The URL can be used to link to this page

Home My WebLink AboutProject Information Z%1J AVA 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 April 1, 2019 Lester & Brenda Holland 9341 Spring Run, Apt. 3104 Bonita Springs, FL 34135 Re: 1836 Wildcat Cove Drive Fort Pierce, Florida Permit#: 1912-0212 KSM Project#: 191273-b Dear Mr. and Mrs. Holland: As requested, KSM Engineering & Testing has performed a subsurface investigation at the above referenced site. 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 flat and cleared. B. Project Description: A new single family, one-story residence with a pool is planned for the site. Although our office was not provided with detailed structural drawings, we anticipate maximum loads will be less than 2,500 pounds per linear foot along the wall foundation. We estimate that some site fill will be necessary to meet final grade. r.1LEC - r)v REVIEWED FOR CODE COMPLIANCE S°T. L CIE COUNTY R SOCC 1l24�6 "Proudly Owned and Operated since 1990" E%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 1836 Wildcat Cove Drive -2- April 1, 2019 Fort Pierce, Florida C. 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. D. Site Investigation: The site investigation program consisted of performing five (5) Standard penetration test borings in the proposed construction area. The borings were terminated at depths of 10 to 14 feet below existing grade. The locations of the borings are indicated on the attached boring Location Plan. 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. "Proudly Owned and Operated since 1990" A%L_JAV& 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 1836 Wildcat Cove Drive -3- April 1, 2019 Fort Pierce, Florida E. General Soil Profile: The boring logs indicate the subsurface soils to a depth of approximately 6 feet consist mostly of firm to medium-dense fine-grained sand and slightly clayed fine-grained sand. At a depth of approximately 6 feet a layer of loose/very loose sandy clayed silt was encountered. Below the loose/very loose layer, the soils generally consist of medium- dense to dense fine-grained sand and slightly silty fine-grained sand. F. Engineering Evaluation and Conclusions: Based on the information obtained from this site investigation we offer the following evaluation: In order for a shallow foundation to perform satisfactorily, it must be able to support the structural loads with an acceptable factor of safety against excessive settlements: both total and differential. Since the top 5 feet consists of compacted granular soils, it is possible to provide a bearing pressure that will be acceptable from a bearing capacity standpoint. However, a loose layer between 5 and 6 feet below the ground surface could cause differential settlement. This layer is approximately 12" in depth. G. Pressure Grouting: In our opinion, a single family residence can be supported on a conventional foundation system provided that the loose/very loose soil layers are.densified through sand cement grouting under pressure. Therefore, to produce uniform subsurface conditions through cement grouting under pressure, the injection points of the pressure grouting shall not exceed 6 feet O.C. below load bearing footings and have at least 1 injection point per any column pad less than 3' X 3' and 2 injection points per any column pad exceeding 3' X 3'. The tip of the injection point should penetrate the soft and loose soils found at a depth of 5 to 6 feet below existing grade. All injection points should create a lift of 1/8 of an inch. We recommend a representative from our firm be present to observe, document and certify that the weak soil layer was properly stabilized. "Proudly Owned and Operated since 1990" 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 1836 Wildcat Cove Drive -4- April 1, 2019 Fort Pierce, Florida H. Site Preparation: The proposed building area, plus a minimum margin of five feet beyond the proposed building limits shall be stripped and grubbed of surface debris, including vegetation, roots and organic matter and proofrolled. Sufficient passes should be made during compaction operations to produce a density no less than 95 percent of its modified dry Proctor value 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. After excavating for the footings, the disturbed footing subgrade should be compacted 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 and on-site inspection be performed at appropriate times during the earth work operations in order to verify that the site preparations has been properly constructed. I. Foundation: Provided that our recommendations for site preparation are followed, the proposed structure may be supported on conventional concrete steel reinforced footings designed for an allowable soil bearing pressure of 2,000 pounds per square foot, or less. In order to avoid any major cracks in the concrete slab due to settlement, we recommend that the floor slab also be reinforced with welded wire mesh. The welded wire mesh shall be supported on concrete bricks at a maximum spacing of 3 feet on center. With the foundation properly designed and the site properly prepared, we anticipate total settlements less than 3/ of an inch and differential settlement of less than %4 of an inch. The majority of the settlement should occur during construction. "Proudly Owned and Operated since 1990" A%IJAVA 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 1836 Wildcat Cove Drive -5- April 1, 2019 Fort Pierce, Florida J. Floor Slabs: 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 (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. A moisture barrier is recommended beneath the floor slab to prevent moisture migration from the underlying soil resulting in dampness of the slab. K. Swimming Pool (If Planned): Based on the existing soil conditions, the proposed pool can be designed and constructed using an allowable soil bearing pressure of 2,000 pounds per square foot provided that the soft layer found at a depth between 5 and 6 feet below grade is removed. We recommend to over excavate the pool and backfill with 3/" stone so that the subsurface becomes firm to a minimum of 3 feet below the pool bottom. The rock should be compacted using a "jumping jack". The excavated pool bottom shall be inspected by a representative of KSM Engineering to verify that the pool bottom is firm and stable prior to placing the rebars for the pool shell. 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 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). Temporary "dewatering" will be required during construction of the pool shell. "Proudly Owned and Operated since 1990" JN 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 1836 Wildcat Cove Drive -6- April 1, 2019 Fort Pierce, Florida L. 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 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 off1AdheF#service to you or should you have any questions, please feel free to co n;4® u!, fad, ♦ o» ..p.. •o�A�-/1�+d0� ••% • sue, �� a UGC U 11 yf��C •� s C.7 .� _j •- —±-..+-ems...— • O --�pG?=��i��•►•.a•••• � tea' �BBD7DSSSEG90Q JEK:jt E-mail to: brendaholland13@gmai1.com; nancy@greggteam.net "Proudly Owned and Operated since 1990" KSM Engineering&Testing BORING NUMBER B-1 KSM P.O. Box 78 1377 Sebastian,FL 32978 PAGE 1 OF 1 Tel:(772)-589-0712 Fax:(772)-589-6469 CLIENT Lester&Brenda Holland PROJECT NAME 1836 Wildcat Cove Drive PROJECT NUMBER 191273-b PROJECT LOCATION Fort Pierce,Florida DATE STARTED 3/29/19 COMPLETED 3/29/19 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 5.17 ft LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING -- NOTES See Attached Location Plan AFTER DRILLING -- w o A SPT N VALUE A U � _ CO W w 20 40 60 80 ~^ n=.O m wo 3:_ H� Hc& PL MC LL IL O MATERIAL DESCRIPTION >C� O Q u1.4 Z a --� pv c�J a.z 0- mOZ Ve } 20 40 60 80 w O W ❑FINES CONTENT(%)❑ 0 1 O n 20 40 60 80 b;•..:.;: Brown Sand,Slightly Clayed with Traces of Roots Brown Sand with Traces of Shell Fragments 8-8-10 •:: .:: SS (18) ..............:....... :.......:....... 10-10-11 :o:' SS (21) ...... ......:.......:.......:....... 5 .... .................................. Gray Sandy Clayed Silt SS 9-6-4 ::`•' Gray Sand (10) :.......:.......:.......:....... 4-10-12 10 Gray Sand,Slightly Silty SS 17-17-23 (40) ........... ............. ....... .............. ........................ .. 19-21-14 ESS 11-9-9 :......:.......:........ ....... (18) N Bottom of borehole at 14.0 feet. uj w w m 2 m Y_ U O Cn W J LL Cn Y_ Y PJ C O N n F m co co z z 0 J a 2 m 2 U W H O W (7 KSM Engineering&Testing BORING NUMBER B-2 KSM P.O.Box 78-1377 Sebastian,FL 32978 PAGE 1 OF 1 Tel: (772)-589-0712 Fax:(772)-589-6469 CLIENT Lester&Brenda Holland PROJECT NAME 1836 Wildcat Cove Drive PROJECT NUMBER 191273-b PROJECT LOCATION Fort Pierce, Florida DATE STARTED 3/29/19 COMPLETED 3/29/19 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample �-Z AT TIME OF DRILLING 5.00 ft LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING -- NOTES See Attached Location Plan AFTER DRILLING --- w o SPT N VALUE U W w 20 40 60 80 =C7 w o o ~� o PL MC LL o-i� 0-0 MATERIAL DESCRIPTION M > O z ov Lu a 5 O- mO Q wY N" :0z a �--I 20 40 60 80 C7 <z W U z a of El CONTENT(%)❑ 0 20 40 60 80 Brown Sand,Slightly Clayed with Traces of Roots (12) :.......:.......:............... o:,:.• Brown Sand with Traces of Shell Fragments SS 6-6-8 5 .. .................................... X. Gray Sandy Clayed Silt 7-3-2 SS Gray Sand,Slightly Silty (5) :.......:.......:.......:....... FSSS 5-7-12 (19)17-23-20 .......:.......•.......:.......:....... 10 (43) Bottom of borehole at 10.0 feet. a (7 ai co N ul W K W Cl) Y_ U O rn w J_ _Y Y v M v 0 N C f-• C7 rri 5 F- z Cn r 0 J a 2 m x W W F O W KSM Engineering&Testing BORING NUMBER B-3 KSM P.O. Box 78-1377 Sebastian, FL 32978 PAGE 1 OF 1 Tel:(772)-589-0712 Fax:(772)-589-6469 CLIENT Lester&Brenda Holland PROJECT NAME 1836 Wildcat Cove Drive PROJECT NUMBER 191273-b PROJECT LOCATION Fort Pierce, Florida DATE STARTED 3/29/19 COMPLETED 3/29/19 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample �-ZAT TIME OF DRILLING 4.83 ft LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING --- NOTES See Attached Location Plan AFTER DRILLING -- w o A SPT N VALUE A U � _ w w 20 40 60 80 ~^ a O 6 Wm wo oz—j �--C, F-� PL MC LL w MATERIAL DESCRIPTION¢ _3 2 >CJ ¢ w w Z a 1--0 p o-Z OU- m O Z Ve }" 20 40 60 80 < a Of El FINES CONTENT(%)❑ 0 20 40 60 80 tr: Brown Sand,Slightly Clayed with Traces of Roots : .: 5-7-8 o:•:'.• Brown Sand with Traces of Shell Fragments SS 6-6-9 :o. SS (15) .... .:.......:.......:.......:....... 5 :.:... Gray Sandy Clayed Silt SS 8-3-2 :`':'•' Gray Sand (5) :.......:.......:.......:....... ...................... SS 3-5-7 (12) :.......:.......:....... 10 SS 7-9-11 (20) ........ ......:.......:.......:....... Gray Sand,Slightly Silty SS 17-14-20 0 °° SS 15-16-12 .......:.... ...:.......:....... ....... (28) N Bottom of borehole at 14.0 feet. w W w CD m Y_ 0 U O ❑ m ' w J LL 2 N Y_ Y V co V 0 N C n F ❑ m g z 0 J a x m x U w H O w KSM Engineering&Testing BORING NUMBER B-4 KSM P.O.Box 78-1377 Sebastian, FL 32978 PAGE 1 OF 1 Tel:(772)-589-0712 Fax:(772)-589-6469 CLIENT Lester&Brenda Holland PROJECT NAME 1836 Wildcat Cove Drive PROJECT NUMBER 191273-b PROJECT LOCATION Fort Pierce,Florida DATE STARTED 3/29/19 COMPLETED 3/29/19 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample �-Z AT TIME OF DRILLING 4.92 ft LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING -- NOTES See Attached Location Plan AFTER DRILLING --- a o tt A SPT N VALUE A w S 20 40 60 80 =0 Hw ofo ?:�-=) c �- PL � LL a 0 MATERIAL DESCRIPTION � j O 0 D Q W 4 z p of o M 0- m O> V" } 20 40 60 80 O9 <z W U? 0 Of ElFINES CONTENT(%)El 0 20 40 60 80 Brown Sand,Slightly Clayed with Traces of Roots 5-7-8 SS :o:•.'• Brown Sand with Traces of Shell Fragments (15) 6-8-7 5 (15) .. .................................... Gray Sandy Clayed Silt 4-3-2 SS (5) Gray Sand SS 3-5-8 (13) :.......:.......:.......:....... 10 Gray Sand,Slightly Silty SS 11(31) 1 Bottom of borehole at 10.0 feet. a rri r� r N Lu W Lu W U N Y_ U U O m Lu w J U. a co Y_ Y v M v 0 N_ C n F- m g Cn D 0 P m Z z co 0 J a x m x U W 0 O w KSM Engineering&Testing 8-1377 BORING NUMBER B-5 KSM Sebastian,7 FL 32978 PAGE 1 OF 1 Tel:(772)-589-0712 Fax:(772)-589-6469 CLIENT Lester&Brenda Holland PROJECT NAME 1836 Wildcat Cove Drive PROJECT NUMBER 191273-b PROJECT LOCATION Fort Pierce, Florida DATE STARTED 3/29/19 COMPLETED 3/29/19 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample �Z AT TIME OF DRILLING 5.00 ft LOGGED BY MS/SF CHECKED BY JEK AT END OF DRILLING -- NOTES See Attached Location Plan AFTER DRILLING -- W o A SPT N VALUE A w 20 40 60 80 a (L6 Wm wo 0z� �� PL MC LL MATERIAL DESCRIPTION —j 2 >C7 O Z)Q w w z a 0 � p a5 O- mO> Y" 20 40 60 80 C7 <z W U z a Q ❑FINES CONTENT(%)❑ 0 1 20 40 60 80 i Brown Sand,Slightly Clayed with Traces of Roots 4-6-8 (14) :.......:.......:.......:....... v' Brown Sand with Traces of Shell Fragments VSS SS 5-7-9 a: (16) .... .:.......:.......:.......:....... 5 :.;..,: Gray Sandy Clayed Silt SS 5-2-2 :`•::: Gray Sand (4) . ..................................... 3-8-10 :.: 10-17-15 .......:... ...:.......:.......:....... 10 SS (32) Bottom of borehole at 10.0 feet. a q ai M N O W W W W Y_ U O O rn to W J LL Y Y V co C O N_ C n H m g co D P m z 0 0 J a x m x W W H W t t Ai vJV, '�Ix�•` 'ice r,,.+ ,�. j s 2 a ,{�ram� ��•' + rJ Y fl�s\flN� ��194�2 me d�QC� atiCa 1a � flF i U