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Home My WebLink AboutKSM PROPOSED POOLKELLER, 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 December 5, 2017 Jeanene Hadley 137 NE Naranja Avenue Port St. Lucie, FL 34983 Re: Proposed Pool 137 NE Naranja Avenue Port St. Lucie, Florida KSM Project #: 173649-ha Dear Ms. Hadley: A visit was made to the' above referenced site to determine the subsurface soil condition in the proposed pool location. A. The scope of our study consisted of the following: 1. Performed Dynamic Cone Penetrometer Tests and hand -auger borings in the proposed pool area to estimate the subsoil relative density. 2. Measured the groundwater level at each boring. 3. Evaluated the existing soil conditions with respect to the proposed construction and provided recommendations for site preparation. 4. Prepared this report to document our findings. B. Site Investigation: The site investigation program consisted of performing two (2) portable Dynamic Cone Penetrometer Tests and two (2) hand -auger borings in the proposed pool area to estimate the subsoil relative density. The Dynamic Cone Penetrometer tests were terminated at a depth of 10 feet to 14 feet below grade. The hand - auger borings were terminated at a depth of 6 feet below existing grade. The locations of the borings are indicated on the attached Boring Logs. Ronald G. Keller, P.E.: 37293 / Sl Lic. No.: 860 / JUlie E. Keller, P.E.: 68366 A%&JAVA 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 137 NE Naranja Avenue -2- December 5, 2017 Port St. Lucie, Florida During the portable dynamic penetrometer test, a 35 lb. (1.6 kg) safety hammer is lifted and allowed to fall 15 in. (38 centimeters). Hammer blows are counted by the operator, for each 10 centimeters of penetration with the counting facilitated by scribes spaced at 10 centimeters on each 1 meter long rod. Blows per 10 centimeter of penetration, dynamic cone resistance and equivalent SPT 'N' values are measured and shown on the attached Dynamic Cone log. Please refer to the soil boring log for specific information relative to the soil description. C. 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 soils consist mostly of fine-grained sand from the surface to a depth of approximately 3.5 feet. Below a depth of 3.5 feet, the soils consist of clayed sand and then slightly clayed sand. "N" values recorded during the boring operation indicate the subsurface soils are generally loose to medium -dense from the surface to a depth of about 5 feet and medium - dense below a depth of 5 feet. See attached Boring Logs. These soils are structurally sound to support the pool shell, using an allowable soil bearing- pressure of 2,000 pounds per square foot provided that the site is properly prepared. Nevertheless, when excavating the pool, if any soft soil, silt or clay is encountered;. these soils should be removed and replaced with W stones so the subgrade becomes firm below the pool bottom. Compact the stones with a small compactor. .Based on the loose clayed sand found in the test borings, a working layer of W stones may be required for the pool subgr..ade. Temporary "dewatering" will be required during construction of the pool shell. Backfill material behind the pool shell shall consist. of clean granular sand with less than 5 percent "fines" passing the U.S. No. 200 sieve. Place backfill 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 D 1557). Roriald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 KELLER, SCHLEICHER & MacWILLIAM ENGINEE'RING 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 137 NE Naranja Avenue -3- December 5, 2017 Port St. Lucie, Florida D. Closure: This report has been prepared in accordance with generally accepted soil and engineering., ractices based on the results of the test borings. This report does not reflect any variations which may occur between the borings. No warranties, either expressed or implied, are intended or made. If variations appear evident during the course of construction, it would be necessary to re-evaluate the recommendations of this project. Environmental conditions, wetland delineation, water quality, and municipal requirements are not a part of this report. We areoglpij�ed to be of assistance to you on this phase of your project. When we,,nl y e ilger service to you or should you have any questions, please o • � a e• • r s � • 10 • a 11001.0. I � JEK:jt E-mail to: jhwinetime@gmail.com Ronald G. Keller, P.E.: 37293 / SI Lic.•No.: 860 / Julie E. Keller. P.E.: 683RR i V,`� IJDCAT DYNAMIC CON'-7,OG Page l of 2 Company Name KSM `Engineering & Testing Company Street # 11345 Hwy. U.S. 1 PROJECT NUMBER: 173649-1 we Company City, State, Zip Sebastian, Florida 32958 DATE STARTED: 11-30-2017 DATE COMPLETED: 11-30 2017 HOLE #: DC-1, East Section of Proposed Pool CREW: MS/SF SURFACE ELEVATION: N/A PROJECT: Jeanene Hadley WATER ON COMPLETION: 58" ADDRESS: 137 NE Naranja Avenue HAMMER WEIGHT: 35 lbs. LOCATION: Port St. Lucie, Florida CONE AREA: 10 sq. cm DEPTH BLOWS PER 10 cm RESISTANCE K cm2 GRAPH OF CONE RESISTANCE 0 ; 50 100 150 N' TESTED CONSISTENCY NON -COHESIVE COHESIVE - 4 17.8 •••••• 5 LOOSE MEDIUM STIFF - 6 26.6 ••••••••• 7 LOOSE MEDIUM STIFF - 1 ft 8 35.5 •••••••••••• 10 LOOSE STIFF - 5 22.2 .....•• 6 LOOSE MEDIUM STIFF - 6 26.6 ••••••••• 7 LOOSE MEDIUM STIFF - 2 ft 7 31.1 ••••••••••• 8 LOOSE MEDIUM STIFF - 8 35.5 •••••••••••• 10 LOOSE STIFF - 8 35.5 •••••••••••• 10 LOOSE STIFF - 3 ft 9 40.0 ••... 1 1 MEDIUM DENSE STIFF - 1 m 9 40.0 •••••••••••••• 11 MEDIUM DENSE STIFF - 8 30.9 . ••••••••••• 8 LOOSE MEDIUM STIFF - 4 ft 5 19.3 •••••• 5 LOOSE MEDIUM STIFF - 3 11.6 ••.•• 3 VERY LOOSE SOFT - 5 19.3 •••••• 5 LOOSE MEDIUM STIFF - 5 ft 10 38.6 ••••••••••••• 11 MEDIUM DENSE STIFF - 10 38.6 ••••••••••••• I 1 MEDIUM DENSE STIFF - 12 46.3 •.•••••••••••••• 13 MEDIUM DENSE STIFF - 6 ft 19 73.3 •••••••••••••••••••••••••• 20 MEDIUM DENSE VERY STIFF - 21 81.1 ••••••••••••••••••••••••••••• 23 MEDIUM DENSE VERY STIFF - 2 m 18 69.5 ••••••••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF - 7 ft 16 54.7 ••••••••••••••••••• 15 MEDIUM DENSE STIFF - 17 58.1 •••••••••••••••••••• 16 MEDIUM DENSE VERY STIFF - 16 54.7 -•••••••••••••••••• 1.5 MEDIUM DENSE STIFF - 8 ft 16 54.7 ••••••••••••••••••• 15 MEDIUM DENSE STIFF - 16 54.7 .......i•••• 15 MEDIUM DENSE STIFF - 18 61.6 •••••••••••••••• 17 MEDIUM DENSE VERY STIFF - 9 ft 18 61.6 •••••••••••••••••••••• 17 MEDIUM DENSE VERY STIFF - 19 65.0 ••••••••••••••••••••••• 18 MEDIUM DENSE VERY STIFF - 21 71.8 ••••••••••••••••••••••••• 20 MEDIUM DENSE VERY STIFF - 3 m ]Oft 22 75.2 ••••••••••••••••••••••••••• 21 MEDIUM DENSE VERY STIFF - 19 58.1 •••••••••••••••••••• 16 MEDIUM DENSE VERY STIFF - 17 52.0 •••••••••••••••••• 14 MEDIUM DENSE STIFF - 16 49.0 ••••••••••••••••• 13 MEDIUM DENSE STIFF - 11 ft 19 58.1 •••••••••••......... 16 MEDIUM DENSE VERY STIFF - 20 61.2 ••••e••••••••••••••••• 17 MEDIUM DENSE VERY STIFF - 16 49.0 ••••••••••••••••• 13 MEDIUM DENSE STIFF - 12 ft 15 45.9 •••••••••••••••• 13 MEDIUM DENSE STIFF - 15 45.9 •••••••••••••••• 13 MEDIUM DENSE STIFF - 18 55.1 ••••••••••••••••••• 15 MEDIUM DENSE STIFF - 4 m 13 ft 19 58.1 •••••••••••••••••••• 16 MEDIUM DENSE VERY STIFF Jeanene Hadley.137 NE Naranja Avenue. Port St. Lucie. Florida HOLE #: DC-1, East Section( 'rWDCAT DYNAMIC CONE U,_ Page 2 of 2 PROJECT: JeaneneHadlev DD/IiLnrr*KIT IWAOnn. ,-/g A^ DEPTH BLOWS PER 10 cm RESISTANCE KgjCM2 GRAPH OF CONE RESISTANCE 0 50 100 150 N' ua�. a /JVT7—� WV TESTED CONSISTENCY NON -COHESIVE COHESIVE - 20 55.4 •••••••••••••••••••• 15 MEDIUM DENSE STIFF - 21 58.2 ••••••••....... 16 MEDIUM DENSE VERY STIFF - 14ft - 15ft - 16ft -5m - 17ft - 18ft - 19ft -6m 20 ft - 21ft - 22 ft - 7 m 23 ft - 24 ft - 25 ft - 26 ft -8m 27 ft 28 ft - 29 ft -9m Jeanene Hadley.137 NE Naranja Avenue. Port St. Lucie. Florida 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 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 Date November 30, 2017 Location: 137 NE Naranja Avenue Port St. Lucie, Florida HA-1, East Section of Proposed Pool Depth in Feet Strata From -To Description of Soil -0- 0" - 5" Gray Sand with Traces of Roots ------------------------------------------------------------ 5" - 20" Brownish Gray Sand -1- --------------------------------------------------------- -2- 20" - 40" Light Gray Sand -3- --------------------------------------------------------- 40" - 60" Brownish Gray Clayed Sand with Traces of -4- Roots -5- ------------------------------------------------------------ 60" - 72" Brownish Gray Sand, Slightly Clayed -6------------------------------------------------------------- Water Table: 58" Below Existing Grade Job #: KSM 173649-1ha Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 i • V ' DCAT DYNAMIC CON] OG Page l of 1 Company Name KSM cngmeering & Testing - Company Street # 11345 Hwy. U.S. i PROJECT NUMBER: 173649-2wc Company City, State, Zip -Sebastian, Florida 32958 DATE STARTED: 11-30-2017 DATE COMPLETED: 11-30-2017 HOLE #: DC-2, West Section of Proposed Pool CREW: MS/SF SURFACE ELEVATION: N/A PROJECT: Jeanene Hadley WATER ON COMPLETION: 55" ADDRESS: 137 NE Naranja Avenue HAMMER WEIGHT: 35 lbs. LOCATION: Port St. Lucie, Florida CONE AREA: 10 sq. cm DEPTH BLOWS PER 10 cm RESISTANCE K cm2 GRAPH OF CONE RESISTANCE 0 50 100 150 N' TESTED CONSISTENCY NON -COHESIVE COHESIVE - 3 13.3 •••• 3 VERY LOOSE SOFT - 5 22.2 •••••••• 6 LOOSE MEDIUM STIFF - I ft 7 31.1 •••....... 8 LOOSE MEDIUM STIFF - 9 40.0 •••••••••••••• .11 MEDIUM DENSE STIFF - 5 22.2 •••••••• 6 LOOSE MEDIUM STIFF - 2 ft 5 22.2 •••••••• 6 LOOSE MEDIUM STIFF - 8 35.5 ......... Do* 10 LOOSE STIFF - l0 44.4 •••••••••••••••• 12 MEDIUM DENSE STIFF - 3 ft 9 40.0 •••••••••••••• 11 MEDIUM DENSE STIFF - I m 10 44.4 •••••••••••••••• 12 MEDIUM DENSE STIFF - 10 38.6 ••••••••••••• I MEDIUM DENSE STIFF - 4 ft 8 30.9 ••••••••••• 8 LOOSE MEDIUM STIFF - 7 27.0 ••••••••• 7 LOOSE MEDIUM STIFF - 6 23.2 •••••••• 6 LOOSE MEDIUM STIFF - 5 ft 9 34.7 •••••••••••• 9 LOOSE STIFF - 9 34.7 •••••••••••• 9 LOOSE STIFF - 10 38.6 ••••••••••••• 11 MEDIUM DENSE STIFF - 6 ft 11 42.5 ..........•• 12 MEDIUM DENSE STIFF - 10 38.6 ••••••••••••• 11 MEDIUM DENSE STIFF - 2 m 13 50.2 •••••••••••••••••• 14 MEDIUM DENSE STIFF - 7 ft 13 44.5 •............... 12 MEDIUM DENSE STIFF - 15 51.3 ...............••• 14 MEDIUM DENSE STIFF - 14 47.9 ••••••••••••••••• 13 MEDIUM DENSE STIFF - 8 ft 14 47.9 ••••••••••••••••• 13 MEDIUM DENSE STIFF - 15 51.3 •••••••••••••••••• 14 MEDIUM DENSE STIFF - .14 47.9 ..............••• 1.3 MEDIUM DENSE STIFF - 9 ft 20 68.4 •••••••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF - 17 58.1 ••••••.............. 16 MEDIUM DENSE VERY STIFF - 18 61.6 •••••••••••••••••••••• 17 MEDIUM DENSE VERY STIFF - 3 m 10 ft 15 51.3 •••••••••••••••••• 14 MEDIUM DENSE STIFF - 19 58.1 •••••••••••••••••••• 16 MEDIUM DENSE VERY STIFF - 20 61.2 ••••••••••••......... 17 MEDIUM DENSE VERY STIFF - IIft - 12 ft - 4m 13 ft Jeanene Hadley.137 NE Naranja Avenue, Port St. Lucie, Florida 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 November 30, 2017 Location: 137 NE Naranja Avenue Port St: Lucie, Florida HA-2, West Section of Proposed Pool Depth in Feet Strata From -To Description of Soil -0- 0" = 8" Gray Sand with Traces of Roots ------------------------------------------------------------ -1- 8" - 30" Brownish Gray Sand -2- --------------------------------------7--------------------- '30" - 45" Light Gray Sand -3- ------------------------------------- ------------------------ -4- 45" - 59" Brownish Gray Clayed Sand with Traces of Roots ------------------------------------------------------------ -5- 59" - 72" Brownish Gray Sand, Slightly Clayed -6------------------------------------------------------- Water Table: 55" Below Existing Grade Job #: KSM 173649-2ha Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366