Specifications for Modular Segmental Retaining Walls. Download. pdfDownload. Note Specifications are subject to change without notice this was last updated on 42. Indian Standard CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES PART 1 GENERAL PROVISIONS AND BUILDINGS Fifth Revision FOREWORD This Indian Standard Part 1. The following specifications provide Allan Block Corporations typical requirements and recommendations. At the engineer of records discretion these specifications may be revised to accommodate site specific design requirements. Section 1. 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. Applicable Sections of Related Work. Section 2 Geogrid Wall Reinforcement. Design Of Liquid Retaining Concrete Structures Pdf' title='Design Of Liquid Retaining Concrete Structures Pdf' />Reference Standards. ASTM C1. 37. 2 Standard Specification for Segmental Retaining Wall Units. ASTM C1. 26. 2 Evaluating the Freeze thaw Durability of Manufactured CMUs and Related concrete Units. ASTM D6. 98 Moisture Density Relationship for Soils, Standard Method. ASTM D4. 22 Gradation of Soils. ASTM C1. 40 Sample and Testing concrete Masonry Units. TmXRMA8/Vyjt9TvORnI/AAAAAAAAEXc/o_zRqSPMx8wUSbYamqOhA2sBA9x3nJFYwCLcB/s640/5.JPG' alt='Design Of Liquid Retaining Concrete Structures Pdf' title='Design Of Liquid Retaining Concrete Structures Pdf' />Best Practice Guidance Groundwater Pumping Stations serving Type C Waterproofing Systems May 2016. A trade association representing softwood lumber manufacturers in 12 western states and Alaska. 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 C1. 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. Part 2 Materials. Standard AB Unit Approximate Dimensions. Standard AB Fieldstone Unit Approximate Dimensions. Modular Wall Units. Wall units shall be Allan Block Retaining Wall units as produced by a licensed manufacturer. Wall units shall have minimum 2. MPa in accordance with ASTM C1. The concrete units shall have adequate freeze thaw protection with an average absorption rate in accordance with ASTM C1. Exterior dimensions shall be uniform and consistent. Maximum dimensional deviations on the height of any two units shall be 0. Wall units shall provide a minimum of 1. Hollow cores to be filled with wall rock and compacted by using plate compactor on top of wall units see section 3. Unit weight of wall rock in cores may be less than 1. 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 C1. 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 a minimum of 4,0. MPa unless local requirements dictate higher levels. Also, maximum water absorption should be reduced and requirements for freeze thaw testing increased. Require a current passing ASTM C1. See the Best Practices for SRW Design document for detailed information on freeze thaw durability testing criteria and regional temperature and exposure severity figures and tables to define the appropriate zone and requirements for the project. Wall Rock. Material must be well graded compactable aggregate, 0. ASTM D4. 22Material behind and within the blocks may be the same material. 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 with friction angle less than 3. PI ranging between 6 and 2. LL from 3. 0 to 4. Poorly graded sands, expansive clays andor soils with a plasticity index PI greater than 2. LL greater than 4. 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 D4. Sieve Size. Percent Passing. No. 4 4. 7. 5 mm1. No. 4. 0 0. 4. 25 mm0 6. No. 2. 00 0. 0. 75 mm0 3. 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. Excavation. 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. Virgin Cable Boxes Hacked Photos here. 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 9. Standard Proctor ASTM D6. 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. Base. The base material shall be the same as the Wall Rock material Section 2. 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 9. Standard Proctor ASTM D6. Base shall be compacted at 9. Standard Proctor ASTM D6. 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 12 in. Base material shall be a 4 in. Unit Installation. Consolidation Zone Gravity Wall. Install units in accordance with the manufacturers 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 1. 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. Check each block for proper alignment and level. Fill all cavities in and around wall units and to a minimum of 1. Wall rock and infill soil placed in uniform lifts not exceeding 8 in. Compaction requirements for all soils in areas in, around and behind the reinforced mass shall be compacted to 9. Standard Proctor dry density ASTM D6. For taller wall applications, structural fill should be specified for a minimum bottom 13 to 12 of the reinforced fill. If structural fill is not utilized in the reinforced mass, the depth of wall rock behind the block should be increased. See the Best Practices for SRW Design document. The consolidation zone shall be defined as 3 ft 0.