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Home My WebLink AboutQuest Engineering Service & Testing Report9. QUEST - Consulting Engineering Testing VED Rubin Custom Homes, LLC � 4253 SW Meadows Highway Palm City, FL 34990 OCT 13 2017 Attn: Mr. Steve Rubin"" BY. Re: Report of Geotechnical Study Liteplo Screen Porch Addition 2016 NW Laurel Oak Lane Palm City, Florida QuEST Report No. J-17214.001 Dear Mr. Rubin: As requested, Quest Engineering Services & Testing, Inc. (QuEST) has completed a subsurface study at the subject site. The fieldwork involved the drilling of one Standard Penetration Test (SPT) boring (ASTM D 1586) with tripod to a depth of 25 feet below existing grade. The approximate boring location is indicated on the attached Boring Location Plan. The boring log, which is also attached, indicates the types of materials encountered, the result of the field test and the measured groundwater depth. PROJECT CONSIDERATIONS The subject project site is a single-family residential lot located at 2016 NW Laurel Oak Lane in Palm City, Florida. We understand that plans are to construct a screen porch addition at the subject site. The new addition will likely be of CBS construction. While the loading information was not provided to us, they are expected to be light. For purposes of this study we have assumed that maximum column loads will 'not exceed 30 kips and wall loads 5 kips per linear foot (klf). This geotechnical exploration was required to determine the suitability of the foundation soils in the addition area to support the planned construction. The field work consisted of drilling one SPT boring with a tripod to a depth of 25 feet below grade, at the locations indicated on the attached Boring Location Plan. STRATIGRAPHY The stratification of the profile components as shown on the boring log represents the subsurface conditions at the actual boring location. Variations may occur within a short distance from the boring. Lines of demarcation represent the approximate boundary between the types of materials encountered, but the transition may be gradual, or not clearly defined. The boring disclosed the drilled site area to be mantled by very loose sand to a depth of 2 feet below grade. This was followed by medium dense sand to the terminal limits of the exploration at 25 feet below grade. Quest Engineering Services &Testing, Inc. Jupiter Ph (561)747 8886 Pompano Beach Ph (954)582 9800 Fax(954)582 9836 In Rubin Custom Homes, LLC - 2 - QuEST Report No. J-17214-001 Groundwater The ground water table was encountered at a depth of 4.5 feet below ground surface. In the absence of other data, we suggest assuming that a 12 to 18-inch rise in the water table could occur during periods of prolonged rainfall and at the peak of the wet hydroperiod, which typically occurs in the Fall. DESIGN RECOMMENDATIONS Based on the results of our field test, we believe that the site soils can safely support shallow foundations designed for an allowable bearing pressure of 2,500 pounds per square foot (psf) provided the earthwork recommendations given in this report are followed. To provide an adequate factor of safety against a bearing capacity failure, the new footings should bottom a minimum of 24 inches below the lowest adjacent grade. Continuous footings should have a width of at least 24 inches and isolated footings, if needed, 36 inches, even if they result in bearing pressures lower than allowable. Footings should also be reinforced adequately. Such footings are estimated to sustain maximum total settlements of about 1 inch and differential settlements of about Y2 inch, provided the loads are within assumed limits. The slab may be ground supported. A vapor barrier (preferably 10-mil thick) should be placed over the building pad fill, prior to placement of concrete for the floor slab. This will minimize the entrance of subgrade moisture into the slab. CONSTRUCTION RECOMMENDATIONS Prior to beginning of construction activities, all topsoil, vegetation, roots, uncontrolled fill and other deleterious material should be removed, in their entirety, from the construction area plus a 5-foot wide perimeter area. - Buried structures/utilities (if any) should also be removed in their entirety. The excavations should be backfilled with clean granular soils, in 12" thick (loose measure) lifts and compacted to 95% of the ASTM D 1557 maximum dry density. Care should be taken to ensure that compaction operations do not cause any distress to nearby structures. The stripped pad should be compacted to degree specified above. The addition area may then be filled to .the required slab subgrade elevation. The fill soils should comprise of clean granular soils having no particle size larger than 3 inches. The fill should also not have more than 10% fines (material passing the U.S. No. 200 Sieve). The fill should be placed in 12-inch thick (loose measure) lifts. Each lift of fill should be compacted to 95% of the ASTM D-1557 maximum dry density. When footing trenches are excavated, the excavation bottoms should be examined. If any organic, soft or fine-grained soils are encountered in the footing bottoms, they should be removed in their entirety and replaced with compacted fill. The footing subgrade as well as the slab subgrade soils should be compacted to 95% of the ASTM D-1557 maximum dry density. Care should be taken to ensure that compaction operations do not cause any distress to nearby structures. Likewise, when addition area excavations, including footing excavations, are made adjacent to the existing building, care should be exercised to ensure that the existing structure's foundations are not undermined. This may require the use of sheet piling along the existing building's perimeter areas that are adjacent to the new construction areas. QUEST Rubin Custom Homes, LLC - 3 - QuEST Report No. J-17214-ow LIMITATIONS OF STUDY The soils engineer warrants that the findings, recommendations, specifications, or professional advice contained herein, have been promulgated after being prepared in accordance with generally accepted professional engineering practice in the field of foundation engineering, soil mechanics and engineering geology. No other warranties are implied or expressed. The recommendations prepared for the planned construction are based on information provided and the available subsurface information gathered. Any revision to the plans for the proposed structure from that indicated in this report must be brought to the attention of the soils engineer so that the may determine if changes to the foundation recommendations are required. This report is also premised on the sub -surface soil conditions throughout the building pad being similar to that encountered in the borings logs. If deviations from the noted subsurface conditions are encountered during construction, they should also be brought to the attention of the soils engineer so that he may evaluate them in light of the foundation design recommendations, and make modifications if deemed necessary. After the plans and specifications are more complete, it is recommended that the soils and foundation engineer be provided the opportunity to review the final design and specifications, in order that the earthwork and foundation recommendations may be properly interpreted and implemented. At that time, it may be necessary to submit supplementary recommendations. Monitoring and testing should also be performed to verify that suitable materials are used for foundation and building construction. QuEST appreciates the opportunity to be of service. If we may answer any additional questions or be of further service, please call. Sincerely, Quest Engineering Services & Testing, Inc. ZVi' �jR aP.E. Project Engineer Florida Registration No. 60223 Attachments: Boring Location Plan Boring Log QuEST Rubin Custom Homes, LLC QuEST Report No. J-17214..001 APPENDIX Boring Location Plan SPT Boring Log -4- QuEST Z"*� U1 t- 6ttt1t P-l'ilTr, i � •i y. rl�� C1;�T1t�1�x 9 A .. BN%tiGR.4QT fG CY+RI F QUEST Title: Project: Quest Engineering Services & Testing, Inc. 2737 NW 19t" Street Pompano Beach, FL — 33069 Client: Project o. Ph (954) 582 9800 Fax (954) 582 9836 J-17214 iw N. LR i I BORING LOCATION PLAN Liteplo Screen Porch Addition 2016 NW Laurel Oak Lane Palm City, Florida Rubin Custom Homes, LLC /n sheet No. JREvasion RJ 1 of 1 * SPT Boring NTS BORING LOG Project Name Liteplo Screen Porch Addition Project Number J-17214 Client Name Rubin Custom Homes, LLC. Boring Number B-1 Boring Location See Boring Location Plan Date Drilled 09/29/17 Water Depth 4' - 6" Drilled By FE&T 0 10 20 N3�1�� 50 60 70 a a_ DEPTH SYM- DESCRIPTION OF MATERIAL Blow Depth o , � i F (FT) BOL Counts (Ft) 0 2 1 • 1 Brown SAND 2 2 3 Gray SAND 11 3 5 • 4 4 5 14 5 • 6 6 7 Dark Brown SAND 11 7 • 8 8 10 g 17 9 10 i Brown to Dark Brown SAND 10 11 11 12 12 13 13 15 • 14 14 15 18 15 16 111111111 Brown SAND 16 17 17 • 18 18 zo 19 26 19 20 20 21 21 22 22 • 23 23 25 24 21 24 25 25 26 End of Boring 26 27 27 28 28 30 29 29 30 30 31 31 32 32 33 33 35 34 34 35 35 Ground Elev. Not Known Completion Depth 25 Feet Type of Boring Standard Penetration Test Casing N/A Hammer Wt. 140 Pounds Hammer Drop Ht. 30 Inches QuEST