CITY PROJECT - 1821 & 1823 E Chestnut Ave - Plan

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ASSOCIATED SOILS ENGINEERING, INC. Project No.: 7160.23 2860 Walnut Avenue, Signal Hill CA 90755 January 23, 2024 Tel: (562) 426 -7990 * Fax: (562) 426 -1842 Page 23 The aggregate base should conform to the Crushed Aggregate Base (CAB) or Crushed Miscellaneous Base (CMB) requirements per Sections 200-2.2 and 200-2.4 of the Greenbook, respectively. The base course should be compacted to a minimum relative compaction of 95% at a minimum of one (1) percentage point above the optimum moisture content. Field testing should be used to verify compaction, aggregate gradation, and compacted thickness. The AC pavement should be compacted to 95% of the unit weight as tested in accordance with the Hveem procedure per the latest CTM 304 procedures. The AC material shall conform to Type III, Class C2 or C3, of the Greenbook. All subgrade and aggregate base materials should be proof-rolled by heavy rubber tire equipment to verify that the subgrade and base grade are in a firm and non-yielding condition. All AC laydown operations should be performed under the observation of and testing by the Geotechnical Consultant’s field representative. An adequate number of field density tests should be taken to ensure compliance with this report and local ordinances. New AC should be examined by a representative of the Geotechnical Consultant, and tested as necessary to ensure that they meet the recommended quality specifications prior to being hauled to the site. Final acceptance of any AB material or AC will be based upon review and testing of the material actually delivered to the site. AC delivered to the site should be tested as necessary for quality assurance and relative compaction determination during laydown. If the paved areas are to be used during construction, or if the type and frequency of traffic is greater than assumed in the design, the pavement section should be re-evaluated for the anticipated traffic. 5.6 Portland Cement Concrete (PCC) Pavements The PCC pavement sections tabulated below are based on load safety factors of 1.0 and 1.1, and a modulus of subgrade reaction ("k" Value) of 100 pounds per cubic inch for site soils compacted as subgrade material, and the design procedures presented in the Portland Cement Association bulletin "Thickness Design for Concrete Highway and Street Pavements" (EB109.01P), 1984. A design service life of 20 years was assumed for the design of the Portland cement concrete pavement section. Concrete Flexural Strength (psi) (1) Pavement Thickness (in) (2), (4) Pavement Thickness (in) (3), (4) 600 6.0 7.0 650 5.5 6.5 (1) Represents 90-day flexural strength. Based on Figure 10 of Reference 5, concrete with 28-day unconfined compressive strength values of 4000 to 4500 psi typically correlates to 90-day flexural strength values of 600 and 650 psi, respectively. (2) Load Safety Factor = 1.0 (Auto Parking Stalls) (3) Load Safety Factor = 1.1 (Fire Lanes/Truck Traffic Areas/Entry and Exits) (4) Assumes no PCC shoulder or curb.