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Home My WebLink AboutSubsurface Investigation• Headquarters: 11345 U.S. Highway 1 Sebastian, FL. 32958 Orlando: 723 Progress Way Sanford, FL. 32771 October 12, 2021 IV C1 I' ENGINEERING 11h711/a AND TESTING David Gumpper 7655 Pelican Pointe Drive Lot 2, Pelican Pointe West Jensen Beach, FL 34957 Re: 7655 Pelican Pointe Drive Jensen Beach, Florida KSM Project #: 217523-wc Dear Mr. Gumpper: Mailing: P.O. Box 78-1377 Sebastian, FL. 32978 Phone: 772-589-0712 C.A. # 5693 KSMengineering.net '2/0G-'00097 5-�O-�� O M�' 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. Site Description: At the time of drilling, the riverfront site was fairly flat and had an existing structure with a few palm trees. Due to the vegetation and trees, a portable Dynamic Cone Penetrometer (Wildcat) was used to establish the bearing capacity of the foundation soils. Project Description: A pool and spa are planned to be constructed on the site. We anticipate that no more than 2 feet of additional site fill may be required to reach finished grade. The scope of our study consisted of the following: 1. Performed Dynamic Cone Penetrometer Testing and hand -auger borings in the proposed construction area to estimate the subsoil relative density. 2. Measured the observed groundwater level. 3. Evaluated the discovered subsurface conditions with respect to the proposed construction and provided recommendations for site preparation and foundation design. 4. Prepared this report to document our findings. Page 1 of 3 7655 Pelican Pointe Drive Jensen Beach, Florida KSM Project #: 217523-wc Site Investigation: I' 01 t ENGINEERING A% 0 jVL AND TESTING The site investigation program consisted of performing two (2) portable Dynamic Cone (DC) Penetrometer tests in the proposed construction area. Each DC test was terminated at approximately 8 feet below grade. A hand -auger (HA) boring was performed by each DC Test. Each HA was terminated at approximately 6 feet below grade. The locations of the borings are indicated on the attached boring logs. During the portable 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 centimeter of penetration, dynamic cone resistance, and equivalent SPT "N" values are measured and shown in the attached logs. Engineering Evaluation and Conclusions: Based on the information obtained from this site investigation, we are pleased to offer the following evaluation: Subsurface Conditions Summary - The boring logs indicate the subsurface soils discovered and the SPT "N" values recorded during the boring process in the proposed project area consist mostly of the deposits of fine-grained sand and slightly clayed/silty fine-grained sand that were very loose to loose at the surface and medium dense from 1 to 6 feet below grade (HA boring terminus), and dense to very dense form 6 to 8 feet below grade (DC test terminus). Please refer to the attached soil boring logs for specific information relative to the soil description and the SPT resistance record. Observed Groundwater Table — Groundwater was not encountered in our test borings. Based on the existing soil conditions, the proposed pool and spa can be designed and constructed using an allowable soil bearing pressure of 2,500 pounds per square foot. When excavating the pool and spa, if any organic soil or soft material is encountered, these materials/soils should be removed and replaced with 3/" stones so the subgrade becomes firm below the pool and spa bottoms. Please note that after placing stone in the bottom of the excavation, granular soil should never be placed on top of the stone. It is important to not undermine the existing foundation. Backfill material behind the pool shell and spa 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). Page 2 of 3 7655 Pelican Pointe Drive Jensen Beach, Florida KSM Project #: 217523-wc Closure: UP C, I ENGINEERING A%0jV& AND TESTING Based upon our subsurface investigation at the above -mentioned project location, the reliance of the recommendations presented within this signed and sealed report is predicated on KSM representative's involvement to verify that not only have the soils been prepared following the indicated recommendations, but the foundations are installed in compliance within the parameters indicated. The Pool Engineer of Record is responsible for confirming that the estimated capacities provided are adequate for the anticipated loading. If additional capacity is required, KSM is to be notified so that our recommendations can be amended as required. 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 of further service to you or should you have any questions, please feel free to contact us. Respectfully, %%,C�aw `�' 0 U&CEN,?F No. 91598 .,0 STATE OF �(/� S/ONAL Cody C. Clawson, P.E. Geotechnical Engineer Florida Lic. No. 91598 CCC/cv/BM Email to: gumpperl@gmail.com This item has been electronically signed and sealed by Cody Clawson, P.E. FL Lic. 91598 on the date stated directly to the right using a digital signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Digitally signed by Cody C Clawson Date: 2021.10.12 11:14:35-04'00' Page 3 of 3 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Company Name KSM Engineering & Testing Company Street # 11345 Hwy. U.S. 1 Company City, State, Zip Sebastian, Florida 32958 HOLE #: DC-1, See Attached Location Plan CREW: MS/HM/MH PROJECT: David Gumnner ADDRESS: 7655 Pelican Pointe Drive LOCATION: Jensen Beach. Florida PROJECT NUMBER: DATE STARTED: DATE COMPLETED: 217523-wcl 09-27-2021 09-27-2021 SURFACE ELEVATION: N/A WATER ON COMPLETION: 7211+ HAMMER WEIGHT: 35 lbs. CONE AREA: 10 sq. cm DEPTH BLOWS PER 10 cm RESISTANCE Kg/cm2 GRAPH OF CONE RESISTANCE 0 50 100 150 N' TESTED CONSISTENCY NON -COHESIVE COHESIVE - 6 26.6 ......••• 7 LOOSE MEDIUM STIFF - 10 44.4 ............•••• 12 MEDIUM DENSE STIFF - 1 ft 12 53.3 ..................• 15 MEDIUM DENSE STIFF - 11 48.8 ............••••• 13 MEDIUM DENSE STIFF - 14 62.2 ..................•••• 17 MEDIUM DENSE VERY STIFF - 2 ft 12 53.3 ..................• 15 MEDIUM DENSE STIFF - 12 53.3 ..................• 15 MEDIUM DENSE STIFF - 9 40.0 ............•• 11 MEDIUM DENSE STIFF - 3 ft 13 57.7 ..................•• 16 MEDIUM DENSE VERY STIFF - 1 m 17 75.5 ........................••• 21 MEDIUM DENSE VERY STIFF - 14 54.0 ..................• 15 MEDIUM DENSE STIFF - 4 ft 11 42.5 ............••• 12 MEDIUM DENSE STIFF - 10 38.6 ............• 11 MEDIUM DENSE STIFF - 13 50.2 ............•••••• 14 MEDIUM DENSE STIFF - 5 ft 15 57.9 ..................•• 16 MEDIUM DENSE VERY STIFF - 12 46.3 ............•••• 13 MEDIUM DENSE STIFF - 12 46.3 ............•••• 13 MEDIUM DENSE STIFF - 6 ft 13 50.2 ............•••••• 14 MEDIUM DENSE STIFF - 12 46.3 ............•••• 13 MEDIUM DENSE STIFF - 2 m 16 61.8 ..................•••• 17 MEDIUM DENSE VERY STIFF - 7 ft 22 75.2 ........................••• 21 MEDIUM DENSE VERY STIFF - 35 119.7 ........................................... 25+ DENSE HARD - 49 167.6 ........................................... 25+ DENSE HARD - 8 ft 100 342.0 ........................................... 25+ VERY DENSE HARD - 9ft - 3m loft - lift - 12 ft - 4m 13 ft 7655 Pelican Pointe Drive, Jensen Beach, Florida KSM Engineering & Testing BORING NUMBER HA-1 Box 78-1377 KSMP.O. Sebastian, FL 32978 PAGE 1 OF 1 Tel: (772)-589-0712 Fax: (772)-589-6469 CLIENT David Gumpper PROJECT NAME 7655 Pelican Pointe Drive PROJECT NUMBER 217523-wc PROJECT LOCATION Jensen Beach, Florida DATE STARTED 9/27/21 COMPLETED 9/27/21 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Q AT TIME OF DRILLING 6.00 ft + LOGGED BY MS/HM/MH CHECKED BY CCC AT END OF DRILLING — NOTES See Attached Location Plan AFTER DRILLING — W o A SPT N VALUE A }o w 20 40 60 80 =c7 I—W o o �P5 o_ H� PL MC LL 0-0 MATERIAL DESCRIPTION j a 0 7¢ m0Z w z n I ,80 p a� OUP v" }" 20 40 60 ❑ FINES CONTENT (%) ❑ C7 < Z W 0 0 20 40 60 80 Brown Sand with Traces of Shell Fragments :... ....................................... Dark Brown Sand 5 ....................................... Brown Sand a _ o Bottom of borehole at 6.0 feet. U m N N r N z O H Q O H U w z 0 'm N N n W w W w 112 Y_ N U O w w J LL U) N Y Y m r N `m r ❑ 0 °d 5 ❑ z c� 0 J a x m x WU F O w 0 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Company Name KSM Engineering & Testing Company Street # 11345 Hwy. U.S. 1 Company City, State, Zip Sebastian, Florida 32958 HOLE #: DC-2, See Attached Location Plan CREW: MS/HNVMH PROJECT NUMBER: 217523-wc2 DATE STARTED: 09-27-2021 DATE COMPLETED: 09-27-2021 SURFACE ELEVATION: N/A PROJECT: David Gumpper WATER ON COMPLETION: 7211+ ADDRESS: 7655 Pelican Pointe Drive HA DAER WEIGHT: 35 lbs. LOCATION: Jensen Beach, Florida CONE AREA: 10 sq. cm DEPTH BLOWS PER 10 cm RESISTANCE Kg/cmz GRAPH OF CONE RESISTANCE 0 50 100 150 N' TESTED CONSISTENCY NON -COHESIVE COHESIVE - 4 17.8 •••••• 5 LOOSE MEDIUM STIFF - 7 31.1 ......••••• 8 LOOSE MEDIUM STIFF - 1 ft 9 40.0 ............•• 11 MEDIUM DENSE STIFF - 11 48.8 ............••••• 13 MEDIUM DENSE STIFF - 12 53.3 ..................• 15 MEDIUM DENSE STIFF - 2 ft 11 48.8 ............••••• 13 MEDIUM DENSE STIFF - 13 57.7 ..................•• 16 MEDIUM DENSE VERY STIFF - 13 57.7 ..................•• 16 MEDIUM DENSE VERY STIFF - 3 ft 12 53.3 ..................• 15 MEDIUM DENSE STIFF - 1 m 15 66.6 ..................•••••• 19 MEDIUM DENSE VERY STIFF - 17 65.6 ..................••••• 18 MEDIUM DENSE VERY STIFF - 4 ft 13 50.2 ............•••••• 14 MEDIUM DENSE STIFF - 16 61.8 ..................•••• 17 MEDIUM DENSE VERY STIFF - 14 54.0 ..................• 15 MEDIUM DENSE STIFF - 5 ft 14 54.0 ..................• 15 MEDIUM DENSE STIFF - 19 73.3 ........................•• 20 MEDIUM DENSE VERY STIFF - 21 81.1 ........................••••• 23 MEDIUM DENSE VERY STIFF - 6 ft 27 104.2 ..................................... 25+ MEDIUM DENSE VERY STIFF - 19 73.3 ........................•• 20 MEDIUM DENSE VERY STIFF - 2 m 35 135.1 ........................................... 25+ DENSE HARD - 7 ft 65 222.3 ........................................... 25+ VERY DENSE HARD - 110 376.2 ........................................... 25+ VERY DENSE HARD - 8ft - 9ft - 3m 10ft - lift 12 ft - 4m 13 ft 7655 Pelican Pointe Drive, Jensen Beach, Florida KSM Engineering & Testing BORING NUMBER HA-2 KSMP.O. Box 78-1377 PAGE 1 OF 1 Sebastian, FL 32978 Tel: (772)-589-0712 Fax: (772)-589-6469 CLIENT David Gumpper PROJECT NAME 7655 Pelican Pointe Drive PROJECT NUMBER 217523-wc PROJECT LOCATION Jensen Beach, Florida DATE STARTED 9/27/21 COMPLETED 9/27/21 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD V AT TIME OF DRILLING 6.00 ft + LOGGED BY MS/HM/MH CHECKED BY CCC AT END OF DRILLING — NOTES See Attached Location Plan AFTER DRILLING — W 0 A SPT N VALUE A U yam. U) w w 20 40 60 80 =O CL ~m _ wo �z5 (L PL MC LL 180 O MATERIAL DESCRIPTION -j 2 IL > Ci OU� O 5¢ m0Z W w Z a 20 40 60 p V" }'' ❑ FINES CONTENT (%) ❑ C7J < Lu a 0 0 20 40 60 80 Brown Sand with Some Clay Brown Sand with Traces of Shell Fragments .ID. Dark Brown Sand, Slightly Silty 5 �? Bottom of borehole at 6.0 feet. U ci N N n_ z Z O H Q U' F- U w z_ J_ 0 N 'm N N n W w w Y_ U U O U W J LL CD N Y_ Y 07 r� N N F m0Q J N F co Z_ L7 co r 0 J a 2 m x U W H O W 0 COGE OF SLAG (TYP.) T-B• LINE OF NEW SCREEN ENCLOSURE NEW SCREEN [IIC7OSURE UNDER SEEARAIE PERMIT WALLTO ALIGN W/ DRAINAGE EASEMENT — — — — — LINE / LINE OF NEW SOICEIF / ENCLOSURE I LIVE OF NEW SCREEN / ENCLOSURE ELF/-ST I I EDGE Of SLAB EDGE Of (TYP'') T-30• CONCRETE WALL (I»J I NEW POOL I- SPILLWAY B• .WI e• ELEV •11• TYP. DC-2, HA-2 I UIIE OF NEW SCREEN ENCLOSURE I I OF DC-1, HA-1 NEW PO LINE OF NEW SCREEN HEW SPA 0 BOTTOMPASLABFIELD N OF EX.f •2 I ENCLOSURE A DIM EISIOILSASREOUNIED. A-2 5I I I I WALL (�T'PE.) BEtCN 7 SLOES CONCRETE STAIR I I — — — — — — ELEv-Lr UP ELEV i- ELEV<- — — — — — ---------------I 4---I- WALL I 10'-6• • - T•6- O CONE I INEw POOL DECK EEEV •57• IYP.) WX IELEV I EXISTING REAR PORCH I —'°• — — — — I % �— A2 —--------------1 EDeeofSLAB I § A•2 NEW POOL'DECK (TYP.) l EX. STEM WALL I FOOTING NEW DRAIN I I DOVlCLIUIY TO F}IS • WG.00WE .EPDXIED 6• INTO EIII EPOIDE II------��--- ---------- Or SPA LP L•w•oc — — — — — — — — — — — — — I EXISTING STORAGE F1LTErt I I EXISTING SLIDING GLASS DOORTO BE EQUIPPED AN AUDIBLE ALARMTHAT\•ILLSOUND WHMD00R CrR NEW a• CONCRETE SLAB W/ 6X6AWI.AIIA WWF pU,lp — -- SCREEN 15 OPENED. ALARM SHOUID MEOTME CENTERED ON EIEV 0'-0• I oE+n61 8 SRSLEMS S2017 EN .AND NAVE E SIGNALING COORDINATE COMPACTED SUS 2 ADE. FOLLOWING FEATURES. GF BS DB ]O SECONDS 2 AUUUI70 SEA MIN MUN MINIMUM EQUIPMENT. _ t GIEAR P00 7ALARMTOUEOLSTNCr FROMALL IEAIIOUSESOUNDS 6 ALARM TO IfAVE ALIT° pES-�OF IW T° t5 SECOLLDS ALID POOL PLAN ;•=7• SCALE +LOCATION OF SOIL TESTING PROJECT: 7655 Pelican Pointe Drive, Jensen Beach, Florida SHEET 1 OF 1 Z ENGINEERING DRAWN BY: C.V. PERMIT #: DESIGNED BY: C.C.C. PROJECT #: 217523-wcJ= AND TESTING I DATE: 20210928 SCALE: NOT TO SCALE