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Home My WebLink AboutKSMi • i KELLER, SCHLEICFIER & MacVijILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P�, BQ}( 78-13 7, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845 7445 www.ksmengineering.nef MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5698 1 FAX (772) 589-6469 February 18, 2016 SCANNED Chris Solimini St Lubie County 153 Dwelley Street { RECEIVED Pembroke, MA 02359 MAY 0 4 7018 Re: 1828 Wildcat Cove Drive ST. Lucle County, Permitting Fort Pierce, Florida KSM Project #: 160384-wc Dear Mr. Solimini: I As requested, KSM Engineering & Teisting has performed a subsurface investigation at the referenced site. Presentation of the data gathered during the investigation, together with our geotechnical related opinions) are included in this report. A. Site Description: At the time of drilling, the waterfront site was fairly flat with a few trees and light surface vegetation. B. Project Description: A one-story single family residence and swimming pool is planned to be constructed on the site. Loads from the residence will be transferred to the ground by conventional shallow footings. We estimate the maximum wall loads will be less than 2,500 pounds per linear foot along the wall foundation. We estimate some additional site fill will be required to reach the desired grades. Ronald G. Keller, P.E.: 37293 / SI Lid. No.: 860 / Julie E. Keller, RE.: 68366 IVOIL & i &_ �jAML KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-13,77, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (56-1) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSiVIENGiNEERING.NET ST LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 1828 Wildcat Cove Drive -2- February 18, 2016 Fort Pierce, Florida ' C. The scope of our study consisted of the following: 1. Performed Dynamic Cone Penetrometer Testing and hand -auger borings in the proposed construction area to estimate the subsoil relative density. i 2. Measured the groundwater level. 3. Evaluated the existing soil co hiditions with respect to the proposed construction and provided recommendations for site preparation and foundation design. 4. Prepared this report to document our findings. D. Site Investigation: i The site investigation program consisted of performing four (4) Dynamic Cone Penetrometer tests in the proposed construction area. A hand -auger boring was performed by each Dynamic Cone Pe'�netrometer Test. The locations of the borings are indicated on the attached boring logs. During the Dynamic Cone Penetrometer test, a 35 pound safety hammer is repeatedly dropped 15" driving a 10 square centimeter cone through the ground. Blows per 10 centimeter of penetration, dynamic cone resistance, and equivalent SPT "N" values are measured and shown in the attached Location Plan. E. Engineering Evaluation and Conclusions: Based on the information obtained from this site investigation we are pleased to offer the following evaluation: The boring logs indicate the subsurface conditions consist mostly of fine-grained sand including some shell fragments. However, a very loose soil layer was found in the test boring between a depth of approximately 7 feet to 10 feet below existing grade. The very loose layer is 2 to 3 feet thick. "N" values recorded during the Dynamic Cone Penetrometer testing indicate that the existing soil density is medium dense except for the very loose layer. Ronald G. Keller, P.E.:37293/SI Lic. No.: 860 7 Julie E. Keller, P.E.: 68366 TAP C!I E%1;7AVA KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOAC 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 Mmksmengineering.net MELBOURNE (321).768-8488 FAX (561) 845=8876 E-Mall KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 1828 Wildcat Cove Drive -3- February 18, 2016 Fort Pierce, Florida Based on the existing soil conditions, it is our professional opinion, that the proposed structure can be supported on conventional concrete, steel reinforced stem -wall footings, provided that the very loose soil layer in the footing is densified through sand cement grouting under pressure. Grout needles should be jetted to a depth of 10 feet below existing grade and slowly withdrawn injecting grout at a relatively low pressure to a depth of about 2 feet below the footing where grouting should be terminated. The injection points shall not exceed 6 feet o.c. below load bearing walls and at least one injection point per column pad. F. Site Preparation: The proposed building area and area's to be paved, plus a minimum margin of five feet beyond the proposed construction shall be stripped and grubbed of surface debris, including vegetation, roots and organic matter. Stumps shall be removed entirely. The building area should be graded level and proofrolled. Any soft yielding areas shall be excavated and replaced with clean compacted fill. Sufficient passes should be made during compaction operations to produce a density no less than 95 percent of its modified dry Proctor value (ASTM D 1557) to a depth of two feet. After the exposed surface has been proofrolled, the building and pavement areas may be filled to the desired grades. The fill material shall consist of clean granular sand containing less than 10% material passing the U.S. Standard No. 200 mesh sieve. Place structural fill in loose layers of 12 inches in thickness and compact each lift to at least 95 percent of its modified dry Proctor value. The disturbed subdrade in the excavated footings shall be re -compacted to no less than 95 percent of its modified dry Proctor value (ASTM D 1557). G. Foundation: Provided that our recommendations for pressure grouting and site preparation are followed, the proposed structure may be supported on conventional concrete, steel reinforced stem -wall footings designed for an allowable soil bearing pressure of 2,000 pounds per square foot, or less. With the foundation properly designed and the site properly prepared, we anticipate total settlements less than 3% of an inch and differential settlement less than Y4 of an inch. The majority of the settlement should occur during the construction. Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 _ a l << I J AVA KELLER, SCHLEICHER & MacW1LLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCK (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 1828 Wildcat Cove Drive -4- February 18, 2016 Fort Pierce, Florida H. Floor Slabs: i A conventional slab -on -grade can be used in the "at grade" portion of the residence.. We recommend the disturbed subgrade below the floor slab be re -compacted to 95 percent of the modified Proctor maximum dry density (ASTM D 1557) prior to placement of the concrete. An estimated modulus of subgrade reaction of 150 pounds per cubic inch p (pci) can be used for design of the slab -on -grade. We recommend that control joints be incorporated in the slab at frequent intervals to control shrinkage cracks. I A moisture barrier is recommended beneath the floor slab to prevent moisture migration from the underlying soil resulting in dampness of the slab. �I I. Alternative to Pressure Grouting: An alternative to pressure grouting would be to support the residence on an engineered concrete steel reinforced structural slab designed for a net soil pressure not exceeding 1,500 psf. The structural slab shall' have a footing below all load bearing walls, reinforced with both top and bottom steel and poured monolithically with the concrete slab. The slab should be 5 inches thick with #4 rebars at 16 inches o.c. each way. J. Pool: At the proposed pool location, we don't recommend pressure grouting but, rather completely removing the very loose layer found at a depth of approximately 7 to 10 feet below existing grade and replace it with 3/" stone. Compact the 3/" stone with a 'Jumping jack" compactor so the subgrade becomes firm and stable. Call for an inspection to verify that the site has been properly prepared prior to placing the steel reinforcing. Temporary dewatering will be required during the construction of the pool. Backfill material behind the pool shell shall consist of clean granular sand with less than 10 percent "fines" passing the U.S. No. 200 sieve. Place fill material in loose lifts of 12 inches in thickness and compact each lift to no less than 95 percent of its modified dry Proctor value (ASTM D1557). We recommend field density tests be performed at appropriate times during the backfill work to verify that our specifications rare being followed. Ronald. G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 l 4%FJAVA KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 w i ww. ksmengineering. net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 1828 Wildcat Cove Drive -5- February 18, 2016 Fort Pierce, Florida K. Closure: This report has been prepared in accordance with generally accepted soil and foundation engineering practices based on the results of the test borings and the assumed loading condition. This report does not reflect any variations which may occur between the borings. if variations appear evident during the course of construction, it would be necessary to re-evaluate the recommendations of this project. of11/l11es' 1JNe •�� of assistance to you on this phase of your project. When we may ,J 180,v ate you or should you have any questions, please feel free to call. Re; ptfrl, uo ? II • •, OF Julie'_-; PF6sident JEK:jt E-mail to: soliminicorp@gmail.com Ronald G. Keller, P.E.: 37293 / SI Lic. No:: 860 / Julie E. Keller, P.E.: 68366 WI'._ `SCAT DYNAMIC CONE L'_..fs Company Name Company Street # Company City, State, Zip KSM Engineering & Testing 11345 Hwy. U.S. 1 Sebastian, Florida 32958' HOLE #: DC-2, See Attached Location Plan CREW: JR/SF PROJECT: Chris Solimini ADDRESS: 1828 Wildcat Cove Drive LOCATION: Fort Pierce, Florida Page I of 1 PROJECT NUMBER: 160384-2wc DATE STARTED: 02-15-2016 DATE COMPLETED: 02-15-2016 SURFACE ELEVATION: WATER ON COMPLETION: N/A 58" HAMMER WEIGHT: 35 lbs. CONE AREA: 10 sq. cm DEPTH BLOWS PER 10 cm RESISTANCE Kg/cm2 GRAPH OF CONE RESISTANCE. 0 50 100 150 N' TESTED CONSISTENCY . NON -COHESIVE COHESIVE - 8 35.5 ............; 10 LOOSE STIFF - 10 44.4 ................ 12 MEDIUM DENSE STIFF - 1 ft 10 44.4 ......••••••.••• 12 MEDIUM DENSE STIFF - 12 53.3 ............'••.... 15 MEDIUM DENSE STIFF - 10 44.4 •••••••••••••I••• 12 MEDIUM DENSE STIFF - 2 ft 11 48.8 ............ ; ••• 13 MEDIUM DENSE STIFF - 11 48.8 ... *............. 13 MEDIUM DENSE STIFF - 11 48.8 ................ 13 MEDIUM DENSE STIFF - 3 ft 10 44.4 ............. 12 12 MEDIUM DENSE STIFF - 1 in 12 53.3 15 MEDIUM DENSE STIFF - 13 50.2 ............•..... 14 MEDIUM DENSE STIFF - 4 ft 13 50.2 ............••r••• 14 MEDIUM DENSE STIFF - 15 57.9 ......•••...... ••••• 16 MEDIUM DENSE VERY STIFF - 15 57.9 .................... 16 MEDIUM DENSE VERY STIFF - 5 ft 16 61.8 ........ i...••e......• 17 MEDIUM DENSE VERY STIFF - 18 69.5 ............••.......•••• 19 MEDIUM DENSE VERY STIFF - 18 69.5 ........................• 19 MEDIUM DENSE VERY STIFF - 6 ft 15 57.9 ............•••;•••• 16 MEDIUM DENSE VERY STIFF - 15 57.9 ............••• 16 MEDIUM DENSE VERY STIFF - 2 in 16 61.8 ..................... 17 MEDIUM DENSE VERY STIFF - 7 ft 8 27.4 ......••• 7 LOOSE MEDIUM STIFF - 4 13.7 •••• 3 VERY LOOSE SOFT - 4 13.7 •••• 3 VERY LOOSE SOFT - 8 ft 3 10.3 ••• 2 VERY LOOSE SOFT - 3 10.3 ••• 2 VERY LOOSE SOFT 3 10.3 4•• 2 VERY LOOSE SOFT - 9 ft 3 10.3 ••• 2 VERY LOOSE SOFT - 4 13.7 •••• 3 VERY LOOSE SOFT - 4 13.7 •••• 3 VERY LOOSE SOFT - 3 in 10 ft 5 17.1 •••••• 4 VERY LOOSE SOFT - 7 21.4 ......• 6 LOOSE MEDIUM STIFF - 8 24.5 ......•• 6 LOOSE MEDIUM STIFF 8 24.5 •.•••••• 6 LOOSE MEDIUM STIFF - I l ft 9 27.5 ••••••••• 7 LOOSE MEDIUM STIFF - 12 ft - 4m 13 ft Chris Solimini, 1828 Wildcat Cove Drive, Fort Pierce, Florida WI _SCAT DYNAMIC CONE L �� Company Name KSM Engineering & Testing Company Street # 11345 Hwy. U.S. I Company City, State, Zip Sebastian, Florida 32958 HOLE #: DC-4, See Attached Location Plan CREW: JR/SF PROJECT: Chris Solimini ADDRESS: 1828 Wildcat Cove Drive LOCATION: Fort Pierce, Florida I Page 1 of 2 PROJECT NUMBER: 160384-4wc DATE STARTED: 02-15-2016 DATE COMPLETED: 02-15-2016 SURFACE ELEVATION: N/A WATER ON COMPLETION: 52" HAMMER WEIGHT: 351bs. CONE AREA: 10 sq. cm DEPTH BLOWS PER 10 cm RESISTANCE Ko Cmz GRAPH 'OF CONE RESISTANCE 0 150 100 150 N' TESTED CONSISTENCY NON -COHESIVE COHESIVE - 11 48.8 •••••••••••ji••••• 13 MEDIUM DENSE STIFF - 11 48.8 •••4•••••••.I••••• 13 MEDIUM DENSE STIFF - 1 ft 10 44A ••••••••••••;•••• 12 MEDIUM DENSE STIFF - 10 44.4 ••••••••••••i••• 12 MEDIUM DENSE STIFF - 10 44.4 •••••••••••••••• 12 MEDIUM DENSE STIFF - 2 ft 11 48.8 •••••••••••• II•••• 13 MEDIUM DENSE STIFF s 12 53.3 •••••••• 15 MEDIUM DENSE STIFF - 12 53.3 .................... 15 MEDIUM DENSE STIFF - 3 ft 13 57.7 ••••••••••••••••••• 16 MEDIUM DENSE VERY STIFF - 1 m 13 57.7 ....... 16 16 MEDIUM DENSE VERY STIFF - 15 57.9 •••••••••••••..•••••• 16 MEDIUM DENSE VERY STIFF - 4 ft 16 61.8 •••••••••••••:•••••••• 17 MEDIUM DENSE VERY STIFF - 16 61.8 .............o�••••••• 17 MEDIUM DENSE VERY STIFF - 17 65.6 ••••••••••••••••••••••• 18 MEDIUM DENSE VERY STIFF - 5 ft 12 46.3 ••••••••••••••', • 13 MEDIUM DENSE STIFF - 12 46.3 ••••••••••••••�• 13 MEDIUM DENSE STIFF - 16 61.8 •••••••••••••••••••••• 17 MEDIUM DENSE VERY STIFF - 6 ft 16 61.8 ••••••••••••••.••••••• 17 MEDIUM DENSE VERY STIFF - 16 61.8 ••••••.o••••••••••••••• 17 MEDIUM DENSE VERY STIFF - 2 m 18 69.5 ••••••••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF - 7 ft 18 61.6 •••••••••••••••••••••• 1.7 MEDIUM DENSE VERY STIFF - 4 13.7 •• 3 VERY LOOSE SOFT - 4 13.7 •••• 3 VERY LOOSE SOFT - 8 ft 4 13.7 •••• 3 VERY LOOSE SOFT - 3 10.3 ••• 2 VERY LOOSE SOFT - 3 10.3 ••• 2 VERY LOOSE SOFT - 9 ft 3 10.3 •• 2 VERY LOOSE SOFT - 8 27.4 ••`•••••• 7 LOOSE MEDIUM STIFF - 4 13.7 •••• 3 VERY LOOSE SOFT - 3 m 10 ft 4 13.7 •••• 3 VERY LOOSE SOFT - 8 24.5 •••••••• , 6 LOOSE MEDIUM STIFF 6 18.4 •••••• 5 LOOSE MEDIUM STIFF - 6 18.4 •••••• 5 LOOSE MEDIUM STIFF - 11 ft 8 24.5 •••••••• 6 LOOSE MEDIUM STIFF - 9 27.5 •........ 7 LOOSE MEDIUM STIFF - 12 36.7 ••••••••••••• 10 LOOSE STIFF - 12 ft 12 36.7 ••••••••••••• 10 LOOSE STIFF - 14 42.8 ••••••••••••••• 12 MEDIUM DENSE STIFF - 13 39.8 11 MEDIUM DENSE STIFF - 4 m 13 ft 14 42.8 ••••••••••••••• 12 MEDIUM DENSE STIFF Chris Solimini, 1828 Wildcat Cove Drive, Fort Pierce, Florida HOLE #: DC-4, See Attached Loc DCAT DYNAMIC CONE LOG Page 2 of 2 PROJECT: Chris Solimini DEPTH BLOWS PER 10 cm RESISTANCE Kg/cm- GRAPH OF CONE RESISTANCE 0 , 50 100 150 rnvdci.i N' INUIVIO ,K: TESTED CONSISTENCY i6084-4Wc NON -COHESIVE COHESIVE - 16 44.3) ......... i6•••••• 12 MEDIUM DENSE STIFF - 18 49.9 .0... 0••........... 14 MEDIUM DENSE STIFF - 14 ft 19 52.6 •••••••••.I ......•• I 15 MEDIUM DENSE STIFF - 15 ft - 16ft -5m - 17ft - 18ft - 19ft -6m 20 ft - 21ft - 22 ft - 7m 23ft - 24 ft - 25 ft 26 ft -8m - 27 ft - 28 ft - 29 ft -9m Chris Solimini. 1828 Wildcat Cove Drive, Fort Pierce, Florida r Wr_ __SCAT DYNAMIC CONE L�� Company Name KSM Engineering & Testing Company Street # 11345 Hwy. U.S. 1 Company City, State, Zip Sebastian, Florida 32958 HOLE 9: DC-1, See Attached Location Plan CREW: JR/SF PROJECT: Chris Solimini ADDRESS: 1828 Wildcat Cove Drive LOCATION: Fort Pierce, Florida Page 1 of 2 PROJECT NUMBER: 160384-lwc DATE STARTED: 02-15-2016 DATE COMPLETED: 02-15-2016 SURFACE ELEVATION: N/A WATER ON COMPLETION: 47" HAMMER WEIGHT: 35 lbs. CONE AREA: 10 sq. cm DEPTH BLOWS PER 10 cm RESISTANCE Kg/cm2 GRAPi OF CONE RESISTANCE 0 ,50 100 150 N' TESTED CONSISTENCY NON -COHESIVE COHESIVE - 8 35.5 •••••••••••; 10 LOOSE STIFF - 10 44.4 ...........••••• 12 MEDIUM DENSE STIFF 10 44.4 ••••••••••• 12 MEDIUM DENSE STIFF - 12 53.3 ••••••••••••••••••• 15 MEDIUM DENSE STIFF - 9 40.0 ••+••••••••••• 11 MEDIUM DENSE STIFF - 2 ft 12 53.3 ••••••••••••..•••••• 15 MEDIUM DENSE STIFF - 15 66.6 •i.......... ••••••••••• 19 MEDIUM DENSE VERY STIFF - 15 66.6 ••••••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF - 3 ft 17 75.5 ••••••+••••• ••••••••••••• 21 MEDIUM DENSE VERY STIFF - 1 m 17 75.5 21 MEDIUM DENSE VERY STIFF - 15 57.9 ••••••••••••. •••••• 16 MEDIUM DENSE VERY STIFF - 4 ft 12 46.3 ................ 13 MEDIUM DENSE STIFF - 9 34.7 •••••••••••• I 9 LOOSE STIFF - 12 46.3 13 MEDIUM DENSE STIFF 5 ft 19 73.3 ••••••••••••••........... 20 MEDIUM DENSE VERY STIFF - 18 69.5 ••••••••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF - 17 65.6 ••••••••••••••••••••••• 18 MEDIUM DENSE VERY STIFF - 6 ft 14 54.0 ••••••••••..••.I•••• 15 MEDIUM DENSE STIFF - 15 57.9 •••••••••••••••..•••• 16 MEDIUM DENSE VERY STIFF - 2 m 14 54.0 ••••••••••••••••••• 15 MEDIUM DENSE STIFF - 7 ft 9 30.8 ••••••••••• 8 LOOSE MEDIUM STIFF - 3 10.3 ••• 2 VERY LOOSE SOFT - 3 10.3 ••• 2 VERY LOOSE SOFT - 8 ft 3 10.3 ••• 2 VERY LOOSE SOFT - 3 10.3 ••• 2 VERY LOOSE SOFT - 3 10.3 •• 2 VERY LOOSE SOFT - 9 ft 3 10.3 ••• 2 VERY LOOSE SOFT - 4 13.7 •••• 3 VERY LOOSE SOFT - 4 13.7 •••• 3 VERY LOOSE SOFT - 3 m 10 ft 8 27.4 ••••••••• 7 LOOSE MEDIUM STIFF - 9 27.5 ••••••••• 7 LOOSE MEDIUM STIFF - 10 30.6 ••••••••••• 8 LOOSE MEDIUM STIFF - 12 36.7 ••••••••••••• 10 LOOSE STIFF - 11 ft 12 36.7 ••••••••••••• 10 LOOSE STIFF - 15 45.9 •............... 13 MEDIUM DENSE STIFF - 14 42.8 ••••••••••••••• 12 MEDIUM DENSE STIFF - 12 ft 14 42.8 ••••••••••••••• 12 MEDIUM DENSE STIFF - 15 45.9 •••••••••••••••• 13 MEDIUM DENSE STIFF - 15 45.9 •••••••••••••••• 13 MEDIUM DENSE STIFF - 4 m 13 ft 16 49.0 ••••••••••••••••• 13 MEDIUM DENSE STIFF Chris 6o4mrni, 1828 Wildcat Cove Drive, Fort Pierce, Florida HOLE #: DC-1, See Attached Lode &DCAT DYNAMIC CONE LOG J P4ge 2 of 2 PROJECT: Chris Solimini I D17nMrT 'NTT MADE' ,ClY,oA ,__._ DEPTH BLOWS PER 10 cm RESISTANCE Kg/cm' GRAPH OF CONE RESISTANCE 0 ' 50 100 150 N' 1 VV✓V�'l WV TESTED CONSISTENCY NON -COHESIVE COHESIVE - 17 47.1 ••••••••••••••••• 13 MEDIUM DENSE STIFF - 17 47.1 ••••• 13 MEDIUM DENSE STIFF - 14 ft 18 49.9 ••••••••.I •••••••• 14 MEDIUM DENSE STIFF - 15 ft - 16ft - 17 ft I - 18ft - 19ft -6m - 20 ft 21ft - 22 ft - 7m 23ft - 24 ft - 25 ft - 26 ft -8m - 27 ft - 28 ft - 29 ft -9m Chris Solimini, 1828 Wildcat Cove Drive, Fort Pierce, Florida Wl�- )CAT DYNAMIC Company Name KSM Engineering & Testing Company Street # 11345 Hwy. U.S. 1 Company City, State, Zip Sebastian, Florida 32958 HOLE #: DC-3, See Attached Location Plan CREW: JR/SF PROJECT: Chris Solimini ADDRESS: 1828 Wildcat Cove Drive i LOCATION: Fort Pierce, Florida i CONE I;�� Page 1 of 1 PROJECT NUMBER: 160384-3wc DATE STARTED: 02-15-2016 DATE COMPLETED: 02-15-2016 SURFACE ELEVATION: N/A WATER ON COMPLETION: 50" HAMMER WEIGHT: 35 lbs. CONE AREA: 10 sq. cm DEPTH BLOWS PER 10 cm RESISTANCE Kg/cm= GRAPH OF CONE RESISTANCE 0 ; 50 100 150 N' I TESTED CONSISTENCY I NON -COHESIVE COHESIVE - 10 44.4 •••••••••.•••••• 12 MEDIUM DENSE STIFF - 10 44.4 •••••••••••••••• 12 MEDIUM DENSE STIFF - I ft 12 533 ..4 ................. 15 MEDIUM DENSE STIFF - 12 53.3 ••••••••••.•••••••• 15 MEDIUM DENSE STIFF - 11 48.8 •••.••••••••••••• 13 MEDIUM DENSE STIFF - 2 ft 8 35.5 •••••••••••• 10 LOOSE STIFF - 9 40.0 ••••••• I 1 MEDIUM DENSE STIFF - 11 48.8 ••••••••••••••••• 13 MEDIUM DENSE STIFF - 3 ft 11 48.8 •••••••••••.••••• 13 MEDIUM DENSE STIFF - 1 m 12 53.3 •••••••••••,••••••• 15 MEDIUM DENSE STIFF - 16 61.8 •••••••••••o�•••••••••• 17 MEDIUM DENSE VERY STIFF - 4 ft 15 57.9 •••••••••••••••••••• 16 MEDIUM DENSE VERY STIFF - 14 54.0 •... 15 MEDIUM DENSE STIFF - 15 57.9 ••••••••••••!••••••• 16 MEDIUM DENSE VERY STIFF - 5 ft 15 57.9 •••••................ 16 MEDIUM DENSE VERY STIFF - 10 38.6 •••.••••••••. 11 MEDIUM DENSE STIFF - 14 54.0 •••••••••••••'; ••••• 15 MEDIUM DENSE STIFF - 6 ft 6 23.2 •o•••••• 6 LOOSE MEDIUM STIFF - 3 11.6 •••• 3 VERY LOOSE SOFT - 2 m 3 11.6 ••• 3 VERY LOOSE SOFT - 7 ft 4 13.7 •••• 3 VERY LOOSE SOFT - 4 13.7 •••• 3 VERY LOOSE SOFT - 4 13.7 •••• 3 VERY LOOSE SOFT - 8 ft 4 13.7 •••• 3 VERY LOOSE SOFT - 4 13.7 •... 3 VERY LOOSE SOFT - 4 13.7 ...!. 3 VERY LOOSE SOFT - 9 ft 4 13.7 •... 3 VERY LOOSE SOFT - 9 30.8 ••••••••••• 8 LOOSE MEDIUM STIFF - 9 30.8 ••••.•••••• 8 LOOSE MEDIUM STIFF - 3 m 10 ft 10 34.2 •••••••••••• 9 LOOSE STIFF - 12 36.7 ••••••••••••• 10 LOOSE STIFF - 12 36.7 .......i••••••• 10 LOOSE STIFF - 13 39.8 •••••••••••••• I 1 MEDIUM DENSE STIFF - IIft - 12 ft -4m 13 ft Chris Solimini, 1828 Wildcat Covd 0nv6, Fort Pierce, Florida TAP CP IL ff A%6XAW KELLER, SCHLEICHER & Mac,WILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1.377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 pww.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 I Date February 15, 2016 .Location: 1828 Wildcat Cove Drive Fort Pierce, Florida HA-3, See Attached Location Plan Depth Strata in Feet From -To, Description of Soil -0- 0" - 36" Brown Sand -1- -2- -3------------------------- 36" - 42" Light Brown Sand ------------------------------------------------------------ 42" - 68" Gray Sand with -Traces -4- of Shell -5- -------------------------------=----=----------------------- -6- 68" - 84" Light Gray Sand with Traces of Shell -7------------------------------------------------------------- Water Table: 50" Below Existing Grade Job #: KSM 160384-3ha Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 °r OIL I ®% AV® KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 ' www.ksmengineering.net. MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 Date February 15, 2016 Location: 1828 Wildcat Cove Drive Fort Pierce,, Florida HA-2, See Attached Location Plan Depth Strata in Feet From -To, Description of Soil -0- 0" - 12" Brown Sand -1- ---------------------------------------=-------------------- 12" - 40" Dark Brown Sand -2- -3- ------------------------------------------------------------ 40" - 62" Gray Sand with Traces of Shell -4- -5- ------------------------------------------------------------ 62" - 84" Light Gray Sand with Traces of Shell -7-------------------------------=-------=--------------------- Water Table: 58" Below Existing Grade Job #: KSM 160384-2ha Ronald G. Keller, P.E.: 37293 / SI tic. No.: 860 / Julie E. Keller, P.E.: 68366 Tie C °® 9 _f IJ AW KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 PO. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 Date February 15, 2016 Location: 1828 Wildcat Cove Drive Fort Pierce, Florida HA-1, See Attached Location Plan Depth Strata in Feet From -To Description of Soil -0- 0" - 6" Brown Sand 6" - 12" Light Brown Sand -1- ------------------------------------------------------------ 12" - 32" Dark Brown Sand -2- ----------------------- -3- 32" - 52" Brown Sand with Traces of Shell —d— ------------------------------------------------------------ 52" - 84" Gray Sand with Shell Fragments -5- -7---------------=--------------------------------------------- Water Table: 47" Below Existing Grade Job #: KSM 160384-1ha Ronald G. Keller, P.E.: 37293 / Sl Lic. No.: 860 / Julie E. Keller, P.E.: 68366 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND. TESTING, INC. MARTIN (772) 337-7755 ' PO. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 ' wwwAsmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM6KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 i FAX (772) 589-6469 Date February 15f 2016 Location: 1828 Wildcat Cove Drive Fort Pierce, Florida HA-4, See Attached Location Plan Depth Strata in Feet From -To Description of Soil -0- 0" - 30" Brown Sand -1- -2- ----- 30" - 42" Light Brown Sand -3- ------------------------------------------------------------ 42" - 60" Gray Sand -4- -5- ------------------------------------------------------------ 60" - 84" Light Gray Sand with Traces of Shell 0m- -7------------------------------------------------------------- Water Table: 52" Below Existing Grade Job #: KSM 160384-4ha Ronald G. Keller, PE.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 Owner's Policy Owner's Policy of Title Insurance (with Florida modifications) First American Title Insurance POLICY NUMBER 5011412-0104386e Any notice of claim and any other notice or statement in writing required to be given to the Company under this policy must be given to the Company at the address shown in Section 18 of the Conditions, COVERED RISKS SUBJECT TO THE EXCLUSIONS FROM COVERAGE, THE EXCEPTIONS FROM COVERAGE CONTAINED IN SCHEDULE B, AND THE CONDITIONS, FIRST AMERICAN TITLE INSURANCE COMPANY, a California corporation (the "Company") insures, as of Date of Policy against loss or damage, not exceeding the Amount of Insurance, sustained or incurred by the Insured by reason of: Title being vested other than as stated in Schedule A. Any defect in or lien or encumbrance on the Title. This Covered Risk includes but is not limited to insurance against loss from (a) A defect in the Title caused by (1) forgery, fraud, undue influence, duress, incompetency, incapacity, or impersonation; (ii) failure of any person or Entity to have authorized a transfer or conveyance; (iii) a document affecting Title not properly created, executed, witnessed, sealed, acknowledged, notarized, or delivered; (iv) failure to perform those acts necessary to create a document by electronic means authorized by law; (v) a document executed under a falsified, expired, or otherwise invalid power of attorney; (vi) a document not properly filed, recorded, or indexed in the Public Records including failure to perform those acts by electronic means authorized by law; or (vii) a defective judicial or administrative proceelding. (b) The lien of real estate taxes or assessments imposed on the Title by a governmental authority due or payable, but unpaid. (c) Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Title that would be disclosed by an accurate and complete land survey of the Land. The term "encroachment" includes encroachments of existing improvements located on the Land onto adjoining land, and encroachments onto the Land of existing improvements located on adjoining land. Unmarketable Title. No right of access to and from the Land. (Covered Risks Continued on Page 2) In Witness Whereof; First American Title Insurance Company has caused its corporate. name to be hereunto affixed by its authorized officers as of Date of Policy shown in Schedule A. First American Title Insurance Company = �Q�t\YLE lN�U99tr�4 �� ; �o\tP09gr.•y� g :• = F c+ C2 CM SEPTEMBER 24, v d� •• 1988 Dennis J. Gilmore President Timothy Kemp Secretary (This Policy is valid only when Schedules A and B are attached) For Reference: File #: 30396-41 This jacket was created electronically and constitutes an original document Copyright 2006-20o9 American Land Title Association. All rights reserved. The use of this form is restricted to ALTA licensees and ALTA members in good standing as of the dale of use. All other uses are prohibited. Reprinted under license from the American Land Title Association, Form 5011412 (2-1-11) Page 1 of 6 1 - ALTA Owner's Policy of Title Insurance (6-17-06) (with Florida modifications)