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Home My WebLink AboutEngineering f Headquarters: IV A&M maENGINEERING Mailing: 11345 U.S. Highway 1 P.O.Box 78-1377 Sebastian, FL.32958 JLW AN TESTING � Sebastian, FL.32978 Orlando: Phone 772=589-0712 723 Progress Way C.A.#5693 Sanford, FL. 32771 KSMengineering.net March 2, 2020 Greg Tison Anglers Contracting PO Box 1825 Fort Pierce, Florida 34950 Re: 122 Queen Catherina Court N. Hutchinson Island, Florida KSM Project#: 200976-b Dear Mr. Tison: 5 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 riverfront site was fairly flat with an existing single-family residence. An existing slab was in the area of the proposed covered porch, but it is our understanding that the existing porch will be removed. B. Project Description: A covered porch is planned to be constructed at the rear of the existing house. 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 500 pounds per linear foot along the edge of the foundation and less than 10 kips for any individual column load. We estimate some additional site fill may be required to reach the desired grades. Proudly Serving Florida since 1990 r Headquarters: TV 0 ENGINEERINGMailing: 11345 U.S. Highway 1 P.O.Box 78-1377 Sebastian, FL.32958 Sebastian, FL.32978 Orlando: I" IW AND TESTING Phone:772=589-0712 723 Progress Way C.A.#5693 Sanford, FL. 32771 KSMengineering.net 122 Queen Catherina Court -2- March 2, 2020 N. Hutchinson Island, 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 two (2) 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. Proudly Serving Florida since 1990 Headquarters: N�� Mailing: 11345 U.S. Highway 19 P.O. Box 78-1377 CAI A mm Or endo Sebastian, RING FL.32958 1VA, 'AND-TESTING. . ... ......Pho Sebastian, 589-0712 723 Progress Way C.A.#5693 Sanford, FL. 32771 KSMengineering.net 122 Queen Catherina Court -3- March 2, 2020 N. Hutchinson Island, Florida 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 soils consist mostly of fine-grained sand with shell fragments. However, very loose soil layers consisting of silt with organics were found in the test borings at depths of about 5.0 to 8.5 feet below existing grade in the location of the proposed covered porch. 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 structural loads with an acceptable factor of safety against excessive settlements; both total and differential. Due to the settlement potential of the very loose 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 settlements, a more appropriate foundation system would be an engineered concrete steel reinforced "waffle type" 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 columns, reinforced with both top and bottom steel in the continuous footers and poured monolithically with the concrete slab. The slab should also be reinforced with rebars. 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 remnants of the previous slab should be completely removed. The building area should be graded level and proofrolled. Any soft yielding areas shall bet 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. We do not recommend using heavy vibratory equipment on this site due to the proximity to the existing structure. Proudly Serving Florida since 1990 Headquarters: JIM AMENGINEERING Mailing: 11345 U.S. Highway 1 P.O.Box 78-1377 ian, FL.32978 Or ando Sebastian, FL.32 I %958 SebAVL AND-TESTING. . - Phonaet7725890712 723 Progress Way C.A.#5693 Sanford, FL. 32771 KSMengineering.net 122 Queen Catherina Court -4- March 2, 2020 N. Hutchinson Island, Florida 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. H. 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 s?R«e to,you or should you have any questions, please feel free to contact us. K�/ �s • 4% N • •.F.p - 4 V FE. R10.Y JEK/jt e • ti E-mail to: anglerscontracting@gmail.com Proudly Serving Florida since 1990 KSM Engineering&Testing BORING NUMBER B-1 KSMP.O. Bx 78-1377 Sebastian, FL 32978 PAGE 1 OF 1 Tel:(772)-589-0712 Fax:(772)-589-6469 CLIENT Anglers Contracting PROJECT NAME 122 Queen Cather ina Court PROJECT NUMBER 200976-b PROJECT LOCATION N.Hutchinson Island, Florida DATE STARTED 2/27/20 COMPLETED 2/27/20 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample �-Z AT TIME OF DRILLING 4.42 ft LOGGED BY MS/CS CHECKED BY JEK AT END OF DRILLING -- NOTES See Attached Location Plan AFTER DRILLING -- ui A SPT N VALUE U } U)W w 20 40 60 80 ~.. 0-0 MATERIAL DESCRIPTION W M > p?Q w N Z Q PL M��L o pv � �Z -i E) V" }" 20 40 60 80 < W d Of ❑FINES CONTENT(%)❑ 0 20 40 60 80 C: Light Brown Sand,Slight Trace of Shell 2-3-3 Gray Silty Sand SS 3(3 )3 5 tr•::;.;: Gray Sand,Trace of Shell . ..................................... Gray Silt with Organics SS 5-3-2 (5) SS (2) :.......:....... Gray Sand,Trace of Shell 10 7-11-14 " (25) . `Q FSS 15-16-14 (30) ........... ........................... 11-13-13 .......:.. ....:.......:.......:....... (26) m Bottom of borehole at 14.0 feet. W W W W m Y N U O 0 m W J LL 2 co _Y Y rn N O O N ' M H ❑ m ❑ F Z 0 J a x m x U W H O W 0 KSM Engineering&Testing BORING NUMBER B-2 x 78-1377 KSM Sebastian,FL 32978 PAGE 1 OF 1 Tel:(772)-589-0712 Fax:(772)-589-6469 CLIENT-Anglers Contracting PROJECT NAME 122 Queen Catherina Court PROJECT NUMBER 200976-b PROJECT LOCATION N. Hutchinson Island,Florida DATE STARTED 2/27/20 COMPLETED 2/27/20 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample .Q AT TIME OF DRILLING 3.75 ft LOGGED BY MS/CS CHECKED BY JEK AT END OF DRILLING --- NOTES See Attached Location Plan AFTER DRILLING — W o ASPT NVALUE A U > _ w w 20 40 60 80 a$ a0 Wm LU �z� �� PL MC LL O MATERIAL DESCRIPTION >(� O ¢ W w z a {--�—� W v o-Z) O m O> V" }'' 20 40 60 80 C7 <z W U z a o0 FINES CONTENT(%)El 0 1 1 20 40 60 80 Light Brown Sand,Traces of Shell and Rock Fragments :.•. 2-2-2 :. SS (4) ....................................... Light Gray Slightly Silty Sand,Traces of Shell 2-3-2 - (5) ...................................... 5 -71 Dark Brown Silt with OrganicsSS 1-0-1 (1) .......:.......:.......:.......:....... Dark Gray Silt SS 0-0-3 b: Gray Sand,Trace of Shell (3) a• SS 6-7-9 :.......:..............:....... 10 (16) Bottom of borehole at 10.0 feet. a O m rn 0 0 it LU Uj w m co co Y_ U) U O 0 co co W w J LL N Y_ Y O O N N M I- 0 m g c 0 r U) z z c� 0 J a x m x W W 0 O w O Us �s s„ . gc ^d";ty9�t ay awn B-2 z 0 B-1 +LOCATION OF SOIL BORINGS PROJECT: 122 Queen Catherina Court,N.Hutchinson Island,Florida SHEET 1OF 1 Aff ENGINEERINGDRAWN BY: J.L. PERMIT#: DESIGNED 202 J.K. PROJECT#: 200976-bIJ TESTIN G SCALE: NONE AVZ AHD