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G3IGROUP - �m.�.., - spoon is driven 24 inches,and the middle two sets of blow counts are summed and reported as the "N" value. After the split spoon sampler is removed from the borehole, it is opened and the • representative soil sample is collected, placed in a labeled jar, and the samples are taken to the laboratoryfor testing and classification. Results � One SPT boring B-1 was pertormed on the subject property. The standard penetration tests boring � B-1 encountered three layers. The first layer consisted of inedium dense fine sands (SP)from I ground surface to bls to 4 feet bls was excavated with hand auger. No penetration values were obtained in layer 1.The second layer was comprised of soft clayey sand (SC)to very stiff clay(CL) � from 4 feet bls to 23.5 feet bls with the lowest penetration value of 4 and a highest value of 19. � The third layer consisted of hard limestone at 25 feet bls with penetration values of 100 bpf � I FOUNDATION REPAIR RECOMMENDATIONS I It is our opinion that the remediation of the subsurFace soils conditions at tfie residence should follow i a limited foundation helical pinning program that includes: _ i � • The installation of 6 helical piers with a 10"/12"/14"triple helix lead section configuration to an estimated average depth of(20-25)feet bls to stabilize the foundation (See Attached Figure). The exact location of the helical piers will be determined in the field. • The helical should extend at a maximum torque depth range of 20 feet BGS with a maximum torque of 3943 ft-Ibs to generate an ultimate compression capacityof 26.7 kips and an ultimate tension capacity of 23.5 kips. • In addition we recommend the injection of 500 pounds polyurethane at 4 foot centers to depth , of 3 feet along 40 linear feet of portions of the structure that have e�erienced movement � (See Attached Figure) � Pier Design Analysis � The maximum loadings associated with the structure are e�ected to be as follows: Wall Load: 1%z kips/linearft Pier Load: 10 kips Floor Load: 80 Ibs/sq ft The e�asting structure appears to be supported with conventional shallow foundations. The structure , has experienced diiferential movement. Based upon our evaluation and analyses,the soils within the ; zone of ir�fluence may be experiencing excessive movement due to a combination of volumetric ! � � i ' Florida Office: Phone: 727.376.7833 Tennessee Office: i 2410 Success Drive, Suite 7 Fax: 727-376-2758 45 Oak Valley Drive ' Odessa, FL 33556 E�nail: info(a),geo3�roup.com Spring Hill,TN 37174 Web: www.�eo3�roup.com ' i