The URL can be used to link to this page

Home My WebLink AboutREPORTSSDII Global Corporation ; www.sdil-global.com 4509George Road Tampa, FL 33634 te1813-496-9634 fax 813-496-966V� t i• k. March 31, 2014 Ms. Iasha Pryor Frontline Homeowners Insurance 7131 Business Park Lane, Suite 300 Lake Mary, Florida 32746 SCAN St Zoe Cot Y S>�-1 ` 0 Z-- ®26� Subject: Completion Report of Underpinning Remediation Lyshon Residence 2601 Gray Twig Lane in Fort Pierce, Florida Claim No.009-20290 Remediation Contractor: Certified Foundations, Inc. Remediation Contractor Permit No. SLC1402-0264 SDII Project No. 8058005D i " Dear Ms. Pryor: SDII Global Corporation (SDII) is pleased to present this report"summarizing the underpinning remediation performed at the Lyshon residence located at 2601 Gray Twig Lane in Fort Pierce, Florida. Figure 1 illustrates the project location. BACKGROUND INFORMATION SDII was retained to monitor and confirm that foundation repairs were made in substantial compliance with the recommendations made in our Foundation Stabilization Recommendations, dated October 31, 2013, SDII Project Number 8058005C. The purpose of the underpinning program was to stabilize the foundation of j the structure. SDII monitored the contractor's operations during the underpinning to verify compliance with the .intent of , SDII's recommendations. Although SDII monitored the contractor's operations, SDII did not have control over, charge of, or responsibility for the construction means, methods, techniques, sequences or procedures or for the safety precautions and programs performed in connection with the work, since these are solely the contractor's responsibilities. t Completion Report of UnderpinningRemeaiaron -- Marrh31,2014 Lyshon residence - Fort Pierce, Florida Claim No. 069-20290 SD77 Project No 80580OSD SUMMARY OF MONITORING SERVICES The following summarizes the activities SDII observed and documented at the site: • Between March 10 and March 21, 2014, Certified Foundations, Inc. installed 46 steel helical pipe piles along the exterior of the residence which comprised of 1,216 linear feet of steel piling advanced into the subsurface. • The installed helical piles had 1-1/2 inch square shafts (Chance SS150) with lead sections consisting of a 10-inch diameter helix followed by an 8-inch diameter helix (Chance C150-0490). • Installation torque ranged from 5,130 to 6;398 foot-pounds and installed tip depths ranged from 20 to 38 feet. 4! Following installation, the .piles and foundation brackets were initially seated at 1,500 _ pounds per square inch sr Final lift pressures ranged from 1200 to. 2 200 PSI. _ Y • The contractor used the installed helical underpinning piles and hydraulic tams to support the foundation and close any cracks on the exterior of the home. The perimeter, of the residence was lifted between 3/8 and 2 inches. Based on our observations, the underpinning pile installations were documented as' substantially., complying with SDII's recommendations. Table 1 in, the Appendix summarizes the ,pin pile installation. Figure 2 illustrates the location and numbering of the -pin pile locations. It is SDII's understanding that cosmetic repairs, will be done following the pin pile*installation..' Accordingly, any existing damage and/or collateral damage associated with the .pin pile t` " installation program and the previously performed compaction grouting operations should be" ' repaired at that time by a qualified restoration contractor. f F Im L E OPY Completion Report of Underpinning Ret', ,ion March 3I, 2014 Lyshon residence - Fort Pierce, Florida Claim No. 009-20290 SDII Project No 8058005D CLOSING SDII appreciates the opportunity to have assisted you on this project. If you should have any questions concerning the contents of this report, or if we may be of further assistance, please contact us. Sincerely, SDII GLOBAL CORPORATION 4509 George Road, Tampa, Florida 33634 FBPE Certificate of Authorization 8778 'b 'x, y/51q Ruben Sosa, Jr., P.E., M.S.C.E. Geotechnical Engineer of Record Florida License Number 61847 Mark S. Densmore, P.Et,,8ke_". ' Structural Engineer ofc�ord Florida License Number 54625 ATTACHMENTS: Table I — Pin Pile Installation Summary Figure 1— Project Site Location Map Figure 2 — Site Plan Showing'As-Installed Pin Pile Locations Selected Site Photographs-, r DISTRIBUTION: Addressee — 1 Digitally Signed Copy Certified Foundations, Inc.— 2 r File — 1 ; Completion Report ofUnderpinningRemeamion Lyshon residence - Fort Pierce, Florida Claim No. 009-20290 SDI7Projecl No 8058005D Table 1. Pin Pile Installation Summary March 31, 2014 Pile Number Installation Depth (feet) Installation Torque (ft-lb) Ultimate Vertical Capacity (kips)* Final Lift Pressure (psi)** Final Lift (inches) 1 23 5 810 58 1400 1/16 2 28 5 942 59 1500 1/32 3 38 6 371 64 1400 1/32 4 23 6145 61 1500 1/32 5 27 6,361 64 1800 1 6 24 6,390 64 2,200 11/2 7 22 6 366 64 2,200 2 8 22 5,720 57 2,200 2 9 27 6,180 62 2,000 11/4 10 24 6,014 60 1400 1/32 11 24 5,881 59 1500 1/16 12 30 5,358 54 1500 1/32 13 31 6,398 64 1400 1/32 14 32 6123 61 1500 1/32 15 30 5,566 56 1500 1/32 16 31 6,313 63 1500 1/32 17 28 5,873 59 1500 1/32 18 24 5,945 59 1500 1/32. 19 28 5 878 59 1200 3/8 20 27 6120 61 1700 3/4 21 23 6 370 64 1700 3/4 22 26 8 510 55 1200 3/8 23 26 5 450 55 1400 1/16 24 29 6 050 61 1400 1/32 25 29 6,342 63 1500 1/32 26 24 6198 62 1400 1/32 27 25 _ 5 620 56 1500 1/32 28 31 5,921 59 1500 1/32 29 26 5,550 56 1600 1/32 30 27 5,710 57 1500 1/16 31 25 5,830 58 1,M0. 1/16 32 _ _ 27 5 230 52 1500 1/32 33 29 6,210 62 1500 1/32 34 26 5 540 55 1500 1/16 35 26 6 010 60 1700 1/16 36 24 6 385 64 1500 1/32 37 20 5 395 54 1 1500 1/32 Completion Report of Underpinning Remeami on Lyshon residence -Fort Pierce, Florida Claim No. 009-20290 SD11 Project No 8058005D March 31, 2014 Pile Number Installation Depth (feet) Installation Torque (ft-lb Ultimate Vertical Capacity* (kips) Final Lift Pressure (psi)** Final Lift (inches) 38 21 6 366 64 1500 1/32 39 24 6 361 64 1500 1/32 40 25 6,262 63 1,500 1/32 41 23 6 297 63 1500 1/32 42 28 5,939 59 1500 1 1/32 43 32 5,900 59 1600 1/16 44 24 5,830 58 1500 1/32 45 29 5130 51 1500 1/32 46 24 5,590 56 1500 1/32 TOTAL 1216 --- - --- --- *Ultimate Capacity (kips) =10 x Installation Torque/1000 (ft-lb) **Area of Lifting Hydraulic Ram = 8.29 in • s it w 1 1 �ti` y.r< � � �� fI • it � 7 - iWu IL •r - • �• -� �W 4 r-w .n. �l NOTICE OF WOOD - DESTROYING ORGANISM INSPECTION 43 AND/OR TREATMENT THIS NOTICE POSTED PURSUANT To CHAPTER 482, FLORIDASTATUTES. e Dates Of IftspecfMId]I on (if �adO� 7 ti rl Date Of Tf=nt (it Made) pe,sticicl Used (If Applied) Woad -Destroying oeganism Treatment Performed For Z9412-8 LiCL11500t, NAftle And AdTaSs TERMITE SERVICE REPORT ;ustomer Name CFI INC (FOR GLORIA LYSHON) phone # (772) 201-5781 iervice Address 2601 GRAY TWIG .LN FORT PIERCE, FL lccountNumber 12097801 Infestation Type SUBTERRANEAN TERMITE S i 410..i nitial Treatment + 00 Amount Due 141000 � Amount Received >ervice Covered Thru: 0� O O J 0 O Completion Date 0 0 O/ O O Renewal Amount Tme Onsite: l/ ❑ AM /❑ PM , Service k) Performed on (Date): �) Retreatment Scheduled Date (if needed): r Date: 3 / 1 9/ 14 (863) 272-6300 212.00 Grid # MP Time Offsite: ❑ AM / ❑ PM Next Scheduled Service Date: ❑ Retreatmenl ❑ Service Call (No Treatment) ❑ Reinspection ❑ Bait Monitoring ❑ Annual Bait keinspection This report is not intended for a property transaction. B) Activity Found: OYe_. 2nNo--- ❑Yes ❑ No Orkin Representative No ❑ In Station ❑ On Structure # oiStafion onitoring Baiteatm�Materials Us d), Consumer post application precautionary statements on hack. ityFound: ❑ Yea �•t�oTarget Pest: CL1- -cq t2c_ 7eT� ;_4Utiliee'Key on back for completion of this section Application Rates 1181itActivity: Produc # Amount Applied Dilution % Equipment Used ❑ 1 gallon/ 10 SOFT ❑ Void Foaming ❑ 2gallons/10 LF ❑ Other �4gallons/1VLF/FTofdepth ❑ 3 gallons liquid & 1 gallon foam/10 LF ) States where applicable: ' Wind Direction Wind Velocity V. Conditions Conducive Temperature Humidity It is important foryou to know that certain conditions in and around your home can contribute to Wood Infesting Organisms, and can therefore compromise the effectiveness of Orkin's , TVof -,� �'t CpAj Qom, MQ-1 of treatment. It is very important that you remedy the Conditions Conducive noted below. If you fall 'to,do so, it may, in some cases; jeopardize your agreement; moreover, it is probable that 11 k 11 /our home will experience future termite activity and damage, and treatment by Orkin may P`rS_q C �X P 115 r V t' lot solve the termite problem. This report DOES NOT INCLUDE MOLD or any mold -like :onditions. Mold is generally not a wdbd destroying organism and is outside the scope of , :his report. If you wish your properlyto be inspected for mold or mold -like conditions, please mittact the appropriate mold professional. Please notify us in writing when you have corrected he Conditions Conducive. We identified the following Condition(s) Conducive: &Sell Above Sill ❑ Cellulose Material in Contact with Ground D Roof Leaks ❑ Excessive Exterior Moisture 7 Cellulose Material Stored in Crawl Area ❑ Excessive Interior Moisture / 7Improper Ventilation ❑Siding/Stucco in Contact with Groul! . l 7 Excessive Moisture in Crawl ❑ Treatment Disturbed Exterior Insulation Finished System (EIFS) ❑ Other Information C CO -COMMERCIAL APPLICATORS ARE LICENSED BY THE COLORADO DEPARTMENPOF Ar-mm a Ti me I. Acknowledgement Thank you for choosing Orkin � I understand that additions, or modifications to or around the structure can disturb the teNrlYmcide treatment, and rray`require aQ,�il1 Thelocation of these areas are: , At Pesticide Product Labels are Available Upon Request. For additional information, a copy of the Label and/or MSDS may be requested Itoi Y i This work has been performed'to my satisfaction r ,A Customer Signature }� JF3N �• f11' � Representative - Full Name '/ CA # / Bus. License # (if appli� Orkin street Address: 3231 S US HIGHWAY 1 2002'Rev 10/12 r City/State/Zip: FORT P T F pr.F 1 F I •R 9 5 - fJ !t IMAr:p rinpv L E nalol spaand realm t. your local branch. 70 222-122, Phone #:079) 1, R1,-101 R' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 Product Premise 75 Premise 0.5 SC Premise 2 Premise Granules Premise Pre - Construction Termidor SC Termidor 80.WG Bora-Care Tim-bor Recruit IV Recruit AG Recruit' IV AG Firstline GT Plus Firstline AG ValueLine Bifenthrin TC Talstar Phantom Labyrinth Cy -kick Optigard ZT Zyrox Advance Termidor HE ETDS - Popup Monitor Product Information Page • o a+. Manufacturer EPA Reg # Active Ingredient Bayer 3125-456 i Imidacloprid 75.00% Bayer 3125-497 Imidacloprid I' 5.65% Bayer 3125-4521 Imidacloprid.. 21.4% Bayer 432-1385 Imidacloprid 0.5% Bayer 432-1331 Imidacloprid 21.4% BASF 7969-210 Fipronil 9.10% BASF 7969-209 Fipronil 80.00% Nisus 64405-1 Disodium Octaborate Tetrahydrate 40.00% Nisus 64405-08 Disodium Octaborate Tetrahydrate 98.00% Dow AgroSciences 62719-453 Noviflumuron 0.5% Dow AgroSciences 62749-270 Hexaflumuron 0.50% ' Dow AgroSciences 62719-454 Noviflumuron 0.5% FMC 279-3196 Sulfuramid 0.01 % FMC 279-3153 Sulfluramid 0.01% FMC 279-3266-7374B Bifenthrin 7.9% FMC 279-3206 Bifenthrin 7.90% BASF 241-392 Chlorfenapyr 21.44% Exterra 68850-2 Diflubenzuron 0.25% Whitmire Micro -Gen 499-470 Cyfluthrin 0.1% Syngenta 100-1170 Thiamethoxam 21.6% Syngenta 100-1174 Lufenuron 0.15% Whitmire Mirco-Gen 499-488 Diflubenzuron 0.25% BASF 499-552-7969 Fipronil 9.1% Pest Stop, Inc. Z1 monitor stauons 28 Bait Stations EQUIPMENT 29 Vents E1 Injectomatic E6 Power Sprayer 30 Bathtraps E2 Tank & Pump Unit E7 31 Polyethylene E3 Compressed Air Sprayer E8 E4 Foam Machine E9 E5 Aerosal Can E10 CONSUMER POST APPLICATION PRECAUTIONARY STATEMENTS 1 Contact Treated Area(s) — Do not allow unprotected persons, children, or pets to touch, enter, or replace items or bedding, to contactor enter treated area(s) until dry. 2 Ventilation / Reoccupying — Vacate and keep area(s) closed up to 30 minutes after treatment, then ventilate area(s) for up to 2 hours before reoccupying. 3 Equipment / Processing / Food — Thoroughly wash dishes, utensils, food preparation / processing equipment and surfaces with an effective cleaning compound and rinse with clean water, if not removed or covered during a treatment. The area should be odor free before food products are placed in the area. 4 Exterior Applications (Baits) — Do not allow grazing of feed, lawn, or sod clippings to livestock after bait applications. February 14, 2014 Ms. Iasha Pryor Frontline Homeowners Insurance 7131 Business Park Lane Ste. 300 Lake Mary, Florida 32746 ST. LUCIE COUNTY BUILDING DIVISION REVIEWED FOR CO CE REVIEWED BY DATE PLANS AND PERMIT MUST BE KEPT ON JOB OR NO INSPECTION WILL BE MADE Re: Letter Report Lyshon Residence — Fort Pierce, Florida Claim No.: 009-20290 SDII Project No.: 8058005D Dear Ms. Pryor: I, Mark S. Densmore, PE, SI, have reviewed the file for the subject project Knoxville„TN 379I and have rethought and recreated the structural evaluation portion of the Dallas, Tx 76104 subsidence investigation for SDII Global Corporation. As such, I am now Houston, TX 77042 serving as the successor professional structural engineer of record. SDII Global Corporation appreciates this opportunity to be of service to you. If we can be of further assistance in this or other matters, please do not hesitate to contact us. Sincerely, SDII GLOBAL CORPORATION 4509 George Road, Tampa, Florida 33634 FBPE Certificate of Authorization #8778 Mark S. Densmore, P.E., S.I. Structural Engineer of Record Florida License Number 54625 THF,SF, PLANS AND All. PROPOSED WORK ARE SUBJECT TO ANY CORRECTIOM REQUIRED BY RELD,IWKCTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL AP&GABLE CODES. rt Still Global Corporation 4509 G=9e Road Tampa, Mrlda'33634 ,813A96.9634 Fax 813.496,9864 J.� Sc q St 4Uc/6yNFO coUnry October 31, 2013 Ms. Iasha Pryor Frontline Homeowners Insurance 7131 Business Park Lane, Suite 300 Lake Mary, Florida 32746 Subject: Foundation Stabilization Recommendations Lyshon Residence — Fort Pierce, Florida Claim No. 009-20290 SDII Project No. 8058005C Dear Ms. Pryor: As requested, provided below are foundation stabilization recommendations by SDII Global Corporation (SDII) for the Lyshon residence (subject residence) located at 2601 Gray Twig Lane in Fort Pierce, Florida. Figure 1 illustrates the project location. It is noted that SDII completed a subsidence investigation at the subject residence and was detailed in our Final Report — Subsidence Investigation dated August 21, 2013. In our report, it was SDII's opinion, within a reasonable professional probability, that sinkhole activity, as defined by Chapter (§) 627.706(2)(i) Florida Statutes (F.S.), did not exist at the Lyshon residence and that the observed damage to the structure is most consistent with either the direct result, or the collateral effect, of differential foundation movement. The observed conditions were structurally significant in that they compromise the load capacity of primary structural members or systems. The differential movement of the foundation was primarily attributed to the shallow organic -rich soils that were encountered onsite and evident in SPT B-1. These soils are susceptible to compression as a consequence of organic decomposition, resulting in settlement. Also contributing to the differential foundation movement are the encountered near -surface sandy soils are also susceptible to consolidation and/or settlement. These conditions are a result of various factors including variations in applied structural loads through the foundation, variable soil relative densities, seasonal fluctuations in groundwater levels, surface soil erosion, and stormwater runoff and percolation. These factors can occur at varying points during a structure's lifetime and need not be contemporaneous. These factors can contribute to long-term settle der tial movement of the foundation. SDII has been d p 0V'OPY recommendations for stabilizing the foundation of a fff�� sif Foundation Stabilization Recommendations Lyshon Residence —Fort Pierce, Florida Claim No. 009-20290 SDI/Project No. 86k05C Paget of 3 Based on the slope of the floor slab and the damage observed, SDII recommends that the foundation of the structure be stabilized and releveled through the installation of helical piles around the perimeter of the structure. The intent of the helical piles is to resupport the foundation/slab such that the helical flights will bear on the medium dense sands encountered between 20 and 35 feet bls. The installation of the underpinning piles will lift, support, and relevel the structure, closing the relatively wide cracks that have opened. The underpinning helical pile assembly, including mounting bracket, is to have a minimum load capacity of 30 kips. The contractor is to submit the proposed helical pile system to SDII for approval. The underpinning helical piles should be installed around the perimeter of the structure as shown on Figure 2. These piles should be advanced to bear on the medium dense sands between 20 and 35 feet bls (estimated average of 30 feet). The lead section flights (likely 3 flights will be necessary) shall be capable of bearing a 30-kip load. The final bearing capacity will be determined in the field based on the final achieved torque as per the manufactures specifications of the equipment utilized. Helical bearing capacities shall be confirmed by the overseeing geotechnical engineer. Flight configuration and pile installation methods must be submitted to SDII for approval. Helical pile spacing should be approximately 6 feet on center and should not be located more than 3 feet from any corner unless a spreader beam is utilized and should not be located under any window or ,opening unless approved by the overseeing engineer. An estimated 46 piles will be required at the approximate locations shown on Figure 2. These locations may require adjustment by the contractor based on site conditions but the overseeing engineer must approve any adjustment. It is important to note that the optimum level to which the structure can be lifted as a result of the underpinning process is a function of the structural configuration as well as the amount of long- term and irreversible stresses that have accumulated. It may not be practical to attempt to completely relevel the structure, as excessive collateral damage may result. Following the underpinning, any remaining releveling that is needed should be accomplished through cosmetic repair techniques. It is our recommendation that the structure be carefully monitored during the lifting process. It should be noted that the contractor is responsible for the means and methods of construction. A list of estimated costs for repair and engineering supervision is provided below. It does not include estimates for cosmetic repairs, which should be estimated by a qualified insurance adjustor or contractor. Cosmetic repairs should be postponed for 30 days after the installation of the helical piles to allow for any subsequent structure movement to occur. A. Install underpin helical piles: 46 piles @ $1,250 (average cost) each .......... $57,500 B. Monitoring and Certification....................................................................... $9,040 Total.........................$66,540 This cost estimate should be considered an "order of magnitude" estimate of actual construction costs, and therefore should not be construed as a bid for performing th al only be determined through solicitation of bids from qualified contractors l COPY Foundation Stabilization Recommendations Page 3. of 3 Lyshon Residence —Fort Pierce, Florida Claim No. 009-20290 SDII Project No. 8058005C Continuous monitoring by SDII personnel during foundation stabilization is suggested to verify compliance with these recommendations and to make necessary adjustments to the stabilization program due to unforeseen site conditions. This will also allow the engineer who created the foundation stabilization design to certify that the stabilization met design specifications. It should be noted that the contractor is responsible for the means and methods of construction. SDII appreciates the opportunity to have assisted Frontline Homeowners Insurance on this project. Should you have any questions concerning this or any other matter, please do not hesitate to contact us. Sincerely, SDII Global Corporation 4509 George Road, Tampa, Florida 33634 FBPE Certificate of Authorization #8778 /450 / Ruben Sosa, Jr., P.E. l Thomas H. Fi E. Principal Geotechnical Engineer Senior Princ' Engineer (Civil/Structural) State of Florida License 61847 State of rida icense 58027 Attachments: Figure 1— Project Site Location Map Figure 2 — Site Plan Showing Approximate Location of Helical Piles Distribution: Addressee —1 Electronic (Digitally Signed Copy) File —1 A digital signature(s) has been used to sign and seal this document in accordance with applicable state statutes. If not signed and sealed by the licensed professional named and shown as its authors, the findings, conclusions, and opinions cannot be relied upon by anyone for any reason;, as such, the document has been provided for informational purposes only. FILE COPY N NOT TO SCALE FRONTLINE HOMEOWNERS INSURANCE LAKE MARY, FLORIDA v�I�.ivnt+,lL:h#wA'z�.:� APPROXII�QATE�' FPROJEGTySITE;J � `,� �4 T�rMs�„r_.. •. �� wmr�wrF7t.'E". ..,ti5;r.�iY 'Y,o +CS ,. . > c" n�Y U w' .i STAUCIE; COUNTY'"' r �2� C3P1C_ PROJECT SITE LOCATION MAP PROJECC NO.: 8058W5C CHECKED BY: RS DRAWING NO.: 8005C 1 DRAWN BY: L4R DATE: 10/25/13 Ll B-, a ------------ J wmmSo n,Pa (DaWIL FbHa Lb =MINT Soil GL Capmw 45D9Gan.R=J Twq%FA,4a33536 P�ynemap r»�Gwesna d3Ucetsek56525 `- Gb0elCmrp B n� ._. Geom—aFoad pe Fhhla 3383a — omrIrg BVahem C.A aene B-2 S IY:I TR EE TYP T) 41W3JUY HEUCJ. RLE SPACING IS 6'-0' O.C. 2) D0. NOT RACE HELICAL PILES UNDER'. WALL OPENINGS WGNOUT SPREADER BEAM 3) HELICAL PEE ASSEMBLY TO MVE A LONINUY SERVICE LOAD CAPACITY OP 30 NIP a) CONTRACTOR TO SUBMIT PROPOSED HELCAL PILE SYSTEM TO SD9 FOR APPROVAL B_) ® APPROXIMATE LOCATION OF SPT BORING WITH DESIGNATION 0 APPROXIMATE LOCATION OF AREA PARTIALLY OR TOTALLY INACCESSIBLE TO GPR SURVEY INDICATES LOCATION OF HELICAL PILE WITH SPREADER BEAM O INDICATES LOCATION OF HELICAL PILE SITE PLANOM FRONTLINE HOMEOWNERS INSURANCE LAKE MARY, FLORIDA A/C PVC PIPE N 0 20' SCALE 4Lysflolq fumw W W FORT PIERCE; FL DESIGNED BY: RSFDRAWWGNO.: ECT NO.: BOSBOOSC FIGUI CHECKED 8005C•2 2 CREATED DATnE,. 10/25/13 L'GlobarmF' C4��eC F� August21,2013 ,poration , °gory George Road Ms. Iasha Pryor oa, Florida 33634 754-SDII Frontline Homeowners Insurance ' 377-576-5921 t 7131 Business Park Lane, Suite 300 _. ----- Lake Mary, Florida 32746 Miami, FL 33176 Subject: Final Report - Subsidence Investigation Pensacola; FL 32505 '. Lyshon Residence — Fort Pierce, Florida Sunrise, FL 33351 ` f Atlanta, GA'30152 ' Claim Number: 009-20290 Metairie,ILA`76bo2 ` SDII Project Number: 8058005B Newton ;MA 02132 ,i Knoxville TN 37923 Dear Ms. Pryor: Dallas, TX i5104' Houston, TX 77042 - r j. SDII Global Corporation (SDII) is pleased to submit this final report of our i subsidence investigation, including our structural damage evaluation, for the above referenced project. When conducting a subsidence investigation, SDII follows the general sinkhole -investigation and structural damage evaluation protocols included in Chapter 627 of the Florida Statutes and described in j "Geological and Geotechnical Investigation Procedures for Evaluation of the Causes of Subsidence Damage in Florida" (Florida Geological Survey, Special Publication No. 57, 2005). Presented herein are the findings and conclusions of our investigation, li including: (1) identification of the observed and reported damage; (2) - . evaluations of the cause(s) of the damage; (3) determinations as to whether the damage is structural in nature; and (4) determinations as to whether or not sinkhole activity exists at the site. These evaluations are based on an 1 extensive data collection and interpretation effort by our technical staff with supervision and review by the professionals who have signed and sealed this report. SDII appreciates the opportunity to have assisted. Frontline Homeowners Insurance on this project. The senior professionals who developed the opinions contained herein, are always available to help. If you have any questions or comments concerning this report, please do not hesitate to contact us. Sincerely, FILE SDII GLOBAL CORPORATION COPY ,f Subsidence Investigation SDIi'rioject Number: 8058005B Lyshon Residence — Fort Pierce, Florida EXECUTIVESTTWUAPY Frontline Homeowners Insurance retained SDII Global Corporation (SDII) on July 30, 2013 to conduct a subsidence investigation, including a structural damage evaluation at the Lyshon residence in Fort Pierce, Florida. The purpose of the. investigation was to determine if sinkhole activity and structural damage exist at the property and, to the extent possible, the probable causes contributing to the observed damage, especially structural damage, at the property. SDII previously completed a Structural Damage Evaluation (SDE) and a Residential Damage Assessment (RDA) at the Lyshon residence to determine if structural damage exists at the property and, to the extent possible, determine the probable causes contributing to the damage, especially structural damage, at the property. SDII issued the RDA and SDE reports to Frontline Homeowners _Insurance dated May 16, 2013 and August 19, 2013, respectively. The conclusions of the SDE evaluation are incorporated into this report. Please refer to the RDA and SDE reports for the observed and reported damages, and an evaluation of said observations and structural damage to the residence. The following methods were utilized in our investigation: • A site inspection and an owner interview were completed to identify local conditions, record specific concerns, establish a history of the structure, determine a timeline of observed damages, and obtain details of the construction of the structure. • Damage to the structure was documented, photographed, and mapped (Figure 2). • A Ground Penetrating Radar (GPR) survey was conducted around the perimeter and inside of the structure to identify anomalous subsurface areas within the zone of influence of the foundation and in other areas of interest (Figure 3). Wall scans were also conducted along the exterior walls of the structure where applicable. • Test pits were excavated to directly observe foundation construction and geometry (Figure 4). • Hand auger (HA) borings and push penetrometer soundings were advanced to determine the composition and strength of subsurface materials near the foundation and the upper zone of influence of the structure (Figure 4). • Standard Penetration Test (SPT) borings were advanced adjacent to the foundation in order to characterize the relative stability of soils within the zone of influence of the structure and to investigate deeper geologic conditions for the presence of evidence of sinkhole activity (Figure 4). • Laboratory testing of soils was performed to identify deleterious soil types and for quality control of soil and geologic materials classification. • Relative floor elevation contour mapping was completed to identify anomalous floor elevation trends and establish a baseline contour map of the existing floor elevation (Figure5). FILE COPY iii Subsidence Investigation Lyshon Residence — Fort Pierce, Florida SDIi r`roject Number: 8058005B • A limited visual, non-destructive structural assessment was completed by an engineer in the field to identify construction methods and structural deficiencies related to the potential causes of observed damage. • Specific structural observations and measurements were made to allow for determination of the conditions considered to reflect structural damage. • ASTM International (ASTM) standard methods, where available, were generally utilized in this scope of work. Otherwise, industry standard methods were employed. Methods of data collection are explained and cited in Appendix A. This final report was prepared to summarize the results of the subsidence investigation and reiterate the results of SDII's Structural Damage Evaluation. If sinkhole activity is identified, this report also includes SDII's recommendations for remediation. This report provides conclusions concerning whether sinkhole activity and structural damage exist. It is SDII's opinion, within a reasonable professional probability, that sinkhole activity, as defined by Chapter (§) 627.706(2)(i) Florida Statutes (F.S.), does not exist at the Lyshon residence. The SPT boring data do not indicate the presence of sinkhole activity at the site. The N value patterns observed in the SPT borings are consistent with normal compaction of sediments, changes in stratigraphy, an increase in the clay content, and/or depositional features related to the geology of the Eastern Valley Physiographic province of St. Lucie County. There were no indicators of settlement or systematic weakening of the earth supporting the residence resulting from contemporaneous movement or raveling of soils, sediments, or rock materials into subterranean voids created by the effect of water on a limestone or similar rock formation. The generally lateral continuity of the stratigraphy, as well at the relatively similar N value patterns observed in the SPT borings, indicates that the sediments have not been disturbed by sinkhole activity. It is SDII's opinion, within a reasonable professional probability, that structural damage, §627.706(2)(k) F.S., exists at the Lyshon residence. The observed damage to the main structure qualifies as excessive foundation displacement or deflections. As structural damage, as defined in §627.706(2)(k) F.S., has been identified and the presence of sinkhole activity, as defined in §627.706(2)(i) F.S., has been eliminated, SDII certifies that this investigation was of sufficient scope to determine the absence of sinkhole loss, as defined in §627.706(2)0) F.S., and the presence of other cause(s) of damage within a degree of reasonable professional probability as specified in §627.7072 F.S. and §627.7073 F.S. The observed damage to the main structure is most consistent with either the direct result, or the collateral effect, of differential foundation movement. The observed conditions are structurally significant in that they compromise the load capacity of primary structural members or systems. The differential movement of the foundation is primarily attributed to the shallow organic -rich soils that were encountered onsite and evident in SPT B-1. These soils are susceptible to compression as a consequence of organic decomposition, resulting in settlement. Also iv FILE COPY Subsidence Investigation Lyshon Residence — Fort Pierce, Florida SDH rroject Number: 8058005B contributing to the differential foundation movement are the encountered near -surface sandy, soils are also susceptible toconsolidation and/or settlement.. These conditions are a result of various factors including variations in applied structural loads. through'the foundation, variable soil relative densities, seasonal fluctuations in groundwater levels, surface soil erosion, and stormwafer runoff and percolation. These factors can occur at varying points during a structure's lifetime and need not be contemporaneous. These factors can contribute to long-term settlement and differential movement of the foundation. The following report details the basis of these findings. A list and definitions of terms utilized in this report are provided in the Glossary. Subsidence Investigation SDII'rr'-ject Number: 805800513 Lyshon Residence — Fort Pierce, Florida 2.5 Geologic and Geotechnical Evaluation Summary The SPT data indicate that sinkhole activity, as defined by §627.706(2)(i) F.S., does not exist at the site. The SPT boring data do not indicate the presence of sinkhole activity at the site. The N value patterns observed in the SPT borings are consistent with normal compaction of sediments, changes in stratigraphy, an increase in the clay content, and/or depositional features related to the geology of the Eastern 'Valley Physiographic province of St. Lucie County. There were no indicators of settlement or systematic weakening of the earth supporting the residence resulting from contemporaneous movement or raveling of soils, sediments, or rock materials into subterranean voids created by the effect of water on a limestone or similar rock formation. The generally lateral continuity of the stratigraphy, as well at the relatively similar N value patterns observed in the SPT borings, indicates that the sediments have not been disturbed by sinkhole activity. The differential movement of the foundation described below is primarily attributed to the shallow organic -rich soils that were encountered onsite and evident in SPT B-1. These soils are susceptible to compression as a consequence of organic decomposition, resulting in settlement. Also contributing to the differential foundation movement are the encountered near -surface sandy soils are also susceptible to consolidation and/or settlement. These conditions are a result of various factors including variations in applied structural loads through the foundation, variable soil relative densities, seasonal fluctuations in groundwater levels, surface soil erosion, and stormwater runoff and percolation. These factors can occur at varying points during a structure's lifetime and need not be contemporaneous. These factors can contribute to long-term settlement and differential movement of the foundation. 2-4 Subsidence Investigation SDii Project Number: 8058005B Lyshon Residence — Fort Pierce, Florida 4.0 CONCLUSIONS It is SDII's opinion, within a reasonable professional probability, that sinkhole activity, as defined by §627.706(2)(i) F.S., does not exist at the Lyshon residence. The SPT boring data do not indicate the presence of sinkhole activity at the site. The N value patterns observed in the SPT borings are consistent with normal compaction of sediments, changes in stratigraphy, an increase in the clay content, and/or depositional features related to the geology of the Eastern Valley Physiographic province of St. Lucie County. There were no indicators of settlement or systematic weakening of the earth supporting the residence resulting from contemporaneous movement or raveling of soils, sediments, or rock materials into subterranean voids created by the effect of water on a limestone or similar rock formation. The generally lateral continuity of the stratigraphy, as well at the relatively similar N value patterns observed in the SPT borings, indicates that the sediments have not been disturbed by sinkhole activity. It is SDII's opinion, within a reasonable professional probability, that structural damage, §627.706(2)(k) F.S., exists at the Lyshon residence. The observed damage to the main structure qualifies as excessive foundation displacement or deflections. As structural damage, as defined in §627.706(2)(k) F.S., has been identified and the presence of sinkhole activity, as defined in §627.706(2)(i) F.S., has been eliminated, SDII certifies that this investigation was of sufficient scope to determine the absence of sinkhole loss, as defined in §627.706(2)0) F.S., and the presence of other cause(s) of damage within a degree of reasonable professional probability as specified in §627.7072 F.S. and §627.7073 F.S. The observed damage to the main structure is most consistent with either the direct result, or the collateral effect, of differential foundation movement. The observed conditions are structurally significant in that they compromise the load capacity of primary structural members or systems. The differential movement of the foundation described below is primarily attributed to the shallow organic -rich soils that were encountered onsite and evident in SPT B-1. These soils are susceptible to compression as a consequence of organic decomposition, resulting in settlement. Also contributing to the differential foundation movement are the encountered near -surface sandy soils are also susceptible to consolidation and/or settlement. These conditions are a result of various factors including variations in applied structural loads through the foundation, variable soil relative densities, seasonal fluctuations in groundwater levels, surface soil erosion, and stormwater runoff and percolation. These factors can occur at varying points during a structure's lifetime and need not be contemporaneous. These factors can contribute to long-term settlement and differential movement of the foundation. These conclusions are based upon the following: • The SPT borings indicated typical N values for the soils throughout the extent of the SPT borings performed at the site. Voids or raveling soils indicative of sinkhole activity were not observed during the completion of the borings. FILE COP4-1 Y Subsidence Investigation Lyshon Residence — Fort Pierce, Florida SDII rroject Number: 8058005B The hand auger and SPT borings indicate the near -surface soils consist of very loose to medium dense sands. Very loose and loose sandy soils are susceptible to long-term settlement from variations in applied structural loads through the foundation, variable and/or inadequate soil compaction, seasonal fluctuations in the groundwater table level, surface soil erosion, surface -water runoff, and groundwater percolation. • Laboratory testing of soil samples from 6 to 8 feet bls in SPT boring B-1 returned an organic content of 12.3 percent by weight. Soils with organic contents greater than 5 percent by weight are generally considered unsuitable for foundation support due to compression as a consequence of organic decomposition, resulting in settlement. FILE COPY 4-2 Subsidence Investigation SDii`t•roject Number: 8058005B Lyshon Residence — Fort Pierce, Florida 5.0 LIMITATIONS 5.1 Ground Penetrating Radar According to ASTM D6429, GPR is the preferred method for investigating "voids and sinkholes". This method provides high -resolution data with a minimum of interferences. GPR has been used in similar investigations to help identify shallow subsurface conditions frequently associated with karst features. In many cases, a GPR investigation has resulted in the identification and mapping of the boundaries of karst features and has helped characterize their size and geometry. This method, however, is limited to the ability of the GPR unit to collect interpretable data. There is a possibility that karst features may exist at the project site and not be detected by the GPR technique due to small size, subsurface soil conditions, or the occurrence of such karst features below the depth of penetration of the GPR signal. Note that many GPR anomalies are not sinkhole or karst features. The presence of an anomaly should not be construed to reflect sinkhole activity simply because of its existence. 5.2 Standard Penetration Test and Hand Auger Borings The determination of soil type and conditions was only done from the ground surface to the maximum depth of the borings. Any changes in subsurface conditions that occur between or below the borings would not have been detected or reflected in this report. Soil classifications are based upon identifiable textural changes, color changes, changes in composition, or changes in resistance to penetration at the intervals from which such samples were collected. Abrupt changes in soil type, as reflected in boring logs and/or cross sections, may actually represent gradual transitions. Depth to the water table is based upon observations made while advancing hand augers and SPT borings. The maximum depth of hand auger borings is 10 feet bls unless otherwise noted. Water table depth is an estimate and does not reflect annual or extreme variations that occur due to fluctuations in rainfall, pumpage, and rates of evapotranspiration. Low permeability soils or sediments may not allow water to freely enter the borehole and, therefore, the water table may not be evident or it may only represent a transient condition. The depths are estimated from the immediate land surface, which is not surveyed or tied to a known reference elevation. 5.3 Site Figures and Conditions Described in this Report The measurements used for the preparation of figures in this report were made with a fiberglass measuring tape or measuring wheel. Such measurements are usually accurate to within ±5 percent. Right angles were estimated from existing exterior walls at the structure; such angles are usually accurate to within 5 degrees. Figures in this report were not prepared by a licensed land surveyor and should not be interpreted as such. The construction and damage to the structure(s) investigated by SDII are subject to change. The conditions described in this report are, to the best of our knowledge, c LEr the time of the investigation, but they may not reflect historical or post -investigation cor i 5.4 Use of This Report The conclusions, anal sis, and o inions ex ressed herein have been prepared within aeasono�� Y P P degree of professional certainty. They are based on the results and interpretations of the testing and/or data collection activities performed at the site, the information available to SDII at the 5.1 Subsidence Investigation SDII r-roject Number: 8058005B Lyshon Residence — Fort Pierce, Florida time the report was issued, and the education, training, knowledge, skill, and experience of the author and/or licensed professional engineer noted. The contents of this report are confidential and intended for the use of Frontline Homeowners Insurance and its representatives or clients. Contents of this report may also be copyrighted, privileged, or otherwise protected by work product immunity or other legal rules. SDII assumes no liability for the misuse of this information by others and reserves the right to update this report should additional information become available. A digital signature(s) has been used to sign and seal this document in accordance with applicable state statutes. If not signed and sealed by the professionals named and shown as its authors, the findings, conclusions, and opinions cannot be relied upon by anyone for any reason; as such, the document has been provided for informational purposes only. SDII Global Corporation appreciates this opportunity to be of service to you with this investigation. If we can be of further assistance, please do not hesitate to contact us. 5-2 Subsidence Investigation SIiu rroject Number: 8058005B Lyshon Residence — Fort Pierce, Florida 6.0 ENDORSEMENTS 6.1 Compliance with Florida Statute Title XXXVII §627.7072 F.S. and §627.7073 F.S. This report followed the statutory requirements that it be prepared by individual(s) qualified to determine the following: (1) the existence of sinkhole activity and that the tests performed be of sufficient scope to eliminate sinkhole activity as the cause of damage; and (2) the existence of structural damage and that the tests performed be of sufficient scope to determine whether or not structural damage exists. As structural damage, as defined in §627.706(2)(k) F.S., had been identified and the presence of sinkhole activity, as defined in §627.706(2)(i) F.S., had been eliminated, SDII certifies that this investigation was of sufficient scope to determine the absence of sinkhole loss, as defined in §627.706(2)0) F.S., and the presence , of other cause(s) of damage within a degree of reasonable professional probability as specified in §627.7072 F.S. and §627.7073 F.S. 6.2 Certifications In accordance with Florida Statutes, the following individuals, who are licensed to practice in the State of Florida and are Principals of SDII, have supervised this investigation and report. This report shall not be considered official unless it bears original signatures and seals. SDII GLOBAL CORPORATION 4509 George Road, Tampa, FL 33634 FBPE Certificate of Authorization 8778 FBPG Geology Business GB91 Michael C. Alfieri, P.G., P.Hg., CGWP Geologist of Record Florida License Number PG2476 (Geological Interpretation) Ruben Sosa, Jr., P.E. Geotechnical Engineer of Record Florida License Number 61847 (Geotechnical Evaluation) Mark S. Densmore, P.E., SST: Structural-Engineet•-of,Rcord Florida Li6ehse'Number:54625 (Structural Evaluation) 6-1 m el ell 8 _ 4 m ja e, Lt 9 gg P l ..-: i Rd Cl vP !, n w�, arl flr ers u't, p - f _1 i' PROJECPMSIM I.00�ATION 6• .�, r rEL` . r rf. 4 t N NOT TO SCALE ST{"LLJCTE�x :r 1'+ a�`•+F�,° `t' �tZa�e.k: <-,�,a%`�'r,;ri': COLRVTgY in, mill PROJ A FRONTLINE LYSHON RESIDENCE HOMEOWNERS FORT PIERCE, FLORIDA INSURANCE LAKE MARY, FLORIDA CHECKED BY: MCA PRoIEcr NG.: 8058005B FIGURE , DRAWING.NO.: 8005B-1 DRAWN BY: LAR DATE: OB/12/13 APPROXIMATE LOCATION OF CRACKING IN CEILING SCALE FRONTLINE HOMEOWNERS INSURANCE. LAKE MARY, FLORIDA SITE PLAN SHOWING APPROXIMATE LOCATION AND EXAMPLES OF OBSERVED DAMAGE LYSHON RESIDENCE CHECKED BY: MCA PROJECT NO.: 8058005B FIGII DRAWING NO.: 8005B -2[ CREATED BY: SMS 2 I I DATE: 08/12/13. 7 12 10 H 9 C. 8 W 7 J 6 U 5 4 3 2 1 0 A B G. D E F G H d. J APPROXIMATE LOCATION OF GPR TRANSECT LINE APPROXIMATE LOCATION OF GPR TR . A NSECT LINE (STRUCTURAL) FILE Gyp APPROXIMATE LOCATION OF SUBSURFACE ANOMALY WITH DESIGNATION 0 APPROXIMATE LOCATION OF AREA PARTIALLY OR TOTALLY INACCESSIBLE TO GPR SURVEY APPROXIMATE LOCATION OF CRACKING/SEPARATION ON WALLS O 20, APPROXIMATE LOCATION OF CRACKING/SEPARATION IN CONCRETE SLAB APPROXIMATE LOCATION OF CRACKING IN CEILING SCALE SITE PLAN SHOWING APPROXIMATE LOCATION OF GPR SURVEY AND RESULTS FRONTLINE LYSHON RESIDENCE HOMEOWNERS INSURANCE FORT PIERCE, FLORIDA LAKE MARY, FLORIDA CHECKED BY: MCA PROJECTNO.: 8658605B FIGURE - DRAWING NO.: 8005B -3 CREATED BY: SMS 3 DATE: 0S/1y13 HA-7 -P TP-1 ® APPROXIMATE LOCATION OF TEST PIT EXCAVATION WITH DESIGNATIOI HA-1 ® APPROXIMATE LOCATION OF HAND AUGER BORING WITH DESIGNAT101 g-1 19 APPROXIMATE LOCATION OF SPT BORING WITH DESIGNATION ® APPROXIMATE LOCATION OF SUBSURFACE ANOMALY WITH DESIGNATK APPROXIMATE LOCATION OF AREA PARTIALLY OR TOTALLY INACCESSI 0 APPROXIMATE LOCATION OF CRACKING/SEPARATION ON WALLS APPROXIMATE LOCATION OF CRACKING/SEPARATION IN CONCRETE S _ APPROXIMATE LOCATION OF CRACKING IN CEILING FRONTLINE HOMEOWNERS INSURANCE LAKE MARY, FLORIDA I ...: ................ B-3 PVC in PIPE TR EE HA-4 TYP N IMA TO GPR SUF I LE O 0 20, SCALE . SITE PLAN SHOWING APPROXIMATE LOCATION OF FIELD TESTS _ LYSHON RESIDENCE FORT PIERCE, FLORIDA PRO]ECCNO.: 8058005B FIGURE BY: MCA I BY: SMS I DRAWING NO.:. 8005B -4 4 ti NOTE: COLOR SCALES DENOTE RELATIVE ELEVATION IN INCHES 2.8 2.1 2A - 1:8 60:^.,.- 2 1.5 55 / ��1A 1.6 1.2 +� + 1f� , 1.2 0.9 + ti"- + h + s 0.8 0.6 R ' 0.4 0.3 40 7.e + 1 10 + + z w 30 t Q + vVi 25 O R 20 15 A L. OW FEE 10 _.. 1.8 5 7(3 0 \ 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 SCALE IN FEET N + INDICATES POINT OF MANOMETER DATA COLLECTION ♦ APPROXIMATE LOCATION OF MANOMETER FILE COP FFE FINISHED FLOOR ELEVATION OF MAIN LIVING AREA RELATIVE FLOOR ELEVATION CONTOUR MAP FRONTLINE LYSHON RESIDENCE HOMEOWNERS FORT PIERCE, FLORIDA INSURANCE LAKE MARY, FLORIDA FIELD DATA: KA PROJECTNO.: 111110111 FIGURE CHECKED BY: THE DRAWING NO.: 8005B-5 G DRAWN BY: IAR DATE: 08112113 J 2 4 6 a 10 I ' HA-1 HA-2 HA-3 HA-4 20 25 25 SILTY SAND (SM): Dark - brown (10YR3/3).silty fine to medium quartz sand with roots (approximately 2.7%organics) WINNOW 07D . orehole caved n @ caved i LLTtQBf@ w 2 4 6 8 10 15 20 20 SILTY SAND (SM): Dark - brown (10YR 3/3) silty fine to medium quartz sand (approximately 2.4% organics) TOB @ 2.5-ft. bile. Borehole caved in@ water tattle 2 4 6 8 10 . 20 27 30 = POORLY GRADED SAND WITH SILT (SP-SM): Dark -brown (10YR 3/3) fine to medium quartz .sand with silt TOB @ :3.0 ft. bls. Borehole caved in @ .water table APPROX WAT�BLE - APPROX SEASONAL HIGH WATER TABLE 9D APPROX ANALYZED SOIL HORIZON TOB TERMINATION OF BORING NOTE: Frontline Homeowners HAND AUGER BORING LOGS SITE NAME: Lyshon Residence SECOND COLUMN FROM LEFT Insurance SITE LOCATION: Fort Pierce, Florida INDICATES APPROXIMATE PUSH Lake Mary, Florida DESIGNED BY: JMW PROJECT NO.: 8058005A HAND' PENETRATION VALUES IN kg1cm2 (WHERE APPLICABLE) CHECKED BY: JMW BORING DATE: 07/19/13 AUGERS DRAWN BY: MVK PAGE NO.: 1 of-1 1 thru 4 I _J J COMMENTS PENETRATION BLOW 4 O in Water Table = uJ IL m DESCRIPTION blows per foot COUNTS > Drilling Fluid Losses w G Z W ft. = ft. bls (typical) 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 . POORLY GRADED SAND WITH. I I ! Hand auger boring from 0-4 ft. SILT (SP-SM): Very loose ppt resistances @ 1,2,3,4 R: Greyish -brown (10YR 5/2) fine to I 15/22115112 kg/sq cm medium quartz sand with silt ; 412n12 3/41877 4 12 NoEV from 4ft. to end of, boring EFR @,8 ft. @15 gpm ` SILTY SAND WITH ORGANICS (SM-PT): Medium dense 8/12/1219 ,24 Black (10YR 211) fine to medium quartz sand with silt (appro)(imately 12.3%organic) 0 120 40 60 801I 514/6 10 POORLY GRADED SAND WITH SILT (SP-SM): Loose to medium dense Light -brownish -grey (10YR 6/2) fine 7110/12 22 to medium quartz sand with silt i I POORLY GRADED SAND WITH SILT (SP-SM): Medium dense ! 7/8/8 16 Very -dark -greyish -brown (10YR 3/2) to medium quartz sand with silt fifine nd t 0--20 j 40T60' 8071 1 OG 8110/12 22 POORLY GRADED SAND WITH SILT (SP-SM): Medium dense ! Light -brownish -grey (10YR 6/2) fine ! ! 615/9 14 to medium quartz sand with sill j ' POORLY GRADED SAND WITH i I 313/3 6 SILT (SP-SM): loose to medium i dense Very -dark -grey (10YR 3/1) fine to medium quartz sand with silt 020 40 60 8010 3/6/13 19 POORLY GRADED SAND WITH SILT (SP-SM): Medium dense ` Grey (10YR 5/1) fine to medium 1216/6 12 _ 4 quartz sand with silt and shell ! 4/4f7 11 dense CLAYEY SAND (SC): M�ah�elll Grey (10YR 5/1) clayey j medium quartz sand with i-� NO RECOVERY 0 20 40 8010 517/18 25 1607 SHELL: Light -grey (10YR 7/1) shell with clay " J 20/15J18 33 POORLY GRADED SAND WITH • CLAY (SP-SC): Dense to very dense ( j • �, Grey (10YR 6/1) fine to medium i 20I20/18 38 quartz sand with clay and shell I .y 24/22/40 62 0 20 40 60,4 80 100 • j 23/41I 0+ s of penetration 50 ybI T ut I re Frontline Homeowners SPT BORING LOG SITE NAME: Lyshon Residence Insurance SITE LOCATION: Fort Pierce, Florida Lake Mary, Florida DESIGNED BY: MVK CHECKED BY: JMW DRAWN BY: DEF PROJECT NO: 8058005B BORING DATE: 8112113 PAGE NO: 1 of BORING B�� COMMENTS PENETRATION BLOW �. m Water Table = to DESCRIPTION > Drilling Fluid Losses a blows per foot COUNTS r z rn ft. = fi. bls (typical) 0- 5 10- 15- 20 - 25- 30 - 35 - 40 - 45- 50 - 55 - 60- 65- 70 - 75 - 80- 85- POORLY GRADED SAND WITH I _ Hand auger boring from SILT (SP-SM): Medium dense I I. ppt resistances @ 1;2,3,4 ft.: Dark -brownish -grey (10YR 4/2) fine 35/44/50160kglsq cm to medium quartz sand with silt i 7/7/8/12 15 NoEV from 4 ft. to end of boring POORLY GRADED SAND WITH j 10/10/10/12 20 T EFR @ 8 ft. @ 15 gpm SILT (SP-SM): Medium dense j 8l8110/10 18. Greyish -brown (10YR 512) fine to I medium quartz sand with silt j i 0 20 40 60 6010 I 5/5/5 10 POORLY GRADED SAND WITHCLAY : Loose "J Grey shsbro n) (10YR 5/2) fine to medium quartz sand with Gay 10/10/13 23 POORLY GRADED SAND WITH 11 SILT (SP-SM): Medium dense , Light -brownish -grey (10YR 612) fine to medium quartz sand with silt j ' 8/13/13 26 ' . I OT20 I i 40T60 I i _ 80 I I . 100 I 8110/13 51818 23 16 POORLY GRADED SAND WITH SILT (SP-SM): Loose to medium dense j Dark -grey (10YR 4/1)fine to medium j quartz sand with silt ' 6/5l5 10 0 2 j 40T60 8010 I 5/8f7 15 POORLY GRADED SAND WITH . CLAY (SP-SC): Very dense Grey (10YR 511) fine to medium 40/38/50 88 quartz sand with clay and shell i. j I 617/10 17 SHELL: Light -grey (10YR 7/1) shell with clay 07 20 40 660 80 1 OC 4/5110 15 16l15/18 33 • '`. POORLY GRADED SAND WITH • '� CLAY (SP-SC): Dense to very dense SGrey (10YR 6/1) fine to medium i quartz sand with clay and shell 9/12/28 40 ' 25/35/30 65 0 20 40I 60 8010 I Drilled hard from 76 ft. to end of . •. J, j I boring J i 26130/30 60 TOB @80 ft. bls. i I Grouted borehole Frontline Homeowners SPT BORING LOG SITE NAME: Lyshon Residence Insurance SITE LOCATION: Fort Pierce, Florida Lake Mary, Florida DESIGNED BY: MVK CHECKED BY: JMW DRAWN BY: DEF PROJECT NO: 80580058. BORING DATE: 8112/13 PAGE NO: 1 of 1 BORING 8�.1 - i.� COMMENTS PENETRATION BLOW _ m Water Table w DESCRIPTION j Drilling Fluid Losses IL m blows per foot COUNTS Lu z w ft. = ft. bls (typical) G 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 C POORLY GRADED SAND WITH, i ( Hand auger boring from 0-4 ft. SILT (SP-SM): Brown (10YR�5/3)fine ppt resistances@ 1.2.3.4 ft.: to medium quartz sand with silt 22/15/12/17 kglsgcm I 4/415/10 9 NoEV from 4 ft. to end of boring POORLY GRADED SAND WITH Illyyy SILT (SP-SM): Loose I 7/8110/9 18 EFR @ 8 ft. @ 15 gpm Very-darkyreyish-brown (10YR 3/2) 616/7/8 13, Ij fine to medium quartz sand with silt POORLY GRADED SAND (SP): I i Medium dense 0 20 1 40 ' 60 8010 5/4l5 9 Light -grey (10YR 712) fine to medium quartz sand ! POORLY GRADED SAND WITH 816/6 12 SILT (SP-SM): Medium dense Dark -brownish -grey (10YR 4/2) fine to medium quartz sand with silt 10/817 15 POORLY GRADED SAND WITH SILT (SP-SM): Loose to medium dense 0 20T O 60 80,10C 8/10/1'1 21 Light -brownish -grey (10YR 6/2) fine i to medium quartz sand with silt POORLY GRADED: SAND WITH ! 7/10/10 20 SILT (SP-SM): Medium dense Very -dark -grey (10YR 311) fine to medium quartz sand with. silt 81615 11 POORLY GRADED SAND WITH CLAY (SP-SC): Dense • —20+40 J Grey (10YR 6/1). fine to medium 07 60 8010 8/19/27 46 ry quartz sand with clay and shell i ! 32120/10 30 CLAY (CLICH): Very stiff Grey (10YR 5/1) clay with shell I i 4/4I6 10 SHELL: Light -grey (10YR 7/1) shell ^. with clay 0 20 40 601 8010 5/5113 18 �. 15/16/16 32 POORLY_GRADED SAND WITH • CLAY (SPSC): Dense to.very dense Grey (10YR 6/1) fine to medium • quartz sand with clay and shell • 16135/32 67 ' •' 21/27/28 55 ' ad f 6 I d f 0 201 40 60 8010 J I 26/40/50+ 1 10 f nc a trafion 9.5�/ roe.@ 80 ft. bls. Grouted borehole Frontline Homeowners SPT BORING LOG SITE NAME: Lyshon Residence Insurance SITE LOCATION: Fort Pierce, Florida Lake Mary, Florida DESIGNED BY: MVK CHECKED BY: JMW DRAWN BY: DEF PROJECT NO: 8058005B BORING DATE: 8112113 PAGE NO: 1 of 1 BORING B'3