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HomeMy WebLinkAboutKSM REPORT - 10-16-18KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P(�. gO7$-1 377, SEBASTIial, FL 32978-1377 SEBASTIAN (772) 589-0712 8488 PALM BEACH (561) 845-7445 wmi.ksmengineering.net MELBOUR IE (321) 229-9093 FAX (5611) 845-8876 E-Mail: KSMCKSMENGINEERING.NET ST. LU FAX (772) 589-6469 FA'� {772) 589-G469 C.A.: 5693 December 20, 2017 Paul Sasseville 129 Queen Christina Court Fort Pierce, Florida 34949 Re: 25 Majestic Court Fort Pierce, Florida KSM Project #: 173834-b Dear Mr. Sasseville: RECEIVED OCT 16 2018 ST. Lucie County, Permitting 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. Site Description: At the time -of drilling, the canal front site was fairly flat with light surface vegetation. $. Project Description: Al one story house and swimming pool is planned to be- constructed on the site. Loads from the structure will be transferred to the ground by. conventional shallow footings. We anticipate maximum wall loads for the structure will be less than 2,000 pounds per linear foot along the wall foundation. WI, a estimate some site fill will be required to reach the desired grades. 5� Ronald G. Keller, P.E.: 37293 / Sl Lic. No.: 860 / Julie E. Keller, P.E.: 68366 AIL KELLER S-CFILEICHER & ililaciiii'ILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 �O. BOA 7I,_1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 -� 8488 PALM BEACH (561) 845-7445 www.icsmengineering.net MELSOURI IE (321) 229-9093 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LU FAX (772) 589-6469 C.A.: 5603 FAx (772) 589-6469 I 25� Majestic Way -2- December 20, 2017 Fort Pierce, FL C jThe 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 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. The records of the soils encountered, the penetration resistances and groundwater level are shown on the attached logs. Donald G. Keller, P.E.: 37293 J SI Lic. No.: 860 1 Julie E. Keller, RE.: 68366 KELLEP, SCHLEICHER & NliacWILLIAM ENGINEERING AND TESTING, ING MARTIN (772) 337-7755 P.O- BOX 76-1377, SEBASTIAN, FL 32973-1377 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.: 5603 FAX (772) 589-64699 251 Majestic Way Fort Pierce, FL -3- E. (Engineering Evaluation and Conclusions: December 20, 2017 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 and fine-grained sand that is slightly silty. However, a very loose soil layer consisting of sandy clayed silt with organics was found in the test borings between a depth of about 4 to 6 feet below existing grade in the location of the proposed house and pool. Please refer to the soil boring logs for specific information relative to the soil description. In order for a shallow foundation to perform satisfactorily, it must be able to support the strluctural loads with an acceptable factor of safety against excessive settlements; both total and differential. Due to the settlement potential of the very loose sandy clayed silt layer with organics found on the site, we do not recommend supporting the proposed residence on conventional shallow footings. The anticipated settlement, in our opinion, would .be too excessive and beyond the general accepted safe limits for the structure. In order to avoid any damaging structural distress due to differential settlements, a more appropriate foundation system would be an engineered concrete steel reinforced structural slab .designed for a net soil contact pressure not exceeding 1,500 psf designed for differential settlement. The structural slab foundation 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 reinforced with rebars and have interior deepened reinforced sections so that the maximum slab span does not exceed 20 feet in any direction. F. Site Preparation: The proposed building area, 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. 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. i Ronald G. Keller, !? E.: 37293 I Si Lic. No.: 860 1 Julie E. Keller, P.E.: 68366 9k, KELLER, SCI�LEICHER & llflia.c'J ILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337=7755 P0. BOX 78-.1377, SEBASTIAN, FL 32976-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE1321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 25 Majestic Way Fort Pierce, FL ME December 20, 2017 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. Structural fill should be placed in uniform loose layers of 12 inches in thickness and compacted to at least 95 percent of its modified 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. I G.; Swimming Pool: The pool. shell can be supported on a conventional pool foundation provided that the soft soil layer with organic material from 4 feet to 6 feet is completely removed from the pool bottom. This can be done by over excavating the pool and backfilling with 3/" stone so the subrgade becomes firm below the pool bottom. The rock should be compacted using a "jumping jack". The contractor should take measures to ensure that the site preparation work for the pool does not undermine the foundation soils of the residence. A visual inspection is also recommended to verify all unsuitable soils have been completely removed below the pool bottom. Provided that the site is properly prepared, the pool can be designed and constructed using an allowable soil bearing pressure of 2,000 pounds per -square foot, or less. Backfill- material .behind the pool shell shall consist of clean granular sand with less than 16. 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 the site preparation work and construction of the pool shell. Ronald G. Keller, P.E.: 37293 i 31 Lie. No.: 860 J Julie E. Keller, RE.: 68366 KELLER, SCHLEICHER & fi/[Cdc ILLI%' M ENGINEERING AND TESTING, INC. MARTIN ;(772)337-7755 P.O BOX 780-13779 5EBASTIAN, F 2J78-1377 SEBASTIAN (772) 589-0712 ^ PALM BEACH (561) 845-7445wvvw.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 25 Majestic Way -5- December 20, 2017 Fort Pierce, FL H.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 of further service to you or should you have any questions, please feel free to bg $904aggesi d c ntaCl � e ���OO � c°°•••aa a°os� �dJ P a 00• o a®sea8d9B4998a48®��4�. JEKJt E-mail to: sasseville.paul@gmail.com Ronald G. Keller, RE.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 •• KSM Engineering &TestingP.O. BORING NUMBER B-Jr �f Box 78-1377 KtJlVl Sebastian, FL 32978 PAGE 1 OF 1 Tel: (772)-589-0712 Fax;(772)-589-6469 CLIENT Paul Sasseville PROJECT NAME 25 Majestic Wav PROJECT NUMBER 173834-b PROJECT LOCATION Fort Pierce, Florida DATE STARTED 12/14/17 COMPLETED 12/14/17 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLINGiMETHOD Split Spoon Sample AT TIME OF DRILLING — LOGGED BY DP/SF/JV CHECKED BY JEK AT END OF DRILLING -- NOTES Center Section of Pool AFTER DRILLING a o A SPT N VALUE o' > cn w w 20 40 60 80 0- w nz.0 ¢ O MATERIAL DESCRIPTION wm �� _ wm > CJ 0Z O D Q o- i-.� w.4 ~� Z a PL MC LL I—�� OU m0> `y ��. 20 40 60 80 2 z U z U O FINES CONTENT (°10) ❑ _ < W a Ix Light Brown Sand with Some Shell ....:.......:.......:...... .................................... . .... . SS 3-4-4 (8� SS 2-1-2 Dark Brown Clayed Silt with Some Organics SS 2-2-1 Gray Sand, Slightly Silty with Traces of Shell Fragments FSSSS 4-4-5 (9):.......:.............. (5) Bottom of borehole at 10.0 feet. H Z 0 KSM Engineering & Testing BORING NUMBER B-4 r ](� P.O. Box 78-1377 KtJ1Vl PAGE 1 OF 1 Sebastian, FL 32978 Tel: (772)-589-0712 Fax:(772)-589-6469 CLIENT Paul Sasseville PROJECT NAME 25 Maiestic Way PROJECTNUMBER 173834-b PROJECT LOCATION Fort Pierce, Florida DATE STARTED 12/14/17 COMPLETED 12/14/17 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLINGS METHOD Split Spoon Sample �Z AT TIME OF DRILLING 3.50 ft LOGGED BY DP/SF/JV CHECKED BY JEK AT END OF DRILLING -- NOTES NW Section of Building I AFTER DRILLING — A SPT N VALUE A tz—r U =0 EL W >- o:o f� lL �I•-D w a �� 20 40 60 80 PL MC LL a- W (L p MATERIAL DESCRIPTION W g W (J O 0 Z _j J�Q ~ h W.. " z ❑ " ' T 20 40 60 80 =' D_ z � M 0 � } ❑ FINES CONTENT (%) ❑ <t W 0 W M a o 0 20 40 60 80 Brown Sand Light Brown Sand with Some Shell 4-5-7 :...- . :. SS SS 5-4-3 i :....... Dark Brown Clayed Silt with Traces of Organics (7) :.......:....... :....... 5 .......... :.•:. SS 2-1-1 Gray Sand, Slightly Silty with Traces of Shell Fragments 3-6-9 :::• {..: SS (15) : .......:.......:.......:....... :... 10 b,'©' SS (4) 0° Bottom of borehole at 10.0 feet. m c•, i W w m , a Y U O 1� Lu w I J LL N Y 'W W y � I Y N tV 1� O {mil I I F- I ❑ O m g ❑ z I c� m 0 J a s m x O W r W 0 KSM Engineering &TestingP.O. BORING NUMBER B-3 Box 78-1377 KrJ1V1 Sebastian, FL 32978 PAGE 1 OF 1 Tel: (772)-589-0712 Fax: (772)-589-6469 CLIENT Paul Sasseville PROJECT NAME 25 Majestic Way PROJECT NUMBER 173834-b PROJECT LOCATION Fort Pierce, Florida DATE STARTED 12/14/17 COMPLETED 12/14/17 GROUND ELEVATION HOLE SIZE inches DRILLINGI CONTRACTOR GROUND WATER LEVELS: DRILLINGI METHOD Split Spoon Sample VAT TIME OF DRILLING 3.75 ft LOGGED BY DP/SF/JV CHECKED BY JEK AT END OF DRILLING — NOTES SW Section of Building AFTER DRILLING --- W o z A SPT N VALUE = U a0 > _ w� U w �Z nW. �� 20 40 60 80 PL MC LL (L W" O MATERIAL DESCRIPTION Wm a O Q 0 F-� W 2 Z Q I�� 0 (L Z 0 a M V" } 20 40 60 80 ❑ FINES CONTENT (%) El < W a 0 20 40 60 80 Brown Sand with Traces of Roots Light Brown Sand 3-3-3 SS Ss Dark Brown Sandy Silt with Some Organics 2-1-1 ........................... ..:....... .. SS (2) ....... :....... :...... . Gray Sand, Slightly Silty with Traces of Shell Fragments 2-5-8 :... . .0 SS (13) ....... :.......:....... :............ ... a �? @ a. f: 10 Q;- SS 3-2-3 (5j :.......:.......:.......:....... .................................... = SS X 4-5-8 (13) :Q%• 11-14-17 .... ... ...i.............:....... YBottom of borehole at 14.0 feet. O n N w J LL N Y w W W W N Y rn 0 O N N H N F- _Z C7 @ ti .Q J 1 uj W O w KSM Engineering & Testing • '' BORING NUMBER B-2P.O. /f Box 78-1377 1Y1 Sebastian, KSFL 32978 _ PAGE 1 OF 1 Tel: (772)-589-0712 Fax:(772)-589-6469 �-. CLIENT Paul Sasseville PROJECT NAME 25 Majestic Way PROJECT NUMBER 173834-b PROJECT LOCATION Fort Pierce, Florida DATE STARTED 12/14/17 COMPLETED 12/14/17 i GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample �-ZAT TIME OF DRILLING 3.67 ft LOGGED BY DP/SF/JV CHECKED BY JEK AT END OF DRILLING — i NOTES Center Section of Building AFTER DRILLING -- W o Z A SPT N VALUE U�V o W 20 40 60 80 PL MC LL a~ v a- p MATERIAL DESCRIPTION w m w a O z � I-- N Z p n O - m O > U " } " 20 40 60 80 (� nZ < V W UZ ❑ FINES CONTENT (%) ❑ a OW i Brown Sand with Traces of Roots Light Brown Sand with Some Shell v k:�;: Brown Sandy Clayed Silt with Some Organics .:',i.. Gray Sand, Slightly Silty with Traces of Shell Fragments Bottom of borehole at 14.0 feet. Q o N F y z _Z 0 f�H - Q J a s m Lu U O w SS 2-3-4 (7) .............:.............:...... ...... _.............. 3-3-2 SS (5) ...... :........... ....:....... :...... :....... :.......:...... 1-1-4 SS (5) ....... _..... .............. SS 6-3-2 . (5) :.......:...... �......:...... ..................................... :......... SS 1-2-4 (6) .. .... ....... ....... ...... ...... ........ ............... ....... :....... :....... :....... :...... SS 6-11-14 (25) ....... ....... :... ... :....... :....... :... SS 12-13-16 (29) • KSM Engineering & Testing BORING NUMBER B-1 KSP.O. Box 78-1377 PAGE 1 OF 1 Sebastian, FL 32978 Tel: (772)-589-0712 j Fax: (772)-589-6468 .. CLIENT Paul Sasseville PROJECT NAME 25 Majestic Way PROJECTiNUMBER 173834-b PROJECT LOCATION Fort Pierce, Florida DATE STARTED 12/14/17 COMPLETED 12/14/17 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample � AT TIME OF DRILLING 3.58 ft LOGGED BY DP/SF/JV CHECKED BY JEK AT END OF DRILLING -- I NOTES East Section of Building AFTER DRILLING -- Ak SPT N VALUE AL >- X 1-- w >- Ix v7 w � ~ 5 a � � 20 40 60 80 PL MC LL n~ p MATERIAL DESCRIPTION Co Lucy O Q w N z uj =' a 5 O — MO 20 40 60 80 ❑ FINES CONTENT (%) ❑ O < z W v? p o V •: -CIA _IV.— a. .1U YYIUI 1.— Va Dark Brown Sand with Traces of Shell Fragments 3-3-4 ..:I: SS (7) V ...... ...... :....... ........ :..... SS 5-4-2 Dark Brownish Gray Sandy Clayed Silt with traces of Organics 5 •. SS 1-1-3 (4) :....... :....... :....... :...... Gray Sand, Slightly Silty with Traces of Shell Fragments .................... :...... .... :.. SS 4-5-6 (11) :.......:..............:...... 2-1-2 o +�- :`::L.: . .... ..c.......:.......i.......:...... SS 7-8-11 m = _ =O: 19 ( ) ....... • lu w :.., . ,b;�.•f'.- .......:.......:......:.......:.... SS 9-12-14 (26) Bottom of borehole at 14.0 feet. 2 U) Y Lu w W y g m Y °f P A O N na