Product Specifications for Modular Segmental Retaining Walls
The following specifications provide Allan Block Corporation's typical requirements and recommendations. At the engineer of record's discretion these specifications may be revised to accommodate site specific design requirements.
Part 1: General
Work includes furnishing and installing modular concrete block retaining wall units to the lines and grades designated on the construction drawings and as specified herein.
1.2 Applicable Sections of Related Work
1.3 Reference Standards
- ASTM C1372 Standard Specification for Segmental Retaining Wall Units.
- ASTM C1262 Evaluating the Freeze thaw Durability of Manufactured CMU’s and Related concrete Units
- ASTM D698 Moisture Density Relationship for Soils, Standard Method
- ASTM D422 Gradation of Soils
- ASTM C140 Sample and Testing concrete Masonry Units
1.4 Delivery, Storage, and Handling
- Contractor shall check the materials upon delivery to assure proper material has been received.
- Contractor shall prevent excessive mud, cementitious material, and like construction debris from coming in contact with the materials.
- Contractor shall protect the materials from damage. Damaged material shall not be incorporated in the project (ASTM C1372).
Part 2: Materials
Standard AB Unit - Approximate Dimensions
Standard AB Fieldstone Unit - Approximate Dimensions
2.1 Modular Wall Units
- Wall units shall be Allan Block Retaining Wall units as produced by a licensed manufacturer.
- Wall units shall have minimum 28 day compressive strength of 3000 psi (20.7 MPa) in accordance with ASTM C1372. The concrete units shall have adequate freeze-thaw protection with an average absorption rate in accordance with ASTM C1372 or an average absorption rate of 7.5 lb/ft3 (120 kg/m3) for northern climates and 10 lb/ft3 (160 kg/m3) for southern climates.
- Exterior dimensions shall be uniform and consistent. Maximum dimensional deviations on the height of any two units shall be 0.125 in. (3 mm).
- Wall units shall provide a minimum of 110 lbs total weight per square foot of wall face area (555 kg/m2). Fill contained within the units may be considered 80% effective weight.
- Exterior face shall be textured. Color as specified by owner.
- Freeze Thaw Durability: Like all concrete products, dry-cast concrete SRW units are susceptible to freeze-thaw degradation with exposure to de-icing salts and cold temperature. This is a concern in northern tier states that use deicing salts. Based on good performance experience by several agencies, ASTM C1372, Standard Specification for Segmental Retaining Wall Units should be used as a model, except that the compressive strength for the units should be increased to 4,000 psi (28 MPa) to increase durability, maximum water absorption should be reduced and requirements for freeze-thaw testing increased.
- Require a current passing ASTM C 1262 test report from material supplier in northern or cold weather climates.
- Where de-icing chemicals land on a SRW retaining wall, consider a more durable capping unit. Durability concerns occur where there are saturated conditions in repeated freezing and thawing conditions.
- In areas where SRW’s are exposed to repeated exposure from snow removal equipment, consider sealants or water repelling chemicals periodically applied to the walls (silane and siloxane compounds).
- Freeze Thaw Testing Criteria: The need for higher levels of Freeze Thaw durability is primarily a regional requirement. In lieu of written criterion from a local governing body Table XX-XX provides testing criterion for areas considered negligible, moderate or severe:
|Exposure||Average Winter Low Temperature|
|Negligible||> 32 deg F (0 degrees C)|
|Moderate||< 32 deg and >20 deg F (0 and -7 C)|
|Severe||< 20 deg F (-7 deg C)|
|Exposure Conditions||Minimum Compressive Strength||Minimum Freeze-Thaw Durability Criteria|
|Negligible||Per design specs||No freeze-thaw testing required|
|Moderate||28 MPa (4000 psi)||Where block units will NOT be exposed to De-Icing Salts: Less than 1% weight loss after 100 cycles for 5 of 5 specimens OR less than 1.5% weight loss after 150 cycles for 4 of 5 specimens. Tested using ASTM C1262 in tap water.|
|Moderate/Severe||40 MPa (5800 psi)||Where block units will be exposed to De-Icing Salts: Less than 1% weight loss after 40 cycles for 5 of 5 specimens OR less than 1.5% weight loss after 50 cycles for 4 of 5 specimens. Tested using ASTM C1262 in 3% saline solution.|
|In northern climates that are considered to be more arid, the environment that creates freeze-thaw durability issues may not be present. The local engineer of record needs to evaluate if continued wetting of the facing units creates an environment where durability concerns are warranted.|
2.2 Wall Rock
- Material must be well-graded compactable aggregate, 0.25 in. to 1.5 in., (6 mm - 38 mm) with no more than 10% passing the #200 sieve. (ASTM D422)
- Material behind and within the blocks may be the same material.
2.3 Infill Soil
- Infill material shall be site excavated soils when approved by the on-site soils engineer unless otherwise specified in the drawings. Unsuitable soils for backfill (heavy clays or organic soils) shall not be used in the reinforced soil mass. Fine grained cohesive soils (φ<31) may be used in wall construction, but additional backfilling, compaction and water management efforts are required. Poorly graded sands, expansive clays and/or soils with a plasticity index (PI) >20 or a liquid limit (LL) >40 should not be used in wall construction.
- The infill soil used must meet or exceed the designed friction angle and description noted on the design cross sections, and must be free of debris and consist of one of the following inorganic USCS soil types: GP, GW, SW, SP, GP_GM or SP-SM meeting the following gradation as determined in accordance with ASTM D422.
|Sieve Size||Percent Passing|
|1 inch (25 mm)||100 – 75|
|No. 4 (4.75 mm)||100 – 20|
|No. 40 (0.425 mm)||0 - 60|
|No. 200 (0.075 mm)||0 - 35|
- Where additional fill is required, contractor shall submit sample and specifications to the wall design engineer or the onsite soils engineer for approval and the approving engineer must certify that the soils proposed for use has properties meeting or exceeding original design standards.
Part 3: Wall Construction
3.1 Contractor Requirements
- Contractors shall be trained and certified by local manufacturer or equivalent accredited organization.
- Allan Block and NCMA have certification programs that are accredited. Identify when advanced certification levels are appropriate based on complexity and criticality of project application.
- Contractors shall provide a list of projects they have completed.
- Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall use caution not to over-excavate beyond the lines shown, or to disturb the base elevations beyond those shown.
- Contractor shall verify locations of existing structures and utilities prior to excavation. Contractor shall ensure all surrounding structures are protected from the effects of wall excavation.
3.3 Foundation Soil Preparation
- Foundation soil shall be defined as any soils located beneath a wall.
- Foundation soil shall be excavated as dimensioned on the plans and compacted to a minimum of 95% of Standard Proctor (ASTM D698) prior to placement of the base material.
- Foundation soil shall be examined by the on-site soils engineer to ensure that the actual foundation soil strength meets or exceeds assumed design strength. Soil not meeting the required strength shall be removed and replaced with acceptable material.
- The base material shall be the same as the Wall Rock material (Section 2.2) or a low permeable granular material.
- Base material shall be placed as shown on the construction drawing. Top of base shall be located to allow bottom wall units to be buried to proper depths as per wall heights and specifications.
- Base material shall be installed on undisturbed native soils or suitable replacement fills compacted to a minimum of 95% Standard Proctor (ASTM D698).
- Base shall be compacted at 95% Standard Proctor (ASTM D698) to provide a level hard surface on which to place the first course of blocks. The base shall be constructed to ensure proper wall embedment and the final elevation shown on the plans. Well-graded sand can be used to smooth the top 1/2 in. (13 mm) on the base material.
- Base material shall be a 4 in. (100 mm) minimum depth for walls under 4 ft (1.2 m) and a 6 in. (150 mm) minimum depth for walls over 4 ft (1.2 m).
3.5 Unit Installation
Consolidation Zone - Gravity Wall
- Install units in accordance with the manufacturer’s instructions and recommendations for the specific concrete retaining wall unit, and as specified herein.
- Ensure that units are in full contact with base. Proper care shall be taken to develop straight lines and smooth curves on base course as per wall layout.
- Fill all cores and cavities and a minimum of 12 in. (300 mm) behind the base course with wall rock. Use infill soils behind the wall rock and approved soils in front of the base course to firmly lock in place. Check again for level and alignment. Use a plate compactor to consolidate the area behind the base course. All excess material shall be swept from top of units.
- Install next course of wall units on top of base course. Position blocks to be offset from seams of blocks below. Perfect "running bond" is not essential, but a 3 in. (75 mm) minimum offset is recommended. Check each block for proper alignment and level. Fill all cavities in and around wall units and to a minimum of 12 in. (300 mm) depth behind block with wall rock. For taller wall application the depth of wall rock behind the block should be increased; walls from 15 ft (4.57 m) to 25 ft (7.62 m) should have a minimum of 2 ft (0.61 m) and walls above 25 ft (7.62 m) should have a minimum of 3 ft (0.9 m). Spread infill soil in uniform lifts not exceeding 8 in. (200 mm) in uncompacted thickness and compact to 95% of Standard Proctor (ASTM D698) behind the consolidation zone.
- The consolidation zone shall be defined as 3 ft (0.9 m) behind the wall. Compaction within the consolidation zone shall be accomplished by using a hand operated plate compactor and shall begin by running the plate compactor directly on the block and then compacting in parallel paths from the wall face until the entire consolidation zone has been compacted. A minimum of two passes of the plate compactor are required with maximum lifts of 8 in. (200 mm). Expansive or fine-grained soils may require additional compaction passes and/or specific compaction equipment such as a sheepsfoot roller. Maximum lifts of 4 inches (100 mm) may be required to achieve adequate compaction within the consolidation zone. Employ methods using lightweight compaction equipment that will not disrupt the stability or batter of the wall. Final compaction requirements in the consolidation zone shall be established by the engineer of record.
- Install each subsequent course in like manner. Repeat procedure to the extent of wall height.
- As with any construction work, some deviation from construction drawing alignments will occur. Variability in construction of SRWs is approximately equal to that of cast-in-place concrete retaining walls. As opposed to cast-in-place concrete walls, alignment of SRWs can be simply corrected or modified during construction. Based upon examination of numerous completed SRWs, the following recommended minimum tolerances can be achieved with good construction techniques.
Vertical Control - ±1.25 in. (32 mm) max. over 10 ft 3 m) distance
Horizontal Location Control - straight lines ±1.25 in. (32 mm) over a 10 ft (3 m) distance.
Rotation - from established plan wall batter: 2.0°
Bulging - 1.0 in. (25 mm) over a 10 ft (3.0 m) distance
3.6 Additional Construction Notes
Level Base Course
- When one wall branches into two terraced walls, it is important to note that the soil behind the lower wall is also the foundation soil beneath the upper wall. This soil shall be compacted to a minimum of 95% of Standard Proctor (ASTM D698) prior to placement of the base material. Achieving proper compaction in the soil beneath an upper terrace prevents settlement and deformation of the upper wall. One way is to replace the soil with wall rock and compact in 8 in. (200 mm) lifts. When using on-site soils, compact in maximum lifts of 4 in. (100 mm) or as required to achieve specified compaction.
- Filter fabric use is not suggested for use with cohesive soils. Clogging of such fabric creates unacceptable hydrostatic pressures in soil reinforced structures. When filtration is deemed necessary in cohesive soils, use a three dimensional filtration system of clean sand or filtration aggregate.
- Embankment protection fabric is used to stabilize rip rap and foundation soils in water applications and to separate infill materials from the retained soils. This fabric should permit the passage of fines to preclude clogging of the material. Embankment protection fabric shall be a high strength polypropylene monofilament material designed to meet or exceed typical Corps of Engineers plastic filter fabric specifications (CW-02215); stabilized against ultraviolet (UV) degradation and typically exceeding the values in Table 1, page 7 of the AB Spec Book.
- Water management is of extreme concern during and after construction. Steps must be taken to ensure that drain pipes are properly installed and vented to daylight and a grading plan has been developed that routes water away from the retaining wall location. Site water management is required both during construction of the wall and after completion of construction.
Consult the Allan Block Engineering Department for details at 800-899-5309. Specifications are subject to change without notice; this was last updated on 10/15/2014.