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Home My WebLink AboutKSM REPORT - 12-19-18Tip 01 t a%e_ IViva 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 December 19, 2018 c®4 Diane Costanzo 26 Aqua Ra Drive Jensen Beach, FL 34957 1 Re: Proposed Addition 26 Aqua Ra Drive Jensen Beach, Florida KSM Project # 184336-wc Dear Ms. Costanzo: 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: The site is presently occupied by a multi -family residence. Due to the existing site conditions, a portable dynamic cone penetrometer was used to estimate the bearing capacity of the soils. B. Project Description: An addition is planned to be added to the existing residence. Loads from the 500 S.F. addition will be transferred to the ground by conventional shallow footings. We anticipate maximum wall loads will be less than 1,500 pounds per linear foot along the wall foundation. I Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 KELLER, SCHLEICHE MARTIN (772) 337-7755 PO. PALM BEACH (561) 845-7445 FAX (561) 845-8876 C.A.: 5693 26 Aqua Ra Drive Jensen Beach, Florida Tie C 19 L% L7AVL R & 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 -2- C. The scope of our study consisted of the following: December 19, 2018 Performed portable Dynamic penetration tests and hand -auger 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) portable Dynamic cone penetrometer tests and two (2) hand -auger borings in the proposed construction areas. The Dynamic cone penetrometer tests were terminated at depths of 10 to 13 feet below grade and the hand -auger borings at depths of 6 to 7 feet below existing grade. The location of the borings are indicated on the attached boring logs. During the Dynamic cone penetrometer test, a 35 pound safety hammer is repeatedly dropped 15" driving a 10 square centimeter cone through the ground. Blows per 10 jcentimeter of penetration, dynamic cone resistance, equivalent SPT "N" values are 'measured and shown in the attached logs. The records of the soils encountered, the penetration resistances. and groundwater level are shown on the attached logs. 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. However, a soil layer consisting of dark gray clayed silty sand was found in the test borings at a depth of about 4 feet to 7 feet below existing grade. "N" values recorded during the boring operation indicate the existing soil density is generally loose to dense excluding the soft layer of clayed silty sand. Please refer to the soil boring logs for specific information relative to the soil description. Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 Tip C! 1hL N &%Dim KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 PO. 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 26 Aqua Ra Drive -3- December 19, 2018 Jensen Beach, Florida 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 soft layer found on the site, we do not recommend supporting the proposed residence on conventional shallow ootings. 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 ;structural slab designed for a net soil contact pressure not exceeding 1,200 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 Ihave interior deepened reinforced sections so that the maximum slab span does not !exceed 20 feet in any direction. F. Site Preparation: !The proposed addition areas and areas to be paved, pit feet (if possible), beyond the proposed construction she surface debris, including vegetation, roots and organic should be graded level and proofrolled. Any soft yielding 'replaced with clean compacted fill. Sufficient passes compaction operations to produce a density no less than Proctor value (ASTM D 1557) to a depth of two feet. s a minimum margin of three I be stripped and grubbed of matter. The exposed areas areas shall be excavated and should be made during the 95 percent of its modified dry After the exposed surface has been proofrolled, the addition 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 6 to 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. This is important due to the loose soils found in the investigation. 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. Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 UP CA'1 t / Z%1JAYi 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 26 Aqua Ra Drive -4- December 19, 2018 Jensen Beach, Florida G. 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. 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. ve are pleased to be of assistance to you on this phase of your project. When we may e of further service to you or should you have any questions, please feel free to I�� RIV.. r► . Email to: dcwinestreet@gmail.com Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 Company Name Company Street # Company City, State, Zip WIt CAT DYNAMIC CONE L. Page I of I KSM Engineering & Testing 11345 Hwy. U.S. 1 PROJECT NUMBER: 184336-lwc Sebastian, Florida 32958 DATE STARTED: 12-17-2018 HOLE #: DC-1, West Section of Proposed Addition CREW: DP/MS PROJECT: Diane Costanzo ADDRESS: 26 Aqua Ra Drive LOCATION: Jensen Beach, Florida DATE COMPLETED: 12-17-2018 SURFACE ELEVATION: N/A WATER ON COMPLETION: 70" HAMMER WEIGHT: 35 lbs. CONE AREA: 10 sq. cm DEPTH BLOWS PER 10 cm RESISTANCE Kg/cm' GRAPH OF CONE RESISTANCE 0 50 100 150 N' TESTED CONSISTENCY NON -COHESIVE COHESIVE - 4 17.8 .....• 5 LOOSE MEDIUM STIFF - 5 22.2 •••••••• 6 LOOSE MEDIUM STIFF - 1 ft 7 31.1 ••••••••••• 8 LOOSE MEDIUM STIFF - 8 35.5 •••••••••••• 10 LOOSE STIFF 8 35.5 ...••••••••• 10 LOOSE STIFF - 2 ft 7 31.1 ••••••••••• 8 LOOSE MEDIUM STIFF - 9 40.0 .........••••• 11 MEDIUM DENSE STIFF - 11 48.8 ....••••••••••••• 13 MEDIUM DENSE STIFF - 3 ft 10 44.4 •••••••••••••••• 12 MEDIUM DENSE STIFF - 1 m 6 26.6 ••••..... 7 LOOSE MEDIUM STIFF - 6 23.2 •••••••• 6 LOOSE MEDIUM STIFF - 4 ft 4 15.4 ••••• 4 VERY LOOSE SOFT - 4 15.4 •••• 4 VERY LOOSE SOFT - 2 7.7 2 VERY LOOSE SOFT - 5 ft 2 7.7 •• 2 VERY LOOSE SOFT - 2 7.7 •• 2 VERY LOOSE SOFT - 2 7.7 •• 2 VERY LOOSE SOFT - 6 ft 2 7.7 •• 2 VERY LOOSE SOFT - 3 11.6 •••• 3 VERY LOOSE SOFT - 2 m 4 15.4 ••••• 4 VERY LOOSE SOFT - 7 ft 20 68.4 •••••••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF - 28 95.8 •••••••••••••••••••••••••••••••••• 25+ MEDIUM DENSE VERY STIFF - 37 126.5 •••••••••.......................... 25+ DENSE HARD - 8 ft 33 112.9 ••••••••••••••••••.00-•••••••••••••••• 25+ DENSE HARD - i 34 116.3 ••••••••••••••••••••••••••••••••••••••••• 25+ DENSE HARD - 39 133.4 ••••••••••••••••••••••••••••••,•••••••••••• 25+ DENSE HARD - 9 ft 34 116.3 .......... 25+ 25+ DENSE HARD - 28 95.8 ••••••••••.... 25+ MEDIUM DENSE VERY STIFF - 23 78.7 •••••••••••••••••••••••••••• 22 MEDIUM DENSE VERY STIFF - 3 m 10 ft 25 85.5 •••••••....... 24 MEDIUM DENSE VERY STIFF - j 11ft - I - 12ft - 4m 13ft Diane Costanzo, 26 Aqua Re Drive, Jensen Beach, Florida I . ` iMFJAVL KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 PO. 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 Date December 17, 2018 Location: 26 Aqua Ra Drive Jensen Beach, Florida HA-1, West Section of Proposed Addition ,Depth Strata 'in Feet From -To Description of Soil -0- 0" - 10" Dark Gray Sand with Traces of Roots ------------------------------------------------------------ -1- 10" - 20" Gray Sand ------------------------------------------------------------ 20" - 56" Dark Brown Sand with -2- Traces of Clay and Shell -3- -4- ------------------------------------------------------------ 56" - 80" Dark Gray Sand, Slightly -5- Silty with Wood Debris ------------------------------------------------------------ 80" - 84" Gray Sand, Slightly -7-------------------------------------Clayed with Pieces of --- Rock Water Table: 70" Below Existing Grade Job #: KSM 184336-1ha Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 I WIIl __";AT DYNAMIC CONE Page I of 2 Company Name KSM Engineering & Testing Company Street # 11345 Hwy. U.S. 1 PROJECT NUMBER: 184336-2wc Company City, State, Zip Sebastian, Florida 32958 DATE STARTED: 12-17-2018 DATE COMPLETED: 12-17-2018 HOLE #: DC-2, East Section of Proposed Addition CREW: DP/MS SURFACE ELEVATION: N/A PROJECT: Diane Costanzo WATER ON COMPLETION: 70" ADDRESS: 26 Aqua Ra Drive HAMMER WEIGHT: 35 lbs. LOCATION: Jensen Beach, Florida CONE AREA: 10 sq. cm DEATH BLOWS PER 10 cm RESISTANCE Kg/cm2 GRAPH OF CONE RESISTANCE 0 50 100 150 N' TESTED CONSISTENCY NON -COHESIVE COHESIVE - 4 17.8 ••••• 5 LOOSE MEDIUM STIFF - 5 22.2 •••••••• 6 LOOSE MEDIUM STIFF - 1 ft 6 26.6 ••••••••• 7 LOOSE MEDIUM STIFF - 6 26.6 ••••••••• 7 LOOSE MEDIUM STIFF - 5 22.2 •••••••• 6 LOOSE MEDIUM STIFF - 2 ft 5 22.2 •••••••• 6 LOOSE MEDIUM STIFF - 6 26.6 ••••••••• 7 LOOSE MEDIUM STIFF - 5 22.2 •••••••• 6 LOOSE MEDIUM STIFF - 3 ft 4 17.8 •••••• 5 LOOSE MEDIUM STIFF - 1 m 4 17.8 •••••• 5 LOOSE MEDIUM STIFF - 4 15.4 ••••• 4 VERY LOOSE SOFT - 4 ft 2 7.7 2 VERY LOOSE SOFT - 4 15.4 ••••• 4 VERY LOOSE SOFT - 1 3.9 1 VERY LOOSE VERY SOFT - 5 ft 2 7.7 2 VERY LOOSE SOFT - 2 7.7 2 VERY LOOSE SOFT - 3 11.6 •••• 3 VERY LOOSE SOFT - 6 ft 3 11.6 ••• 3 VERY LOOSE SOFT - 6 23.2 •••••••• 6 LOOSE MEDIUM STIFF - 2 m 24 92.6 ••••••••••••••••••••••••••••••••• 25+ MEDIUM DENSE VERY STIFF - 7 ft 27 92.3 ••••••••••••••••••••••••••••••••• 25+ MEDIUM DENSE VERY STIFF - 26 88.9 •••••••••••••••••••••••••••••••• 25 MEDIUM DENSE VERY STIFF - 34 116.3 ••••••••••••••••••••••••••••••••••••••••• 25+ DENSE HARD - 8 ft 30 102.6 ••••••••••••••••••••••••••••••••••••• 25+ MEDIUM DENSE VERY STIFF - 30 102.6 ••••••••••••••••••••••••••••••••••••• 25+ MEDIUM DENSE VERY STIFF - 28 95.8 •••••••••••••••••••••••••••••••••• 25+ MEDIUM DENSE VERY STIFF - 9 ft 25 85.5 •••••••••••••••••••••••••••••• 24 MEDIUM DENSE VERY STIFF - 22 75.2 ••••••••••••••••••••••••••• 21 MEDIUM DENSE VERY STIFF - 1 21 71.8 ••••••••••••••••••••••••• 20 MEDIUM DENSE VERY STIFF - 3 m 1 10 ft 23 78.7 •••••••••••••••••••••••••••• 22 MEDIUM DENSE VERY STIFF - 26 79.6 •••••••••••••••••••••••••••• 22 MEDIUM DENSE VERY STIFF - 25 76.5 ••••••••••••••••••••••••••• 21 MEDIUM DENSE VERY STIFF - 22 67.3 •••••••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF - 1 I ft 21 64.3 ••••••••••••••••••••••• 18 MEDIUM DENSE VERY STIFF - 24 73.4 .....................••••• 20 MEDIUM DENSE VERY STIFF - 21 64.3 ••••••••••••••••••••••• 18 MEDIUM DENSE VERY STIFF - 12 ft 23 70.4 ••••••••••••••••••••••••• 20 MEDIUM DENSE VERY STIFF - 22 67.3 •••••••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF - 26 79.6 •••••••••••••••••••••••••••• 22 MEDIUM DENSE VERY STIFF - 4 m 113 ft 28 85.7 •••••••••••••••••••••••••••••• 24 MEDIUM DENSE VERY STIFF Diane Costanzo, 26 Aqua Re Drive, Jensen Beach, Florida T&P C!'1 t Z%1jAVi 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 (b61) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 Date December 17, 2018 Location: 26 Aqua Ra Drive Jensen Beach, Florida HA-2, East Section of Proposed Addition Depth Strata in Feet From -To Description of Soil -0- 0" - 12" Dark Gray and Brown Sand with Traces of Roots -1- ------------------------------------------------------------ 12" - 24" Gray Sand -2- -------------------------------------------------=---------- 24" - 40" Dark Brown Sand with Traces of Clay and Shell -3- ------------------------------------------------------------ 40" - 60" Dark Gray Clayed Silty -4- Sand -5- 60" - 72" Gray Sand, Slightly Clayed with Pieces of Rock -6------------------------------------------------------------- Water Table: 70" Below Existing Grade i Job #: KSM 184336-2ha Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366