainage. Below grade utilities and above grade structures should be included in the overall site design to ensure that site details such as storm drains and curb and gutters do not influence the overall wall envelope or effect performance. Unless designed to accommodate hydrostatic loading, it is essential that the reinforced soil mass not be exposed to outside water sources that would rise above the level of incidental water.
  6. As walls get taller the internal stresses increase and depending on the soils used, can cause lateral loads pushing on the back of the facing. To minimize internal lateral loads on the Allan Block facing, it is recommended to utilize the described soils above and to expand the depth of the wall rock column behind the facing, See Section 8.2.b for more information. Expanding the wall rock zone behind the wall also reduces down drag forces on the geogrid caused by localized settlement and allows for easier compaction directly behind the block.
  7. In addition to the compaction and wall rock parameters, tall walls require the design engineer to evaluate the overall stability of the soil structure and the subsoils beneath the wall. The reinforced soil structure should be evaluated for internal settlement which may require additional select fill to mitigate. The subsoils cannot be ignored due to similar reasons. The overburden of the tall wall can cause unwanted settlements in the foundation material. Removal of the subsoils and replacement with quality select fill may be required to mitigate these possible settlements.

8.4   As walls increase in height the active earth forces also increase in the lower portion of the wall. Therefore it is not uncommon in taller walls to increase the strength of the lower geogrid layers or decrease the grid spacing to accommodate the higher design forces.

8.5  The overall global stability of tall walls must be considered separately from the standard wall design to ensure the stability of the entire project site. For more information on global stability see Chapter 9.0 Global Stability - General and Chapter 10.0 Global Stability - Terraced.

8.6   Internal Compound Stability (ICS) calculations provide insight into potential global or overall stability issues. When more than 50% of the slip arcs originate at the back of the design envelope, as defined in Chapter 1, Section 1.9 b, a full global/overall stability analysis should be recommended to the owner by the owner’s geotechnical engineer.

8.7   The recommendations contained within this guide, including those for geogrid spacing and length as discussed in Sections 2.9 – 2.11, are based on the use of a facing unit that has an average (front to back) depth of at least 10 in. (25 cm). The 10 in. (25 cm) minimum depth of facing unit is recommended because SRW units of this depth or greater have a proven performance record while in service over many decades. This recommendation also recognizes that as the unit depth decreases, so does the stability of the facing, particularly overturning resistance during construction or while in service.