7920 EVERGREEN WAY 2018-01-01 MF Import

GECTECHNICAL ENGINEE( 'G STUDY r McDonald's Corporation E-8879 August 30, 1999 Page 7 Pavement Areas The adequacy of site pavements is related in part to ihe conditi�n of the und�rlyinA subgrade. To provide a properly prepared subgrade for pavements, we recommend th, suUgrad� b�� treated and prepared as described in the Srte Preparation ai�d Grading s�=cr��n oi tliis re��,,c��2. This means at least the top twelve (12) inches of the subgrade sliould b� cor•,�;::�::� :.; �� ;)b percent of the maximum dry density lper ASTM D-1557-78) and be stable. (t :; 'iliva'ole th•3t some localized areas of soft, wet or unstable subgrade rnay siill exist att;:r tliis process. Therefore, replacement witli structural fill or crusl•�ed rock may he needed to stabilize these localized areas. The following pavement sections are recoinrriended for lightly loaded areas: • Two inches of asphalt con�rete (AC) over four inahes of crushed rock base (CRB) material, or + Two inches of AC over three inches of asphalt treated base (ATB) material. Heavier truck-traffic areas will require thicker sections depending upon site usac�e, pavement life and site traffic. As a general rule, the following sections can be considered for heavily truck-trafficked areas: � Three inches of AC over six inches of CRB, or � Three inches of AC over four and one-half inches of ATB. Asphalt concrete {AC1, asphalt treated base (ATB), and crushed rock base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted :o at least 95 percent of the ASTM D-1557-78 laboratory test standard. LIMITATIONS Our recommendations and conclusions are based on tha site materials observed, selective laboratory testing and engineering analyses, the design information provided us by you� architect, and our experience and engineering judgernent. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under simila�� conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings. Soil anti groundwater conditions between borings may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations then appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Eerth Canauhente, Inc.