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HomeMy WebLinkAboutSoiltl C 1 t A%17AV& 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 May 17, 2018 Belinda Sime 6000 Riviera Drive Coral Gables, FL 33146 Re: 4940 Watersong Way Fort Pierce, Florida KSM Project #: 181688-b Dear Ms. Sime: As requested, KSM Engineering & Testing 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. Project Description: A single family residence is planned to be constructed seaward of the State Coastal Construction Control Line (CCCL). The structure will be required to be supported on piles. B. The scope of our study consisted of the following: 1. Performed Standard Penetration Test Borings in the proposed construction 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 and foundation design. 4. Prepared this report to document our findings. Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 Tl CA 1 t 1% L_J AVL 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 4940 Watersong Way -2- May 17, 2018 Fort Pierce, Florida C. Site Investigation: The site investigation program consisted of performing a total of two (2) Standard penetration test borings in the proposed construction area. The borings were terminated at depths of 40 to 42 feet below grade. The locations of the borings are indicated on the attached boring logs. The SPT borings were completed in accordance with procedures described in ASTM D- 1586. A standard 1.5 inch I.D., 2 inch O.D. split -spoon sampler is driven into the soil by successive blows of a 140 pound hammer freely falling 30 inches. The number of blows required to drive the sampler 1 foot, after seating 6 in., is designated the Penetration Resistance, or "N" value. At regular intervals the sampler is extracted from the ground and opened to allow visual examination and classification of the retained soil sample. Also, the groundwater table was allowed to stabilize and the depth of the groundwater elevation recorded from existing grade. The records of the soils encountered, the penetration resistances and groundwater level are shown on the attached logs. D. Engineering Evaluation and Conclusions: Based on the information obtained from this site investigation we are pleased to offer the following evaluation: The subsurface conditions beneath the planned structure area consist mostly of fine to medium grained sand including shell fragments. Some rock was also encountered in the test borings. These soils are considered satisfactory for the proposed project. Please refer to the soil boring logs for specific information relative to the soil description. E. Site Preparation: The proposed building area and areas 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 the 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. Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 TAP V1t 1%L_jAVA KELLER, SCHLEICHER MARTIN (772) 337-7755 P.O. PALM BEACH (561) 845-7445 FAX (561) 845-8876 C.A.: 5693 4940 Watersong Way Fort Pierce, Florida & MacWILLIAM ENGINEERING AND TESTING, INC. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 www.ksmengineering.net MELBOURNE (321) 768-8488 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 FAX (772) 589-6469 -3- May 17, 2018 After the exposed surface has been proofrolled, the building and pavement areas may be filled to the desired grades. Additional fill material shall consist of clean granular sand containing less than 10% material passing the U.S. Standard No. 200 mesh sieve. The contractor should review the Department of Environmental Protection's permit to ensure their fill requirement is satisfied. Structural fill should be placed in uniform loose layers of 12 inches in thickness and compacted to at least 95 percent of its modified dry Proctor value (ASTM D 1557). After excavating for the footings, the disturbed footing subgrade should be recompacted to 95 percent (minimum) of its modified dry Proctor value. This can be best achieved by making several passes with a relatively light -weight walk -behind vibratory sled or roller. We recommend field density tests be performed at appropriate times during the earth work operations in order to verify that the site has been properly constructed. F. Pile Foundation: Based on our experience with structures seaward of the CCCL, it has been our experience that auger cast piles can be placed more economically than driven pre- stressed concrete pilings. We recommend using 16 inch minimum diameter auger cast -in -place piles (steel reinforced to resist the anticipated forces). Although we have not been furnished with estimated structural loads, we assume that the following capacities will be sufficient to support the intended loading. Pile Pile Pile Allowable Lateral Diameter Capacity Depth Uplift Load (Inches) (Kips) (Feet) (kips) (kips) 16 42 *15 10 6 16 52 *20 17 6 16 65 *25 26 6 16 72 *28 30 6 * Below Scour Line Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 IV C0'1 t i117 AVL 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 4940 Watersong Way -4- May 17, 2018 Fort Pierce, Florida G. Recommendations for Auger -cast Piles: All piles should be installed and inspected in accordance to the recommendation published by the Auger Cast -In -Place Pile Committee of the Deep Foundation Institute. The piling contractor should be aware that difficult drilling conditions may occur at some locations due to the layer of rock and dense sand and shell layers. H. Soil Supported Structures: An allowable bearing capacity of 2,500 psf may be used for any structure not required to be supported on pilings provided that the site is properly prepared. I. Closure: This report has been prepared in accordance with generally accepted soil and foundation engineering practices based on the results of the borings and the assumed loading conditions. No warranties, either expressed or implied, are intended or made. 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. Environmental conditions, wetland delineation, water quality, and municipal requirements are not a part of this report. We are pleased to be of assistance to you on this phase of your project. When we may be ctt- eRrviFe to you or should you have any questions, please feel free to "`art 1.0 ;Res�ehtcfuI 3 6 • - �•• ALE` .•`�� •�- •�•t/f/Ittttttt>> JEK:jt E-mail to: belindasgables@aol.com Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 KSM Engineering & Testing BORING NUMBER B-1 KSMP.O. Box 78-1377 PAGE 1 OF 2 Sebastian, FL 32978 Tel: (772)-589-0712 Fax:(772)-589-6469 CLIENT Belinda Sime PROJECT NAME 4940 Watersong Way PROJECT NUMBER 181688-b PROJECT LOCATION Fort Pierce, Florida DATE STARTED 5/15/18 COMPLETED 5/15/18 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample �Z AT TIME OF DRILLING 5.33 ft LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING --- NOTES See Attached Location Plan AFTER DRILLING --- w o ♦ SPT N VALUE =C7 ya o' ~m r _ wo U w �z� w CL ~� 20 40 60 80 PL MC LL a 0 �J MATERIAL DESCRIPTION g n.0 > C� 0- Q w w z a ; �� 20 40 60 80 o C7 z m0> U z v" } 0 o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 Brown Sand, Slightly Clayed with Traces of Roots Brown Clayed Sand XI SS 17-19-21 (40) .......... ....... ....:.......:....... SS 16-17-27 (44) .......:...............:.......:..... 0 :.: Gray Sand with Some Shell Fragments SS 13-10-11 5 o. :.......:....... (21) ....... ... ...:....... ...................................... SS 8-9-9 ° (18) 10 © ............... SS 5-3-4 (7) b.. .: ....................................... 15 :. 9-8-9 (17) .......... ... :....... :....... :....... ° Rock (2 Feet Thick) SS 50/1" 20 Gray Sand, Slightly Silty with Traces of Shell Fragments .......... 25 ° ....... :............... ....... :....... 14-18-21 (39) ©` ...............:.......:...... .:....... 30 d X(35) SS 15-16-19 o 35 Gray Sand, Slightly Silty with Slight Traces of Shell Fragments SS 21-31-47 (Continued Next Page) KSM Engineering & Testing BORING NUMBER B-1 P.O. Box 78 1377 KSM Sebastian, FL 32978 PAGE 2 OF 2 Tel: (772)-589-0712 Fax: (772)-589-6469 CLIENT Belinda Sime PROJECT NAME 4940 Watersong Way PROJECT NUMBER 181688-b PROJECT LOCATION Fort Pierce, Florida o A SPT N VALUE U CL W ~m r_ wo U) w �z� W H� H� 20 40 60 80 PL MC LL C7 O MATERIAL DESCRIPTION LU g � C1 O Z¢ m w w " Z " p —' Z O - O Z v } 20 40 60 80 El FINES CONTENT (%) [I 0 < W a of 35 20 40 60 80 Gray Sand, Slightly Silty with Slight Traces of Shell Fragments (continued) KSS 32-45-57 » . 40 (102) Bottom of borehole at 40.0 feet. a c� 00 ro m m U w C w N Y_ U) U O Uj w J LL U) Y K W > Uj W N Y V O W N N F m g 0 z 0 J a x m x U LLl H O w O KSM Engineering & Testing BORING NUMBER B-2 KSMP.O. Box 78-1377 PAGE 1 OF 2 Sebastian, FL 32978 Tel: (772)-589-0712 Fax:(772)-589-6469 CLIENT Belinda Sime PROJECT NAME 4940 Watersong Way PROJECT NUMBER 181688-b PROJECT LOCATION Fort Pierce, Florida DATE STARTED 5/15/18 COMPLETED 5/15/18 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample VAT TIME OF DRILLING 5.50 ft LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING -- NOTES See Attached Location Plan AFTER DRILLING --- a o ♦ SPT N VALUE U C� ~m _ LU �z� W �� ~q- 20 40 60 80 PL MC LL a=~ ` O -' MATERIAL DESCRIPTION g > 0 O - O Q w " Z 0 � 20 40 60 80 o U a � Z co o' U ? v � < � p of FINES CONTENT (%) ❑ 0 20 40 60 80 .:: Brown Sand, Slightly Clayed with Traces of Roots Brown Clayed Sand SS 18-25-31 (56) V. ...................................... SS 18-21-22 (43) 5 ....................................... Sand with Some Shell Fragments 16-11-12 o.3 SS (23) ........ ............................. �.. SS 7-9-6 (15) 755 10 SS ...................................... 15 ' SS 7-8 10 (18) a: :.......:.......:.. ........... Rock (1 Foot Thick) SS 50/v 20 ...................................... ....................... :...... d.;..'.: ° Gray Sand, Slightly Silty with Traces of Shell Fragments ...................................... °f: 25 t7 ....... ....................... ....... :.... ..:....... :....... :....... SS 11-1517 (32) Q` 30 ° :.:::: SS 18-21-20 (41) 35 ............... Gray Sand, Slightly Silty with Slight Traces of Shell Fragments 17-24-29 (Continued Next Page) KSM Engineering & Testing BORING NUMBER B-2 Box 78-1377 KSMP.O. Sebastian, FL 32978 PAGE 2 OF 2 Tel: (772)-589-0712 Fax:(772)-589-6469 CLIENT Belinda Sime PROJECT NAME 4940 Watersong Way PROJECT NUMBER 181688-b PROJECT LOCATION Fort Pierce, Florida o a ♦ SPT N VALUE U =0 n ~m _ wo �z� w a' ~� 20 40 60 80 PL MC LL w IL 0 MATERIAL DESCRIPTION Uj g > 0 0- O Z Q w w Ye Z a � v I—♦—� o (� a D Z m 0> U ? 0 20 40 60 80 < � Q ❑ FINES CONTENT (%) ❑ 35 20 40 60 80 Gray Sand, Slightly Silty with Slight Traces of Shell Fragments (continued) 40 USS 28 41 63 >>AL (104) Bottom of borehole at 42.0 feet. a O ao ro m in iz w Uj w i N Y_ h U O 0 co 6 W J LL Y K W > Uj W N U) N Y v O W (V N H 0 g 0 z C7 co 0 0 J a 2 m 2 U w H O w U' PROJECT: 4940 Watersona Way. Fort Pierce, Florida I SHEET 1 ,CA Sk 9 ENGINEERING DRAWN BY: J.L. PERMITaX: I 11SCALE: DESIGNEDBY: J.K. PRf1.IFfTS 1R1fiRRh j117j�/�i AND TESTING NONE'$