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HomeMy WebLinkAbout09-9072 CITY OF ZEPHYRHILLS 5335 - 8TH STREET (813)780 -0020 9072 BUILDING PERMIT gi7X42.re -.411 Permit Number: 9012 Address: 39740 MEADOWOOD LOOP LT 12 Permit Type: ADDITION /ALTERATION ZEPHYRHILLS, FL. Class of Work: 434 -ADD /ALT RESIDENTIAL Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: MEADOWOOD ESTATES Est. Value: Parcel Number: 13- 26 -21- 0140 - 00000 -0120 Improv. Cost: Date Issued: Name: BARKER, ESTHER Total Fees: 100.00 Address: 39740 MEADOWOOD LOOP Amount Paid: 100.00 ZEPHYRHILLS, FL. 33542 Date Paid: 4/28/2009 Phone: (813)788 -6325 Work Desc: STABILIZATION FOR FOUNDATION A 4^ O.s�",-.4. :, `f7=ab.- vaa a tarAwE , W.A. NEUMANN CONSTRUCTION INC BUILDING FEE 100.00 6S 09 4'0 .. g FOOTER 2ND ROUGH PLUMB MISC INSULATION CEILING FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE -METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE -SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80 (2)(c) when extra inspection trips are necessary due to any one of the following reasons: a) wrong address b) condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d) work not ready for inspection when called e) permit not posted on job site f) plans not at job site g) work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. The payment of inspection fees shall be made before any further permits will be issued to the person owning same "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing, consult with your lender or an attorney before recording your notice of commencement." i CONTRACTOR SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER CITY OF ZEPHYRHILLS 5335 - 8TH STREET (813)780 -0020 9072 BUILDING PERMIT Permit Number: 9072 Address: 39740 MEADOWOOD LOOP LT 12 Permit Type: ADDITION /ALTERATION ZEPHYRHILLS, FL. Class of Work: 434 - ADD /ALT RESIDENTIAL Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: MEADOWOOD ESTATES Est. Value: Parcel Number: 13- 26 -21- 0140 - 00000 -0120 Improv. Cost: Date Issued: Name: BARKER, ESTHER Total Fees: 100.00 Address: 39740 MEADOWOOD LOOP Amount Paid: ZEPHYRHILLS, FL. 33542 Date Paid: Phone: (813)788 -6325 Work Desc: STABILIZATION FOR FOUNDATION " r;6 o ' : Y,' ` ■.A. NEUMANN CONSTRUCTION INC BUILDING FEE 100.00 i \j‘Q) - z 4;44 r, ==',71r`3 _ _ . " :: r ,. l 4 y.. _:. 3 '''' . . ;., ,3 .� FOOTER 2ND ROUGH PLUMB MISC INSULATION CEILI FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE -METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE -SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80 (2)(c) when extra inspection trips are necessary due to any one of the following reasons: a) wrong address b) condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d) work not ready for inspection when called e) permit not posted on job site f) plans not at job site g) work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. The payment of inspection fees shall be made before any further permits will be issued to the person owning same "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing, consult with your lender or an attorney before recording your notice of commencement." 66 CONTRACTOR SIGNATURE PERMIT OFFI �R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER 813- 780 -0020 City of Zephyrhills Permit Application I q0 q 7j Fax -813- 780 -0021 Building Department Date Received i I �J Phone Contact for Permitting 1 352 1 588 0910 1 1 Owner's Name Barker, Esther L. Owner Phone Number 813- 788 -6325 Owner's Address ' ��,�� 3�9OMeadod Loop, Zephyrhills, FL 33542 Owner Phone Number I owo P � Ze P Y Fee Simple Titleholder Name' Fee Simple Title Holder Owner Phone Number I Fee Simple Titleholder Address 1 Same as above JOB ADDRESS 1 39740 Meadowood Loop Zephyrhills, FL 33542 LOT # 1 12 1 SUBDIVISION Meadowood Estates 1 PARCEL ID #' 13 - 26 - 21 - 0140 - 00000 - 0120 1 (OBTAINED FROM PROPERTY TAX NOTICE) — WORK PROPOSED NEW CONSTR ADD /ALT E SIGN E MOVE E DEMOLISH INSTALL x REPAIR PROPOSED USE I SFR E COMM I I OTHER ( Residential I TYPE OF CONSTRUCTION © BLOCK [1 FRAME [ STEEL E OTHER I I DESCRIPTION OF WORK Foundation Stabilization and /or Repair I BUILDING SIZE I SQ FOOTAGE' 1,722 HEIGHT' N/A O BUILDING $ N/A VALUATION OF TOTAL CONSTRUCTION $62,532.00 O ELECTRICAL $ N/A AMP SERVICE E PROGRESS ENERG Q W.R.E.C. E PLUMBING $ N/A E MECHANICAL $ N/A VALUATION OF MECHANICAL INSTALLATION E GAS = ROOFING E SPECIALTY © OTHER FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA EYES Q NO N/A BUILDER ate L COMPANY ( W.A. • Neumann Construction, Inc. SIGNATURE REGISTERED I Y/ N 1 FEE CURRENT I Y/ N I Address 1 12630 Curley Street, #104, San Antonio, FL 1 License# I CBC- 058155 1 33576 ELECTRICIAN COMPANY SIGNATURE N/A REGISTERED I Y/ N I FEE CURRENT I Y/ N I Address I 1 License # 1 1 PLUMBER COMPANY I 1 SIGNATURE N/A REGISTERED I Y/ N I FEE CURRENT 1 Y/ N I Address I 1 License # I MECHANICAL COMPANY I SIGNATURE N/A REGISTERED I Y/ N I FEE CURRENT I Y/ N I Address I 1 License # 1 OTHER COMPANY I SIGNATURE N/A REGISTERED I Y/ N I FEE CURRENT I Y/ N I Address I 1 License # I I RESIDENTIAL Attach (2) Plot Plans; (2) sets of Building Plans; (1) set of Energy Forms; R -O -W Permit for new construction, Minimum ten (10) working days after submittal date. Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed, Sanitary Facilities & 1 dumpster; Site Work Permit for subdivisions /large projects COMMERCIAL Attach (3) complete sets of Building Plans plus a Life Safety Page; (1) set of Energy Forms. R -O -W Permit for new construction. Minimum ten (10) working days after submittal date. Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed, Sanitary Facilities & 1 dumpster. Site Work Permit for all new projects. All commercial requirements must meet compliance SIGN PERMIT Attach (2) sets of Engineered Plans. * ** *PROPERTY SURVEY required for all NEW construction. 1 Directions: Fill out application completely. Owner & Contractor sign back of application, notarized If over $2500, a Notice of Commencement is required. (A/C upgrades over $5000) ** Agent (for the contractor) or Power of Attorney (for the owner) would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs Sewers Service Upgrades A/C Fences (Plot/Survey /Footage) Driveways -Not over Counter if on public roadways..needs ROW NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to "deed" restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED dONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work, they may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work, they are advised to contact the Pasco County Building Inspection Division — Licensing Section at 727 -847- 8009. Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the "contractor Block" of this application for which they will be responsible. If you, as the owner sign as the contractor, that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County. TRANSPORTATION IMPACT /UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings, change of use in existing buildings, or expansion of existing buildings, as specified in Pasco County Ordinance number 89 -07 and 90 -07, as amended. The undersigned also understands, that such fees, as may be due, will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a "certificate of occupancy" or final power release. If the project does not involve a certificate of occupancy or final power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water /Sewer Impact fees are due, they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW (Chapter 713, Florida Statutes, as amended): If valuation of work is $2,500.00 or more, I certify that I, the applicant, have been provided with a copy of the "Florida Construction Lien Law — Homeowner's Protection Guide" prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the "owner ", I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the "owner" prior to commencement. CONTRACTOR'S /OWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction, zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other govemment agencies may apply to the intended work, and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not limited to: - Department of Environmental Protection - Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands, Water/Wastewater Treatment. - Southwest Florida Water Management District - Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. - Army Corps of Engineers - Seawalls, Docks, Navigable Waterways. - Department of Health & Rehabilitative Services /Environmental Health Unit - Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency- Asbestos abatement. - Federal Aviation Authority- Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone "V" unless expressly permitted. - If the fill material is to be used in Flood Zone "A ", it is understood that a drainage plan addressing a "compensating volume" will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction, I certify that fill will be used only to fill the area within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lots less than one (1) acre which are elevated by fill, an engineered drainage plan is required. If I am the AGENT FOR THE OWNER, I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate, cancel, alter, or set aside any provisions of the technical codes, nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans, construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a period of six (6) months after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a period not to exceed ninety (90) days and will demonstrate justifiable cause for the extension. If work ceases for ninety (90) consecutive days, the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. FLORIDA JURAT (F.S 17.03) OWNER OR AGENT e.--441,.... 4 . er - CONTRACTOR p — Subscribed and swor (or affirmed) before me this / f +'4 °T bscribed and sw to or affirme before me this is, a f ?pr; by j,4 L/ , /J/l � s► cn rT r-I J by a rnh w I' ‘,0., W o is /are personally known to me or has /have produced ho is /are personally known to me or hasThave produced / . p: r o A c J/y J ( 1. .1 m ../., as identification. r L v r o h 4 /4 « . w+% as identification. / / 44. _ ___i..,. / A„...-. Notary Public - o� -- _ Notary Public Commission No. j 1'72. ifs Commission No. • A #12 / I ( ,,,,a. h ( Tc A. c L, Glen d. 1 n 4) • L7a l y ry Name of Notatyped, printed or stamped Name of Notary t ed, printed or stampec ! NOTARY PUBLICSTATE OF FLORIDA NOTARY PUBL ICSTATE OF FLORIDA • "" Gwendolyn A. Godfre • " Gwendolyn A. Godfrey Commission # DD872128 ' ' '' = Commission #DD872128 Expires: MAR. 19, 2013 + S Expires: MAR, 19, 2013 BONW D TBBV ATLANTIC BONDING Ca, INC. BOND/ID TBBU ATLANTIC BONDING Ca, INC. STATE OF FLORIDA, CTHAT O UNTH E ORE PASCO IS A I IIIIII VIII VIII VIII VIII VIII VIII VIII VIII VIII IIII IIII ' THIS IS TO CERTIF 2009054809 TRUE AND CORRECT COPY OF THE DOCUMENT Rcpt :1239009 Rec: 10.00 ON FILE OR OF PUBLIC R �FF 0 1C A SEAL HIS CE DS: 0.00 IT 0.00 WI j S MY NAND AND' 2 04/21/09 Dpty Clerk DAY OF �.�. /,� / — i 8, C P ROLLER PAULA S. O' NEIL , PASCO CLERK & COMPTROLLER PAUL` O EIL, C - 04/21/09 0 7pm 1 of 1 .EPUTY CLERK OR BK 8 '6 PG 1294 � NOTICE OF COMMENCEMENT Permit No. Property Identification No. 13- 26- 21- 0140 - 00000 -0120 THE UNDERSIGNED hereby give informs you that the improvement will be made to certain real property, and in accordance with Section 713.13 of the Florida Statutes, the following information is provided in this NOTICE OF COMMENCEMENT. 1.Description of property (legal description:) MEADOWOOD ESTATES PB 15 PG 106 LOT 12 OR 2015 PG 1765 a) Street Address: 39740 MEADOWOOD LOOP ZEPHYRHILLS, FL 33542 -6778 2.General description of improvements: FOUNDATION STABILIZATION AND /OR REPAIR 3.Owner Information a) Name and address: BARKER ESTHER L 39740 MEADOWOOD LOOP ZEPHYRHILLS, FL 33542 -6778 b) Name and address of fee simple titleholder (if other than owner) SAME AS ARWVR C nterest in property FRE GTMPT,F 'MLR Hor n :4.Contract)oIrInf W. A. NEUMANN CONSTRUCTION, INC. DBA C&N FOUNDATION TECHNOLOGIES, INC. a) Name and address: 12630 CURLEY STREET, SUITE 104, SAN ANTONIO, FL 33576 b) Telephone No.: '352.588.0910 Fax No. (Opt.) 352 .588.0911 5.Surety Information a) Name and address:" N/A b) Amount of Bond: c) Telephone No.: Fax No. (Opt.) 6.Lender a) Name and address: N/A Phone No. 7. Identity of person within the State of Florida designated by owner upon whom notices or other documents may be served: a) Name and address: b) Telephone No.: Fax No. (Opt.) 8.In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes: - a) Name and address: b) Telephone No.: Fax No. (Opt.) 9.Expiration date of Notice of Commencement (the expiration date is one year from the date of recording unless a different date is specifcd); WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. ID STATE OF FLORIDA COUNTY OF PASCO .fl � / ke / i / i Sigma e of 0 r o WneCW . ri i r icer 17e - .r er /Manager A / e ti -A-- t 4 1--- - -,o_Z Print i ? The f regoi instrument was acknowledged before me this 1 3 ` day o A r? L--- , 20 0 C tby E..c't? c...4--, /1 1 ) for - /Q in act) for as (type of authority, e.g. officer, trustee, attorney (name of party on behalf of whom ins • ment was exec ted). Personally Known OR Produced Identification Notary Signature 1 r / Type of Identification Produced Name (print) J., s , - A — Verification pursuant to Section 92.525, Florida Statutes. Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true to the best of my knowledge and belief. • 08L69t00.0N uasslunuoo - -- _/ 83°3 'ijequield9S saildre UOISS Wwo3 .41/171 - 7 �Id /0 FORMS /NOC,rvsd2007 O g 'o1IQnd lumoN %i, " - • . 'r� Natural Pe en :i., ing A. eve - 1 liHH3N11:! 331 S'dWOH1 a'- ' - . • City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner W A-- Al -ect roGcn e1 CAS Ira C 4--- - - -- Date Received: 4(-2-1-09 Site: 3 g 7 i t b /1161 oo& Lo Permit Type: 7/12 nd®c. /2 4- Approved wino comments: ❑ Approved w /the below comments: Denied w /the below comments: ❑ I %/nt?( &p S %a > //I 4 �ch/J cft z t1 9/ (-ai 0 `fib This comment she t sha be kept with the permit and/or plans. / - ' '-: 2 * °7 0, p 0 Kalvin Switze - 1 ns Examiner Date Contract: and/or Homeowner (Required when comments are present) A-n-, ;-/ - la gv ?Z SUMMARY REPORT OF MONITORING OF SUBSURFACE COMPACTION AND CHEMICAL GROUTING BARKER RESIDENCE 39740 MEADOWOOD LOOP ZEPHYRHILLS, FLORIDA Prepared for: PREMIER ADJUSTING SERVICES for SECURITY FIRST INSURANCE Oldsmar, Florida Claim No. 3428 Prepared by: a BCI Engineers & Scientists, Inc. 2000 E. Edgewood Drive, Suite 215 Lakeland, FL 33803 BCI Project No. 19- 17094.1 June 2009 CERTIFICATION Engineering Certification I hereby certify that I am a registered professional engineer in the State of Florida practicing with BCI Engineers & Scientists, Inc., 2000 E. Edgewood Drive, Suite 215, Lakeland, FL 33803, a corporation authorized to operate as a business providing engineering consulting services (EB 0007867) by the State of Florida Department of Professional Regulation, Board of Engineers. I further certify that I, or others under my direct supervision, have prepared the geotechnical engineering evaluations, findings, opinions, calculations, conclusions or technical advice hereby represented in this report. SIGNATURE: NAME: Carl W. Christmann, P.E. LICENSE No.: 59285 DATE: � /,g Report Title: Monitoring of Subsurface Compaction and Chemical Grouting Barker Residence, 39740 Meadowood Loop, Zephyrhills, Florida BCI Project No. 19- 17094.1 Claim No. 3428 ` TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 GROUTING OVERSIGHT 2 2.1 Subsurface Compaction Grouting 2 2.2 Subsurface Chemical Grouting 4 2.3 Conclusions 4 3.0 MONITORING 5 LIST OF TABLES Table 1 — Summary of Grout Points and Quantities Table 2 — Summary of Chemical Grout Injection LIST OF FIGURES Figure 1 — Site Location Map Figure 2 — As -Built Grout Injection Points APPENDIX Appendix A — Grout Test Results 1.0 INTRODUCTION BCI Engineers & Scientists, Inc. (BCI) has completed monitoring of the remedial program for the Esther Barker residence located at 39740 Meadowood Loop in Zephyrhills, Florida. Based on a subsidence investigation of the residence completed in March 2009, BCI concluded that the minor cracking and distress at the Barker residence could be attributed to several conditions including possible sinkhole activity. A summary report on the subsidence investigation which included a remedial plan consisting of compaction and chemical grouting was submitted to Premier Adjusting Services on March 20, 2009. The subject property is located approximately' /2 -mile north - northeast of the intersection of Copeland Drive and Chancey Road, within Section 13, Township 26 South, Range 21 East, in southeast Pasco County, Florida. A site location map is shown on Figure 1. Grout Monitoring Completion Report BC1 Project No. 19- 17094.1 Barker Residence June 2009 Claim No. 3428 Page 1 • I 2.0 GROUTING OVERSIGHT 2.1 Subsurface Compaction Grouting The purpose of the grouting was to stabilize the raveled and loose soil zones that may underlie the structure and to stabilize the Barker residence against further sinkhole or karst- related settlement. The grouting program was completed by C &N Foundation Technologies, Inc. (C &N) from May 20, 2009 through May 27, 2009. Figure 2 is a site plan of the Barker residence showing the locations of individual grout injection points at the site. Grout hole depths and grout quantities are summarized below in Table 1. Table 1 Summary of Grout Points and Quantities — Barker Residence OOu ' 4 Of � I gout (c ) 1 26 2.8 2 30 1.7 3 44 15.0 4 30 3.0 5 45 0.5 6 18 0.1 7 38 3.4 8 29 0.4 9 21 0.1 10 36 2.7 11 38 4.5 12 44 20.1 13 61 6.5 14 30 1.3 15 21 0.2 16 17 0.1 17 33 7.6 18 17 0.2 Totals 578 70.2 Grout Monitoring Completion Report BCI Project No. 19- 17094.1 Barker Residence June 2009 Claim No. 3428 Page 2 • C &N staked the grout injection point locations as shown on Figure 2 in accordance with BCI's recommendations. Vertical and angled grout points were installed using a 2 -1/2 inch (inside diameter), steel casing. The grout casings were installed to competent stratum at depths ranging from 17 to 61 feet below existing grade. A total of 578 feet of grout casing was installed at 18 grout points. After the grout casings were installed, a high - pressure pump was used to inject a mixture of cement, fly ash, sand, water and other admixtures into the loose soils and voids in the limestone and overlying sand strata. Pumping continued until a grout pressure of 200 to 300 pounds per square inch (psi) was achieved (over that required to initiate grout take) or lifting of the structure was observed (via a surveyor' s level). The grout casing was then extracted upward 2 to 3 feet and pumping resumed. The quantity of grout pumped into individual grout injection points ranged from 0.1 to 20.1 cubic yards for a total of 70.2 cubic yards of grout used, as shown in Table 1. During the project, a BCI engineering technician was present to monitor the drilling and grouting operations and perform applicable grout tests. Compressive strength of the grout was tested by preparing 2 -inch cube samples of grout. The cubes were cured in a controlled environment in our laboratory for seven days. After seven days, the cubes were tested in a compressive strength- testing machine. The test results indicated that the grout achieved the project requirement of 400 psi. Grout strength testing results are included in Appendix A. Slump tests were performed on selected samples during grouting operations and were found to be within project specifications. Grout Monitoring Completion Report BCI Project No. 19- 17094.1 Barker Residence June 2009 Claim No. 3428 Page 3 2.2 Subsurface Chemical Grouting In addition to the subsurface compaction grouting program, shallow polyurethane (chemical) grouting was utilized to strengthen and densify the loose soils underlying the house foundation. Uretek ICR, LLC, performed the chemical grouting on June 22, 2009. Uretek injected specifically formulated hydrophobic polyurethane expansive foam into small diameter (5/8 -inch) pipes located at a spacing of approximately 4 to 5 feet and extending approximately 3 feet below the existing ground surface. Polyurethane grout quantities are summarized below in Table 2. Table 2 Summary of Chemical Grout Injection — Barker Residence Quantity f L otion 'of* 'Structure . N u m er of sc I>w�,jeCIT root alb) North Side 6 151.8 East Side 19 379.8 South Side 8 190.8 West Side 15 333.0 Totals 48 1055.4 2.3 Conclusions Based on BCI's monitoring of the grouting operations, it is our opinion that the grouting program was completed in accordance with industry standards and our recommendations. The results of our observations appear to indicate that at the time the work was completed, the sinkhole condition as well as the shallow loose soils at the above referenced site had been stabilized. Grout Monitoring Completion Report BCI Project No. 19- 17094.1 Barker Residence June 2009 Claim No. 3428 Page 4 • 3.0 MONITORING Monitoring for any new settlement or distress should be conducted regularly. This monitoring can be easily performed by the resident and should consist of regular exterior inspections. A one year monitoring period (with minimum monthly observations) is recommended. If any additional ground subsidence or damage to the house is noted during this monitoring period, BCI should be contacted in order to evaluate the situation. Since some movement of the structure may continue for a period of time following grouting due to the re- distribution of stresses, consideration should be given to delaying final cosmetic repairs. A minimum waiting period after grouting of four months is recommended prior to initiating cosmetic repairs. Grout Monitoring Completion Report BCI Project No. 19- 17094.1 Barker Residence June 2009 Claim No. 3428 Page 5 Figure 1: Site Location Map - Barker Residence e — w -, t � ..%� S \ *MA VII 11111111 rig '� r,= �._ 54 " ^""`. i TM .,--rer, ' ‘ . °.� ...177: OW 1 "c -,47 vis 4 .,' iollattlifilita.tat‘ ,,,, .1141 _ i u fir iv y 1 ' 0 1:4 NOV 'TA' ii_:4 ilit:', ',;, _... 3 ° M s _ e ♦�' l.'P "` e . �` ay 11 �w� ■alt ' a .�.....� }} it r r l,, . # l � r1 rill :` i� [ i ' "p' 9� * I a iry 1 r . J J r ,• , 7,:t„, . i rw 3 ........ ■YOY ; ) 9 L.l� v 9 tt, „ ��, - *-4,1 11 44.a � wan _ /'S -, - i ✓ r" W; d , 1 + y 1 L. �,s a a:ara0 . 1 tit VA r1 f C 11 ! '_ all ta. 39740 -j— x s kfigi F Loop 335 ,_. pf !Yrf!�! R ..`" / „, YM _____-_;.-._:,_ in , = ,..,........„ ,,,.__LI , 1 i ■ ' � -., r 111.,1 s ma i % ,ick. / \ v M. tit- . , a3s 1' _ _- X39 / . ..., , - Ili .. ,.e. r _.„,„ f` , iiii , f.. =1._IL_ 1 ii ■ . _ Y 'ti.,.. .. 0 mi 0.5 1 1.5 2 clic! PROJECT NO. 19- 17094.1 , JUNE 2009 • m 0 N W Q 0 O a ti 8 9 l iti 7 • .. *4 Q • 12 •13 3 PORCH /7. o z ci �• 4 • IN- c,o �� r t' DRIVEWAY 2 '� ► %: T'S • •�) •' WATER 1 18 \\ 17 16 15 METER F LJ ■ CABLE BOX cI 3 0 r 0 m a r LEGEND . 0 m • VERTICAL GROUT INJECTION POINT 4 0 m 0 20 CD ANGLED GROUT INJECTION POINT ..- \ 5 ./ SCALE: FEET SECCURITY FIRST INS./ PREMIER ADJ i FIGURE 2 Wa AS -BUILT GROUT INJECTION POINTS 2 000 __ R BARKER RESIDENCE ee21. �. v. ZEPHRYHILLS, FLORIDA m DATE: 6/25/09 REVISED: 6/25/09 DRAWN BY: MNO SCALE: 1 » = 20 ' PROJECT NO 19- 17094.1 4' • [ r7 tr7 n J w H cn n n n n C7 C r n CJ w N -� G - c t� r yYr ' u i . 2 = • N CO > A 4.30 4151 C7 C 1 C7 CS w a n , a co co co x ? 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G: v P: m pcJ ItiP • ° _ 0 z -o -; z r - b z o, rn rn - J N t� N 00 1p 4i B O N Ficg X r z CTI y - .. c4 0 0 0 z O o o n inahiteot �� wC�SII'`LL co rL CIry C , O A T AL FLORID, opt, f' 1 F 2EPN � LECT I � UILD 'C� LS O RD DE AN ,, + �pP +!9 ,� �k� ,,33 11yA D 4 : 1 -.1 \j‘ ' �¢) P SUBSIDENCE INVESTIGATION BARKER RESIDENCE 39740 MEADOWOOD LOOP ZEPHYRHILLS, FLORIDA Prepared for: PREMIER ADJUSTING SERVICES for SECURITY FIRST INSURANCE Oldsmar, Florida Claim No. 3428 Prepared by: BCI Engineers & Scientists, Inc. 2000 E. Edgewood Drive, Suite 215 Lakeland, Florida 33803 BCI Project No. 19 -17094 March 2009 • CERTIFICATION Engineering Certification I hereby certify that I am a registered professional engineer in the State of Florida practicing with BCI Engineers & Scientists, Inc., a corporation authorized to operate as a business providing engineering consulting services (EB 0007867) by the State of Florida Department of Professional Regulation, Board of Professional Engineers. I further certify that I, or others under my direct supervision, have prepared the geotechnical engineering evaluations, findings, opinions, calculations, conclusions or technical advice hereby represented in this report. SIGNATURE: NAME: Suppakit Chomtid, Ph.D., P.E. LICENSE No.: 66256 DATE: C3/2v - /p-3 Geological Certification I hereby certify that I am a registered professional geologist in the State of Florida practicing with BCI Engineers & Scientists, Inc., a corporation authorized to operate as a business providing geological consulting services (GB 0000013) by the State of Florida Department of Professional Regulation, Board of Professional Geologists. I further certify that I, or others under my direct supervision, have prepared the geological evaluations, findings, opinions, calculations, conclusions, or technical advice hereby represented in this report. SIGNATURE: NAME: James F Air k P.G. LICENSE No.: 2354 DATE: C / ?.v c Report Title: Subsidence Investigation Barker Residence 39740 Meadowood Loop Zephyrhills, Florida Claim No. 3428 TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 BCI FIELD INVESTIGATION 1 2.1 Site Description 1 2.2 Site Inspection and Damage Assessment 2 2.3 Ground Penetrating Radar Survey 3 2.4 Hand Auger Borings and Test Pit Excavations 3 2.5 Hand Cone Penetrometer Probes 4 2.6 Floor Elevation Survey 4 2.7 Soil Survey Map Review 4 2.8 Standard Penetration Test Borings 4 3.0 SUBSURFACE CONDITIONS 5 3.1 Geological Conditions 5 3.2 Laboratory Testing 6 4.0 CONCLUSIONS 7 5.0 REMEDIAL MEASURES 8 5.1 Compaction Grouting 8 5.2 Chemical Grouting 9 5.3 Project Costs 10 6.0 LIMITATIONS 10 LIST OF FIGURES Figure 1 - Site Location Map Figure 2 - Test Location Plan Figure 3 - GPR Transect Locations Figure 4 - Floor Elevation Survey Figure 5 - Soil Boring Profiles Figure 6 - Recommended Grout Injection Points APPENDICES Appendix A - Photograph Log/Property Conditions and Observations Plan/Site Photographs Appendix B - Ground Penetrating Radar Survey Report/GPR Transect Profiles Appendix C - Hand Cone Penetrometer Table/Hand Auger and SPT Boring Logs/Laboratory Test Reports Appendix D - A Discussion on Sinkholes and Subsidence Mechanisms Appendix E - Contractor Bid Sheet/Compaction Grouting Specifications /Chemical Grouting Specifications 1.0 INTRODUCTION This summary geotechnical report presents the results of a Subsidence Investigation of the Esther Barker residence located at 39740 Meadowood Loop in Zephyrhills, Florida. As related to BCI Engineers & Scientists, Inc. (BCI), the homeowner has reported recent cracking and settlement distress to the house and porch slab. Due to some concern that the cracking may be due to possible sinkhole activity, BCI was retained to conduct an evaluation of the property to determine the possible cause of the damage. As authorized by Ms. Charity Buchanan of Security First Insurance/Premier Adjusting Services, the following tasks were completed under the investigation: • A site inspection and damage assessment of the residence; • A ground penetrating radar (GPR) survey of the property; • Completion of four hand auger borings, a series of hand cone penetrometer probes, and two shallow test pit excavations; • A floor elevation survey of the interior of the house; • Review of area soil survey, topographic, and aquifer potentiometric surface maps; • Completion of three standard penetration test (SPT) borings with laboratory testing of selected soil samples; and • Compilation of site data and evaluation of the potential for on -going sinkhole activity at the property. 2.0 BCI FIELD INVESTIGATION 2.1 Site Description The Barker residence is a single -story, stucco -clad, masonry structure situated on the east side of Meadowood Loop in Zephyrhills, Florida. The subject property is located approximately '/2 -mile north- northeast of the intersection of Copeland Drive and Chancey Road, within Section 13, Township 26 South, Range 21 East, in southeast Pasco County, Florida. A site location map is shown on Figure 1. According to information obtained from the Pasco County Property Appraiser, the house was constructed in 1983 and was purchased by Mr. and Mrs. Barker in 1991. The house faces west and includes a garage at the sorthwest comer and a screened porch on the east side of the house. A site plan of the property is shown on Figure 2. The subject property is generally flat and lies at an elevation of approximately 70 to 80 feet above mean sea level (Zephyrhills, FL Quadrangle, USGS, 1993). The potentiometric surface of the Upper Floridan aquifer in the area is approximately 60 to 80 feet above mean sea level (Southwest Florida Water Management District, November 2008). Subsidence Investigation BCI Project No. 19 -17094 Barker Residence Claim No. 3428 March 2009 Page 1 2.2 Site Inspection and Damage Assessment A site inspection and damage assessment of the Barker property was completed on January 27, 2009. The inspection and assessment consisted of preparing a site map and inventory of visible cracking and settlement distress to interior and exterior portions of the house, with photographic documentation of relevant features. An interview with Ms. Barker regarding the type, extent, and history of the damage to the structure was also conducted during the site inspection. Selected photographs of the residence are provided in Appendix A. In the interview, Ms. Barker reported that she first noticed cracks in the exterior walls and a separation between the exterior masonry wall and the frame for the screen of the porch. She also noted that she believes the ground surface is declining near the southeast corner and along the east wall of the house. She additionally reported that a subsidence investigation was completed on the property in approximately 1994 but did not have the report available for review, nor could she remember the outcome of the investigation. We noticed that the roof drip edges were equipped with rain gutters and that the downspouts discharged onto 12 -inch square pavers placed at the foundation. A summary of the damage assessment is provided below, with a photograph log and property conditions and observations plan shown in Appendix A. Damage Observations A) Hairline cracks in exterior masonry walls (Photographs 5 through 12) and interior garage walls • Common to all sides of the house • Locally painted and re- formed B) Separation between dissimilar construction materials and building components • Along west wall /ceiling joint in exterior screened entry • Between concrete slab of screened porch and east wall of house (Photographs 13 and 14) • Between east wall of house and frame of screened porch (Photographs 15 and 16) • In upper corners of window frames and openings in north wall C) Erosion of surficial soils (Photographs 17 and 18) • Along portions of each wall • Below rain gutter downspouts D) Shrinkage cracks in garage floor slab E) Minor depression along south side of house F) Spalling drywall compound at corner bead of kitchen cabinet soffitt (Photographs 19 and 20) G) Water stain in ceiling of hallway — homeowner reported it was related to a leak from the air conditioning unit Timing of Damage According to Ms. Barker, the exterior and interior walls of the house were painted approximately 14 years ago. Based on this information and our site observations, some of the cracking in the exterior walls appears to have formed more than 14 years ago. However, with the presence of re- formed cracks in the exterior walls, the distress is at least 14 years old and may be on- going. Subsidence Investigation BCI Project No.: 19 -17094 Barker Residence March 2009 Claim No.: 3428 Page 2 2.3 Ground Penetrating Radar Survey A ground penetrating radar (GPR) survey of the Barker property was completed in conjunction with the site inspection on January 27, 2009. The purpose of the GPR survey was to evaluate the lateral continuity of the soil layers across the property. Anomalous variations in the subsurface, if present, could be related to hidden geologic features of interest in our investigation. The survey was performed by BCI personnel and consisted of a grid of 20 exterior transects and one exterior /interior transect scanned over portions of the site at the locations shown on Figure 3. A summary report on the GPR survey is included in Appendix B. Inspection of the GPR transect profiles indicates the depth of penetration of the radar signal ranged from 11 to 13 feet below grade for the transects completed utilizing the 250 MHz antenna. On many of the profiles, a series of moderate intensity, continuous, parallel to subparallel, horizontal, and sinuous reflection events was identified between estimated depths of 1 and 5 feet below the ground surface. The reflections are interpreted to represent shallow soil layering within the surficial sandy soils. On most of the profiles, a moderate to strong intensity, continuous, generally horizontal, and sinuous reflective horizon was identified between estimated depths of 5 and 8 feet below the ground surface. The reflective horizon correlates with the upper surface of a clayey subsurface soil layer encountered in the hand auger borings. Shallow hyperbolic reflectors (< 3 feet) were present on many of the transect profiles and probably represent areas with shallow pipes, tree roots, and/or utility lines (Figure 3). Multiple series of prominent hyperbolic reflections were identified in the east and west yard areas, and likely represent underground utility lines or pipes (Figure 3). No anomalies suggestive of obvious subsurface karst or sinkhole features were identified in the GPR survey. No downwarping of reflective layers or areas of deeper signal penetration were identified on the profiles. 2.4 Hand Auger Borings and Test Pit Excavations Four shallow hand auger borings, HA -1 to HA -4, were completed during the site inspection, at the locations shown on Figure 2. Boring HA -1 was located along the west side of the house, boring HA -2 was located along the south wall of the house, boring HA -3 was located near the southeast corner of the house, and boring HA -4 was located along the north wall of the house. All borings were advanced to a depth of 7 feet below grade. In general, the borings encountered a similar soil sequence consisting of variably colored fine- grained quartz sand extending from the ground surface to depths ranging from 5 to 6'/2 feet below grade. Below the surficial sands a layer of variably clayey fine- grained quartz sand was encountered to the boring termination depths. The water table was not encountered in the borings. Soil boring logs are included in Appendix C. Two shallow test pit excavations, TP -1 and TP -2, were completed in order to examine the type and condition of the house foundation and screened porch slab. The locations of the test pits are shown on Figure 2. Test pit TP -1 was located along the east wall of the house and was excavated to a depth of 23 inches below grade. Test pit TP -2 was located along the north edge of the screened porch and was excavated to a depth of 9 inches below grade. Based on observations and measurements made within the test pit, the foundation for the house consists of a stem wall supported on a continuous strip footing embedded at a depth of approximately 18 inches below existing grade. The screened porch slab consists of a concrete slab -on- grade. Hand cone penetrometer probes completed in the test pits indicate the house foundation bears on very loose to medium dense soils (Appendix C). Subsidence Investigation BCI Project No.: 19 -17094 Barker Residence March 2009 Claim No.: 3428 Page 3 2.5 Hand.Cone Penetrometer Probes A series of hand cone penetrometer probes was completed around the perimeter of the house and screened porch, at the locations shown on Figure 2. These probes were completed by pushing a steel rod with a cone - shaped tip into the ground and measuring the resistance of the soils to penetration by the tip as the probe is advanced. The relative density of the shallow sandy soils was then estimated. In general, very loose to loose sandy soils were encountered around the perimeter of the house to depths up to 42 inches below grade. The hand cone penetrometer data are summarized in Appendix C. 2.6 Floor Elevation Survey A floor elevation survey of the house interior was conducted in conjunction with the site inspection/damage assessment. The survey was completed using a manometer to measure relative floor elevations at locations inside the house. The data were normalized relative to a base station datum of zero (0). The data were then plotted on a scaled map of the interior of the house and used to construct a floor elevation contour map, which is shown on Figure 4. During the floor elevation survey, two floor slabs were identified, including the main interior portion of the house and the garage. Data collected over the house interior indicate an overall elevation differential of 1.0 inch across the slab. In the house interior, the pattern of elevation contours shows a minor low area in the living room and northwest bedroom. Local elevation gradients of up to 0.6 inch over 4 feet show a potentially anomalous slope in the southern portion of the living room. In the garage, an overall elevation differential of 0.3 inch was measured across the floor slab. It is a common construction practice to slope garage floor slabs outward to promote proper drainage.. Data from the floor elevation survey indicate the garage floor is essentially flat and level. 2.7 Soil Survey Map Review Soils data from the Soil Survey of Pasco County, Florida (USDA -SCS, 1982) were reviewed as part of the subsidence investigation. The mapped soil unit in the vicinity of the Barker residence was identified as Pomona fine sand (map symbol 2). Pomona soils are nearly level, poorly drained soils found on low ridges in the flatwoods. Typically, the soil unit has a surface layer of black fine sand about 6 inches thick, underlain by gray, grayish brown and brown fine sand, light olive gray fine sandy loam and gray loamy fine sand extending to a depth of 80 inches or more below native grade. In most years, the water table is within a depth of 10 inches below native grade for 1 to 3 months and is at a depth of 10 to 40 inches below native grade for 6 months or more. The USDA Natural Resources Conservation Service classifications are based on an interpretation of aerial photographs and widely spaced hand auger borings. Borders between mapping units are approximate, and the transition between soil types may be very gradual. Areas of dissimilar soils can occur within a mapped unit. Therefore, the USDA soil units may not be accurate on the scale of a single residence, and may not correspond to the hand auger and SPT boring results found in our investigation. However, the soil survey provides a good basis for an initial evaluation of shallow soil conditions in the area, and can provide an indication of changes that may have occurred due to land filling, excavation, and other activities at the site. 2.8 Standard Penetration Test Borings Three standard penetration test (SPT) borings, SPT -1 to SPT -3, were completed at the Barker residence on February 9, 2009, at the locations shown on Figure 2. Boring SPT -1 was located along the east wall of the house, near the southeast corner, and was completed to a depth of 45 feet below grade. Boring SPT -2 was located along the south side of the house, near the southeast corner, and was completed to a depth of 45 feet below grade. Boring SPT -3 was located along the west wall of the house and was completed to a depth of 60 feet below grade. Subsidence Investigation BCI Project No.: 19 -17094 Barker Residence March 2009 Claim No.: 3428 Page 4 Drilling services were provided by Independent Drilling, Inc., using a limited- access, track - mounted drilling rig. Each boring was completed in general accordance with ASTM D 1586 using the mud rotary drilling method. Soil samples were collected from each borehole using a 1.5 -inch ID split -spoon sampler driven with a 140 -pound slide hammer falling a distance of 30 inches. Soil samples from each boring were placed in sealed jars and returned to BCI's office for classification and laboratory testing. Upon completion, each borehole was plugged with cement - bentonite grout. Boring logs are included in Appendix C. 3.0 SUBSURFACE CONDITIONS 3.1 Geological Conditions The subsurface geology at the Barker residence is illustrated in the soil boring profiles shown on Figure 5. The profiles were developed using subsurface data from the SPT borings. Based on these data, three subsurface units, or strata, were identified at the site. These units are described below. Stratum 1 SAND and SAND with clay, light brownish gray, pale yellow, light brown, dark yellowish brown, and brown, fine- grained quartz, minor clay, local limestone fragment USCS classification = SP Stratum 2 CLAYEY SAND and SANDY CLAY, light brownish gray, orange, light brown, pale olive, mottled, variably clayey and sandy, local phosphorite and limestone fragments USCS classification = SP -SC, SC, CH Stratum 3 LIMESTONE, pale yellow and white, variably indurated, locally sandy, localized lenses of sand with clay (SAND with clay USCS classification = SP -SC) The surficial soil unit (Stratum 1) at the site consists of a layer of fine- grained quartz sand extending from the ground surface to a depth of 4 feet below grade in borings SPT -1 and SPT -2, and 8 feet below grade in boring SPT -3. Recorded SPT N- values in Stratum 1 ranged from 8 to 16 blows per foot, indicating a loose to medium dense relative density for the soil unit. Stratum 2 consists of variably clayey soils ranging in composition from clayey sand to sandy clay. The soil unit was encountered from 4 to 17 feet below grade in borings SPT -1 and SPT -2, and from 8 to 42 feet below grade in boring SPT -3. Recorded SPT N- values in Stratum 2 ranged from weight -of- hammer strength material to 27 blows per foot, indicating a very soft to very stiff consistency for the soil unit. In boring SPT -3, a strata transition was encountered from 33'/2 to 381/2 feet below grade. In this transition zone, silty and clayey soils were identified. The recorded N -value of the zone was weight -of- hammer, indicating a very soft consistency for the interval. Limestone bedrock (Stratum 3) was encountered in the lower portion of the borings. The limestone was • encountered at a depth of 17 feet below grade in borings SPT -1 and SPT -2, and 42 feet below grade in boring SPT -3. In borings SPT -1 and SPT -2, a lens of sand with clay was found interbedded within the limestone formation. The limestone was variably indurated with recorded SPT N- values ranging from weight -of- hammer strength material to greater than 50 blows per foot. An interval of very loose sand with clay soils was encountered from 331/2 to 37'/2 feet below grade in boring SPT -2, within an unconfined interbedded sand with clay lens. During drilling, losses of drilling fluid circulation were recorded at depths of 22 feet below grade in boring SPT -1, 20 feet below grade in boring SPT -2, and 34 feet below grade in boring SPT -3. The circulation losses in borings SPT -1 and SPT -2 occurred in the upper part of the limestone, near the soil/limestone contact. The circulation loss in boring SPT -3 occurred in the lower portion of Stratum 2, in association with the strata transition zone. Subsidence Investigation BCI Project No.: 19 -17094 Barker Residence March 2009 Claim No.: 3428 Page 5 3.2 Laboratory Testing Laboratory tests for natural moisture content (ASTM Standard D2216) and percent passing a No. 200 sieve (ASTM Standard DI140) were completed on selected samples from the SPT borings. The test data are summarized below in Table 1. Laboratory test reports are included in Appendix C. Table 1 Laboratory Test Results Barker Residence -Sam }fie Stra�am } % Moisture . ° ° QO Content Sieve SPT -1, 4 to 6 ft. 2 6.5 16.8 SPT -1, 6 to 8 ft. 2 11.4 25.5 SPT -1, 8 to 10 ft. 2 10.6 25.3 SPT -1, 13'Y2 to 15 ft. 2 55.8 76.6 SPT -2, 4 to 6 ft. 2 8.5 18.3 SPT -2, 6 to 8 ft. 2 9.6 17.7 SPT -2, 8 to 10 ft. 2 8.9 16.9 SPT -2, 13'/2 to 15 ft. 2 48.1 80.6 SPT -3, 8 to 10 ft. 2 15.2 19.3 SPT -3, 13'/2 to 15 ft. 2 23.7 26.2 SPT -3, 18'h to 20 ft. 2 30.9 27.6 Notes: Borehole locations shown on Figure 2 Sample depths shown in feet below grade Subsidence Investigation BCI Project No.: 19 -17094 Barker Residence March 2009 Claim No.: 3428 Page 6 • 4.0 CONCLUSIONS It is BCI's professional opinion that the distress to the Barker residence is the result of a combination of factors, including possible sinkhole activity. Based on the results of our investigation, the minor cracking distress to the house is primarily due to minor differential settlement of the foundation related to the long -term densification of the very loose to loose sandy soils that locally support the structure. In addition, we found evidence of unstable and possibly raveled soils in two of the three SPT borings completed at the site. Given these subsurface conditions and the apparent on -going cracking distress to the house, we cannot rule out the possibility that sinkhole activity may be affecting the structure to some extent. The analysis described in this report is of sufficient scope to identify sinkhole activity as a possible contributing factor to the damage within a reasonable, professional probability, as defined by §627.706 -707 Florida Statutes. Primary factors in our conclusions include the following: • Evidence of unstable and possibly raveled soils was encountered in borings SPT -2 and SPT -3. Intervals of very loose (weight -of- hammer) soils were encountered from 33'/2 to 371/2 feet below grade in boring SPT -2 and from 331/2 to 381/2 feet below grade in boring SPT -3. In addition, a loss of drilling fluid circulation was recorded in association with the strata transition interval in boring SPT - 3. When these subsurface conditions are considered in conjunction with the apparent on -going cracking distress to the house, we cannot rule out the possibility that minor ground settlement associated with active soil raveling and a developing sinkhole condition may be impacting the residence to some extent. • Based on our test pit excavations, the foundation for the house is embedded at a depth of approximately 18 inches below grade and the screened porch slab is embedded to a depth of approximately 5 inches below existing grade. The hand cone penetrometer probes indicate the surficial sandy soils around the perimeter of the house and screened porch are very loose to loose to depths up to 42 inches below grade. These data indicate the foundation for the house is locally bearing on very loose to loose sandy soils, which are susceptible to the effects of long -term densification. Given these conditions, some minor differential settlement of the foundation structures and associated minor cracking may occur. The cosmetic distress associated with minor settlements due to long -term densification of supporting sandy soils generally results in hairline stair -step cracks as well as hairline vertical cracks originating from the corners of window openings and the bases of walls. • Rain gutters with downspouts that discharge stormwater near the foundation can result in excessive infiltration concentrated into the near surface sandy soils. This would act to locally densify surficial sands, potentially causing differential settlement of the house and screened porch foundations and erosion of surficial soils along the perimeter walls. • The separation between dissimilar materials and along construction joints are caused by different expansion and contraction rates of the materials related to moisture and temperature fluctuations in the house and atmosphere. Separation between metals and drywall material and wood and drywall are common. The spalling texture along the corner bead of the cabinet soffitt in the kitchen is likewise related to different rates of expansion and contraction of the construction materials. These are not considered settlement related issues. • The cracks observed in exterior concrete garage floor slab are related to drying shrinkage of the concrete mass and relief of generated tensile stress. This condition is not considered a settlement/sinkhole related issue. Subsidence Investigation BCI Project No.: 19 -17094 Barker Residence March 2009 Claim No.: 3428 Page 7 • The result§ of the SPT borings indicate the presence of a clayey subsoil at depths of 12 feet below grade which are potentially subjected to the fluctuation of the water table. With changes in moisture content at the given depth and compositional variations in the clayey soils across the property, some minor differential settlement may be expected. This differential movement may result in widespread areas of cracking and cosmetic settlement distress to the building structure. • The small ground depression identified on the south side of the house was tested by boring SPT -2, which found evidence of unstable and possibly raveled soil conditions. Given these results, the depression appears to be related to the settlement of locally disturbed surficial soils and appears to be related to deeper soil conditions. Overall, the current level of settlement distress to the house is generally minor and cosmetic in nature. However, remedial measures to stabilize the structure against further sinkhole related settlement should be implemented. These should include a program of compaction grouting to address the subsurface zones of loose and apparently raveled soils underlying the structure. Since the grouting will likely not be fully effective in stabilizing the shallow loose sands directly below the foundation, a program of shallow chemical grouting is also recommended. The floor elevation survey and limited cracking distress indicate the house has not been subject to significant differential settlement. Given these conditions, foundation underpinning to re -level the structure is not necessary. We also recommend that rain gutters with downspouts that discharge rainwater a minimum of 5 feet from the foundation be installed on all roof drip edges. A remediation plan is included with this report. 5.0 REMEDIAL MEASURES 5.1 Compaction Grouting A program of subsurface compaction grouting is recommended to stabilize the Barker residence against further sinkhole or karst- related settlement. The intent of the grouting is to stabilize the raveled and very soft soil zones that may underlie the house and to seal and fill the karst- related fractures and/or cavities in the underlying limestone bedrock surface. The recommended grouting program should consist of a series of vertical and angled grout injection points around the perimeter of the house. A low slump grout (3 to 5 inches) should be utilized to ensure effective treatment of the loose soil zone(s) and reduce migration of grout beyond the affected areas. Eighteen (18) vertical and angled grout injection points are recommended at the locations shown on Figure 6. The grout casings should be installed into firm limestone bedrock or a competent soil stratum, which is estimated to occur at depths of 45 to 55 feet below grade based on the three SPT borings completed at the site. Due to the local zones of very soft and raveled soils, appropriate drilling equipment should be utilized to ensure the grout injection pipes are installed to the required depths. During grout point installation., care should also be taken to identify the soil materials to ensure the grout pipes are not installed to depths significantly below the limestone surface, and should be limited to a maximum 10 feet into the limestone formation or a maximum depth of 65 feet below the ground surface without prior approval from the Engineer. The angled drill points should be installed at the appropriate angle to direct material under the structure footprint. The specific angle for individual points should be determined based on the structure dimensions and depth to competent bearing stratum at the site. We note that additional, intermediate grout points may be necessary if high grout volumes are recorded during the grouting program. In order to improve stabilization of the shallow sandy soils, use of progressively lower injection pressures may be needed at shallow depths. Around the structure, grouting should continue to a depth of 10 feet below the ground surface. During mobilization and prior to grouting, particular care should be taken to identify subsurface obstructions at the site that could potentially be damaged (underground utilities, septic tanks, water wells, etc.). Subsidence Investigation BCI Project No.: 19 -17094 Barker Residence March 2009 Claim No.: 3428 Page 8 A copy of our recommended specifications for the compaction grouting program and a contractor bidding form are included in Appendix E. Important provisions of the specifications include the following: • Installation of grout casings in a manner to prevent grout leakage and/or uplift of casing during grout injection. The contractors bidding the project should provide a description of their method of installing the grout casings. • Injection of a low -slump grout ranging from 3 to 5 inches, as measured at the hopper. Grout slumps as high as 5 to 7 inches may be acceptable during initial grout injection to fill and seal the limestone bedrock surface, as well as in areas of obvious soil cavities if grout takes are low. • Control of grout pumping rates and quantities, such that for each injection interval, injected grout quantities are limited to a maximum of 10 cubic yards (excluding obvious soil cavities). The recommended grouting_pumping rate is 1 to 5 cubic feet per minute. • Reduction of grouting pressures at shallower depths is recommended in order to stabilize any shallow loose soil zones. • Monitoring to limit uplift of the house and adjacent structures during grouting. 5.2 Chemical Grouting In order to fully stabilize the shallow loose soils underlying the house foundation, a program of shallow chemical injection grouting using a specially - formulated polyurethane expanding polymer is also recommended around the perimeter of the structure. This material cures to form a durable, high strength solid grout. Injection of the grout material requires drilling % -inch diameter holes through the concrete flatwork or around the outside perimeter of the house on 4 to 6 foot centers, installing grout pipes, and injecting the grout under controlled pressure to fill voids, densify loose materials, and re -level slabs and foundation elements. The chemical grouting should be done after the compaction grouting is completed and should follow the specifications provided in Appendix E. BCI can provide a detailed design layout and qualified foundation repair contractor prior to implementing the program, if requested. In order to allow time for re- distribution and equilibration of stresses induced by the grouting programs, we recommend that final cosmetic repairs of cracking and other damage to the house not be undertaken for a period of four months following grouting. Subsidence Investigation BCI Project No.: 19 -17094 Barker Residence March 2009 Claim No.: 3428 Page 9 5.3 Project Costs. A cost estimate for the proposed grouting program is presented below in Table 2. As shown, project costs are estimated at $65,824. It should be noted that these costs are estimated based on our experience with similar projects in the central Florida area. Costs for any needed structural or cosmetic repairs to the house are not included in this estimate. Actual, final project costs for the grouting may be lower (or possibly higher) after the project is subject to final design, competitive contractor bidding, and any modifications during implementation. Table 2 Estimated Project Costs Subsurface Compaction and Chemical Grouting Barker Residence Subsurface Compaction and Chemical Grouting Quantity Units Unit Cost Cost a. Contractor Mobilization 1 each $2,000 $2,000 b. Installation of Grout Casings 950 feet $16 $15,200 c. Grout Material (estimated) 190 cubic yds. $160 $30,400 d. Exterior Chemical Grouting 1 day $7,000 $7,000 (includes 500 lbs of material) e. Additional Polyurethane Material 400 lbs $13 $5,200 Subtotal = $59,800 Engineering Supervision Cost Inspection & oversight - estimated 6 to 8 days to estimated 6,024 complete grouting TOTAL ESTIMATED PROJECT COSTS = $65,824 In order to ensure compliance with the finding of this study and project specifications, we recommend that BCI be retained to evaluate the contractor bids and provide project monitoring and oversight services during the grouting operations. 6.0 LIMITATIONS The analysis described in this report is of sufficient scope to either identify or eliminate sinkhole activity as the cause of damage within a reasonable, professional probability. Our professional services have been performed using the degree of care and skill ordinarily exercised, under similar conditions, by reputable consulting engineers practicing in this or similar localities. The soil conditions indicated within this report are accurate with respect to the locations and extent of the soil borings. The findings presented in this report are based on the test borings drilled at the site, laboratory testing, and our professional judgment. Subsurface conditions different from those encountered during our exploration may exist. Opinions rendered regarding the house structure have been based solely on visual observations without benefit of any type of structural analysis, destructive or invasive testing to determine the structural integrity of concealed structural members, or review of design or construction drawings. No warranty regarding this investigation is intended, nor should any be implied. This report and information contained herein was prepared for the exclusive and specific use of Security First Insurance/Premier Adjusting Services. Any other use of this report or parts of this report shall be authorized in writing by BCI Engineers & Scientists, Inc. Subsidence Investigation BCI Project No.: 19 -17094 Barker Residence March 2009 Claim No.: 3428 Page 10 FIGURES Figure 1: Site Location Map - Barker Residence _ _./.610.: _ ,r > L 1 _ 41 - w — 0000 I" I � � __ I f� d �l . 1/ J ` � 7 � �`a l,an _� i T om , 71 n'a .,-,.,-,- F --- ,--,-...:;.,,..o .4- ). I P I /7E _ [ ' ---='-' m wj.1G D . 301 r , 111 � • v N. • ltLii•", :iirir_n :4 S �`` ';, "' c ' ,�e,� f C SI ■ ∎(�' _ ,� 4 f Di 4 r 1 L 1 - Jo . n `4 . C]il " d �,`-- r ,....„=„...z.H:1,J,177 \ W.VA.- 'rife rn 004,6v., . 1;,,, 0 00 C 1 i , _...- 1 . L ; r1IBA i l„ i, � _ J dp ___ J Ll' `ai00 00 ' , , ,..4t;-` . Is a, U _ (( f � � (��- jj t_ �CJ[7 �,� i it 3 u L,Jo ' i ) ' t ? ,•n xa, 2 °c r---1 39740 Meadowood Loop _JD Flri , Zephyrhills, R 33542 - I t_ i ) _ 1 1 r J 1 C(ts i � 3 0 1 ti `'� ;II '- '� 1 ° '.. fa Al, , !I E7- //,, \ nee/ ; .. c, l r-- ___ � ,,_._ ,. .-_ r -, �� � . 3 . cmi . � \ ,� �1 l; l a \ , ., q '''','s \ ,) 1 i irm—rt .- ; --.. I / _i_______ __1 - • • 1 I [ 0-- 1 11 n i it __. I -_ —_ — 0 mi 0.5 1 1.5 Copyright ® and (P) 1988 -2006 Microsoft Corporation and/or its suppliers . All rights reserved. ht tp: //www.microsoft.com/mappoint/ Portions ® 1990 -2005 InstallShield Software Corporation. All rights reserved. Certain mapping and direction data ® 2005 NAVTEQ. All rights reserved. The Data for areas of Canada includes information taken with permission from Canadian authorities, including: ® Her Majesty the Queen in Right of Canada, ® Queen's Printer for Ontario. NAVTEQ and NAVTEQ ON BOARD are trademarks of NAVTEQ. ® 2005 Tele Atlas North America, Inc. All rights reserved. Tele Atlas and Tele Atlas North America are trademarks of Tele Atlas, Inc. rn 0 . . 0 o �, 0 k > P1 HA - 4 T , ? : �, '� P9 < 1A /a {'8 �' / SPT 3 6 1 - P—) P jr -"- W ■ P mi PORCH z v w� w MI :c P5 SPT -1 DRIVEWAY ' %;, . -3 P12 SPT -2 4' P4 WATER P10 \� P11 METER fl n HA— L J u CABLE D,EP > x 1 LEGEND \ SPT -1 Standard Penetration Test o • boring location HA -2 I Hand Auger boring location TP -1 ° P Test Pit location 0 20 °' P2 Hand Cone Penetrometer 1- \ location J SCALE: FEET 0 SECCURITY FIRST INS./ PREMIER ADJ V FIGURE 2 a TEST LOCATION PLAN 2 O 0 D 'M'°R x' BARKER RESIDENCE "87 , °°"' ZEPHRYHILLS, FLORIDA m DATE: 2/13/09 REVISED: DRAWN DRAWN BY: MNO SCALE: 1 " =20 PROJECT NO.: 19 - 17094 o 0 0 o F] W 0 H. o O 4 a — — T10 T ` >',T11 T12 T1 T 14 .. _ _ _ , A/C '� 1 ,,-. > r t / s - T81 � , � Z 73/ T15 T7 I* --I T16 T6<: ^ i T 17 Vt. PORCH z v w f T5 ®MMI X 1T18 iim UT'S .... X _ ---1 1 Z�4 r X T3 ' WA ER METER T20 •I / . ' r 1 n CABLE T2 T1 TO D,EP�RESSON 3 z k ;. 0 LEGEND 0 —' POSSIBLE LOCATION OF UNDERGROUND UTILITY m ° 0 20 T X SHALLOW HYPERBOLIC REFLECTORS � ...= —■ o J SCALE: FEET m 0 N. SECCURITY FIRST INS./ PREMIER ADJ FIGURE 3 a GPR TRANSECT LOCATIONS a 2000 02t5 BARKER RESIDENCE 003.067 •707 oom ZEPHRYHILLS. FLORIDA m DATE: 2/13/09 REVISED: 3/20/09 DRAWN BY MNO SCALE 1 ° = 20 ' PROJECT NO 19 -17094 cn 0 0 N M W H Q 0 F- 0 J a -0.4 -0.2 -0.1 - 0.5 -0.3 i A A.„.. a ' *X $ -0.3 . -0.1' X 0.6 _. 0.0 ' 0 . s B ATH 1:: CL(. - - X 10.1± X I -0.9 NW \ \\ BEDROOM CL ATH -0.2 X X ' " , X s CL 4 -0.5 0.5 -0.2 -0.2 - 0.6 -0.6 -0.4 A . „ • X X X -0. BEDROOM i 0.6 -0.5 -0.5 \ X . , X -0.4 0 LIVING ROOM -0.3 -0.6 0.0 -0.5 A 0.0 A X 0.3 0.1 D 'I - "00M -0.1 -0.1 X X , -0.2 .• X - 4.2 -4.3 -4.3 -4.3 -0.1 A -4.3 A A . 0.0 . -0.2 • n X ■ GARAGE -0.1 - 4.1 -4.3 -4.2 -4.3 KITCHEN -4.0 A •' 4 • - 0.1 - 0.3 A' - 0.1: • X . .I . 0 - 4.0 -4.0 -4.2 -4.2 r LEGEND -0.1 Elevation Data Point Location 0 A` Contour Interval 0.5 Inches 0 Arbitrary Elevation Datum At f 0.0 Base Station m X Elevation Unobtainable 0 0 10 *Relative Elevations Shown In Inches ■ ■ a , *Survey Completed 01/27/09 / SCALE: FEET 0 0 SECCURITY FIRST INS./ PREMIER ADJ FIGURE 4 ,,k� W .e. FLOOR ELEVATION SURVEY 0215 BARKER RESIDENCE Li 003.001.2345 oo � ZEPHRYHILLS, FLORIDA 17_ DATE: 2/13/09 REVISED: 3/20/09 DRAWN BY: MNO SCALE: 1'� = 10 ' PROJECT NO 19 -17094 SPT -1 SPT -2 SPT -3 o 0 0 M _ Pc) CD ., 15 13 8 27 20 16 _ 24 1111 20 21 1 0 O 2 10 17 1000 7 14 20 21 5 _ 100% 11 C2 20 _ 100% c 10 2 15 - ,. _ - w © O w w LL _ w w 1 30 7 3 10 30 - - _ w _ 1007 — w w — 19 WOH —oft — WOH -5ft — C — 40 - 35 38 O 4 �\ - 40 63 77 4 ) - 50 3 50 - C) 66 60 50/3" 60 EXPLANATION O SAND and SAND with clay, light brownish gray, SP UNIFIED SOIL CLASSIFICATION pale yellow, light brown, dark yellowish brown, SYSTEM classification and brown, fine — grained quartz, minor clay, local limestone fragment 78 SPT N —value (USCS = SP) 0 Depth of water table 0 CLAYEY SAND and SANDY CLAY, light brownish Lj O gray, orange, light brown, pale olive, mottled, 100% variably clayey and sandy, local phosphorite and ' C Loss of Circulation 0 limestone fragments (USCS = SP —SC, SC, CH) WOH Weight of Hammer m • O LIMESTONE, pale yellow and white, variably 0 indurated, locally sandy, localized lenses of sand with clay (SAND with clay USCS 0 classification = SP —SC) i x 0 SECCURITY FIRST INS./ PREMIER ADJ 0 FIGURE 5 ti SOIL BORING PROFILES � 0°° ' BARKER RESIDENCE rad Li "°a°°' �o00 867 ZEPHRYHILLS, FLORIDA m DATE 2/13/09 REVISED: 3 DRAWN BY: MNO SCALE: 1" = 10� PROJECT NO 19 -17094 0 ro w a a 4. ; & ��" r - , x R 8 9. 1'(� ‘‘ i 6 ' 1 1 • , I • 12 F ,,a 3 PORCH 130 -....• •Z U r —• 4 • N.— o U N eL DRIVEWAY I: WATER 1 18 \v 17 16 15 METER F n y .� LJ u CABLE BOX t_ 2 5 t >, LEGEND 0 • VERTICAL GROUT INJECTION POINT A t 0 4 o ANGLED GROUT INJECTION POINT 5 0 20 0 SCALE: FEET n SECCURITY FIRST INS./ PREMIER ADJ = FIGURE 6 _ e2,a RECOMMENDED GROUT INJECTION POINTS BARKER RESIDENCE _, 911-000711117 "''°°°'" ZEPHRYHILLS, FLORIDA m DATE: 2/13/09 REVISED 3/20/09 DRAWN BY MNO S CALE: 1' = 20' PROJECT N O.: 19 -17094 APPENDIX A Photograph Log and Site Conditions and Observations Plan Site Photographs 0 0 0 N N] w r i- 0 J a 4 ® 1 1,12 0 1 ® © ` ® 0 © ® 0 © © PORCH ® ® ®w w CY ® N a .s © 19,20 ® '/ s ' , ..:::i 4,15,16 '.. DRIVEWAY n ® UT' ®0 © O 4 ) 1 J WATER O 0© \ \" ® 9,10, ETER 5 6 ® 17,18 M r E T `, mv8 L J u 3® , CABLE BOX DEPRESSION 1 - 0 w z w m LEGEND w 1- o PHOTO LOCATION w 3 a r CRACKS 0 20 i 0 DAMAGE LOCATION SCALE: FEET 0 m SECCURITY FIRST INS./ PREMIER ADJ u APPENDIX A i PHOTOGRAPH LOG /PROPERTY CONDITIONS a jP.wo >�a AND OBSERVATIONS PLAN 8153100.2345 �-, 33103 BARKER RESIDENCE E 0007ae7 ZEPHRYHILLS, FLORIDA G DATE: 2/13/09 REVISED /20/09 DRAWN BY MNO SCALE: 1 ° = 20' PROJECT NO.: 19 - 17094 �r e$ s , ,~ Photograph #1: Front (west) view of Barker residence Photograph #2: East view of Barker residence BCI Project No.: 19 -17094 W1 Site Photographs Barker Residence i i • 1., Photograph #3: South view of Barker residence , ,i74111.P r ti vi i Photograph #4: North view of Barker residence BCI Project No.: 19 -17094 VC;11 Site Photographs Barker Residence .1 Photograph #5: Hairline crack in south wall Photograph #6: Close -up view of Photograph #5 BCI Project No.: 19 -17094 Site Photographs Barker Residence Photograph #7: Hairline crack in south wall Photograph #8: Close -up view of Photograph #7 BCI Project No.: 19 -17094 Site Photographs Barker Residence /Ir • d 2+� p . N Photograph #9: Hairline cracks in east wall near southeast corner Photograph #10: Close -up view of crack denoted by top arrow in Photograph #9 BCI Project No.: 19 -17094 i VC' Site Photographs Barker Residence 4 i ll 1 Photograph #11: Hairline crack in north wall Photograph #12: Close -up view of Photograph #11 BCI Project No.: 19 -17094 WU , Site Photographs Backer Residence . « ^ >� . . Photograph #m Separation between east wa!land screened porch slab } 4 5 '4"°. $ � \24 § \ { \ Photograph #14: C me ■p view of Photograph # 3 BC Project No.: 19-17094 Site Photographs Barker Residence VC' I /Mpg P ° ` . 4 lop. _.,_ ..,. _ =,, Photograph #15: Separation between east wall of house and screened porch frame y �' `S' O Yb cif ;* n { ' , z a, a . -- y 1 I Photograph #16: Close -up view of Photograph #15 BCI Project No.: 19 -17094 WU Site Photographs Barker Residence i.f) t Viv �99t. i Photograph #17: Erosion of surficial soils at southeast corner and rain gutter discharge location t" ` e'4 °b .�b��Y _a � � v Photograph #18: Close -up view of Photograph #17 BCI Project No.: 19 -17094 Site Photographs SABC4111 Barker Residence Photograph #19: Spa lling drywall comp ound at corner bead of cabinet soffitt in kitchen F y k F 4 Photograph #20: Close -up view of Photograph #19 BCI Project No.: 19 -17094 Site Photographs Barker Residence APPENDIX B Ground Penetrating Radar Survey Report GPR Transect Profiles & . GROUND PENETRATING RADAR REPORT Client & Project Information: BCI Project No.: 19 -17094 Client Name: Security First Insurance/Premier Adjusting Services Project Name: Barker Residence Client Contact: Charity Buchanan Location: 39740 Meadowood Loop Address: PO Box 1672 Zephyrhills, FL 33542 Oldsmar, FL 34677 Contact: Esther Barker Phone: 727 - 710 -1247 Phone: 813- 788 -6325 Claim No.: 3428 GPR Equipment & Operator Information: Control Unit: Noggin Plus /SmartCart Digital Equipment Christian Thibaut GPR Profiling System Operator(s): Antenna(s): 250 MHz Date of Manufacturer: Sensors & Software GPR Survey: January 27, 2009 Ontario, Canada GPR Survey Information: No. of Transects Scanned: 21 lines (TO to T20) Total scan distance: 1,090 feet Transect Locations: Transect locations shown in Figure 3 of BCI Subsidence Investigation report. Transects TO to T20 were completed with the 250 MHz antenna. GPR Equipment Settings & Signal Processing: 250 MHz antenna Time Windows: 250 MHz —160 nanoseconds (ns) Depth of Investigation: est. 11 to 13 ft. (250 MHz) based on assumed signal travel velocity of 0.33 to 0.45 ft. /ns (dry sandy and clayey soils) Profile scales: Horizontal scale: 1 inch = 10 ft. Vertical scale: 1 inch = 25 ns (250 MHz) Signal Processing: temporal filter: DEWOW (high pass filter) time gain = autogain Comments: Time window setting based on test scans over exterior areas of site and identification of surficial soils in hand auger borings (dry sand soils to depths ranging from 5 to 61/2 ft., underlain by clayey soils). Subsidence Investigation BCI Project No. 19 -17094 Barker Residence March 2009 Claim No. 3428 Page 1 GPR Survey Results: Inspection of the GPR transect profiles indicates the depth of penetration of the radar signal ranged from 11 to 13 feet below grade for the transects completed utilizing the 250 MHz antenna. Below these depths the radar signal was attenuated, probably due to clayey and/or saturated soil conditions. The depth estimates are based on an assumed signal travel velocity of 0.33 to 0.45 feet/nanosecond for the dry sandy and clayey soils, as encountered in the hand auger borings completed by BCI. On many of the profiles, a series of moderate intensity, continuous, parallel to subparallel, horizontal, and sinuous reflection events was identified between estimated depths of 1 and 5 feet below the ground surface. The reflections are interpreted to represent shallow soil layering within the surficial sandy soils. On most of the profiles, a moderate to strong intensity, continuous, generally horizontal, and sinuous reflective horizon was identified between estimated depths of 5 and 8 feet below the ground surface. The reflective horizon correlates with the upper surface of a clayey subsurface soil layer encountered in the hand auger borings. Shallow hyperbolic reflectors (< 3 feet) were present on many of the transect profiles and probably represent areas with shallow pipes, tree roots, and/or utility lines (Figure 3). Multiple series of prominent hyperbolic reflections were identified in the east and west yard areas, and likely represent underground utility lines or pipes (Figure 3). Copies of the GPR transect profiles are included in this report. No anomalies suggestive of obvious subsurface karst or sinkhole features were identified in the GPR survey. No downwarping of reflective layers or areas of deeper signal penetration were identified on the profiles. Limitations: The professional services described in this report were performed using the degree of care and skill ordinarily exercised, under similar conditions, by reputable consulting geologists and engineers practicing in this or similar localities. Ground Penetrating Radar (GPR) is a non - destructive geophysical test method that utilizes transmitted (and received) radio pulses (radar) to evaluate shallow surface soil and geological conditions. GPR measures the electrical properties of the subsurface soil materials and other subsurface objects. As with all geophysical methods, GPR does not provide a positive identification of the type, depth, or character of the subsurface. Additional ground truthing, through soil boring, test pits, or other methods, is required to fully evaluate the subsurface geological and geotechnical conditions. This report and information contained herein was prepared for the exclusive and specific use Security First Insurance/Premier Adjusting Services. Any other use of this report or parts of this report shall be authorized in writing by BCI Engineers & Scientists, Inc. 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"'' - 5 { 1 t 1:. 2 2 f ' " 5 *222i522:232222 1 S F 4 i ff r 3 ': r E , I -R i ) ' ).,:. . • _ R A . P 7 R i! 2 A R R!!!• •_ S R! E! R S - P. A 1 4 ° • T -• .1 , 01 , - 3 3 1 5 - I o_ i i t t{ 2 ,, ..., . .2352213378282323 • 33282123282822 9 2 .—:-.■ .,- f..,.. g $ 5 A i I -2 f , fEl f -, 1 ...RR:91331393321S ••332i 33831 .....—r--1,-•-■1 .t. .... • ,,-• • I ./ 1 y,1,1 ' Isssisistssisess APPENDIX C Hand Cone Penetrometer Table Hand Auger and SPT Boring Logs Laboratory Test Reports • HAND CONE PENETROMETER TABLE Barker Residence, BCI Project No.: 19-17094 39740 Meadowood Loop, Zephyrhills, FL Completed by: A. Sava Completion date: January 27, 2009 DIAL READINGS (10 inches) Depth Tir2' 4,4 i5 gp9 0 nr T42 i" 4 (inches) .4c4 - = 0 to 6 2 3 3 3 16 4 5 3 4 8 4 16 6 to 12 12 2 2 4 R 10 8 7 2 13 4 R 12 to 18 10 6 4 6 13 13 12 7 15 9 18 to 24 11 18 10 9 15 15 15 10 R 15 24 to 30 13 R 16 15 R R R 15 30 to 36 7 R R 18 36 to 42 9 42 to 48 R R: Refusal OB: Refusal on object DiaI Reading , .:Retati$T:Dep,s1,0,_ Relative „ :„ -.3. - Cone Beanng Capacity -4 0 _ 4 -k - A: A dtt,' 'flt <5 <15 Very Loose Medium-Stiff 5 — 13 15 — 40 Loose Stiff 14 — 38 41 — 120 Medium — Dense Very Stiff to Hard HAND AUGER BORING LOGS Page 1 of 2 Barker Residence, BCI Project No.: 19 -17094 39740 Meadowood Loop, Zephyrhills, FL Completed by: A. Sava Completion date: January 27, 2009 Boring HA -1 Located approximately 10 ft. N, 10 ft. E of NW corner of garage Depth Description 0 to 6 inches SAND, pale yellowish brown, fine- grained quartz 6 inches to 3 feet SAND, gray to very pale gray, fine- grained quartz 3 to 5 feet SAND, strong brown, reddish brown, and yellowish brown, fine- grained quartz 5 to 6'A feet SAND, very pale yellow, fine- grained quartz 6'/2 to 7 feet CLAYEY SAND, pale brown and dark reddish yellow, mottled, fine- grained quartz Boring HA -2 Located approximately 7 ft. S, 8 ft. W of SE corner of house Depth Description 0 to 2 feet SAND, dark gray to pale gray, fine- grained quartz 2 to 5 feet SAND, pale brown to white, fine- grained quartz 5 to 7 feet CLAYEY SAND, pale grayish brown and dark reddish yellow, mottled, fine- grained quartz Boring HA -3 Located approximately 3 ft. N, 1 ft. E of SE corner of house Depth Description 0 to 3 feet SAND, gray to very pale gray, fine- grained quartz 3 to 5 feet SAND, strong brown to pale brown and pale yellow, fine- grained quartz 5 to 7 feet CLAYEY SAND, dark yellowish red and pale gray, fine- grained quartz HAND AUGER BORING LOGS Page 2 of 2 Boring HA -4 Located approximately 10 ft. E, 1 ft. N of NW corner of house Depth Description 0 to 3 feet SAND, gray to very pale gray, fine - grained quartz 3 to 6 feet SAND, strong brown to brown and pale yellow, fine- grained quartz 6 to 7 feet CLAYEY SAND, dark yellowish red and pale brown, mottled, fine- grained quartz *Water table not encountered in the hand auger borings Hand auger boring locations shown on Figure 2 Borings backfilled with cuttings Project No: 19 -17094 Log of Borehole SPT -1 Project: Barker Residence \I ■ Client: Security First Insurance /Premier Adjusting Services c ' • Address: 39740 Meadowood Loop City, State: Zephyrhills, FL Geologist/Engineer: R. Meder at e a' x SOIL DESCRIPTION c \ o _ c REMARKS (USCS) c v - v E 3 J o i > d V G E o 7 7 d N ' -a . � ' n E 3 5 rA r n o a 's H a E = o > o Cl) z m z o o N 0 J a s 0 . SAND (SP) 1 Tight brownish gray, pale yellow, and 1 -- -- 2 •: light brown, fine - grained quartz, 3 mottled 2 — — 5 [ = . CLAYEY SAND (SC) light brownish gray, orange, and light 3 5,6,9,11 15 6.5 16.8 6 brown, variably clayey, fine - grained quartz mottled 10,13, 7 � 4 14,14 27 11A 25.5 8 t ''..V-ix'l 4 ' £ , 1213 9 > 5 24 10.6 25.3 - , , 11,14 10 k 12 SANDY CLAY (CH) 13 pale olive and light brown, variably 14 sandy, mottled, local phosphorite 6 1,7,10 17 55.8 76.6 15 16 17 LIMESTONE pale yellow and white, sandy, 19 `" moderately indurated 7 7,10,11 21 20 , 21 22 ,; �a Circulation loss at 22 R ft. 23 ,. 24 r - -..::. SAND with clay (SP - SC) 8 3,5,5 10 25 dark yellowish brown, fine -grained .�` quartz, minor clay 26 ..::..;..;•:•;:.:::. '�: :. >';:�. 27 ' ;: • 28 }'. 9 4,3,4 7 Drilled by: Independent Drilling, Inc Borehole Size: 3 Inches Drill Method: Track mounted BB rig - mud rotary Datum: Ground Surface Drill Date: February 9, 2009 Sheet: 1 of 2 Borehole Location: 7 ft. E, 8 ft. N of SE corner of building Project No: 19 -17094 Log of Borehole SPT -1 Project: Barker Residence \ ■ Client: Security First Insurance /Premier Adjusting Services & Address: 39740 Meadowood Loop City, State: Zephyrhills, FL Geologist/Engineer: R. Meder 0 c x SOIL DESCRIPTION 2 r c \ .a c c REMARKS (USCS) c o v CD O J O d > d V O O 0 2 . d in 'C 'O ' r E E 3 Ta a8 r n o CO s w a E = o > o o o E Cr R e rn z CO z 2 t `.' O : a d LIMESTONE 31 , . pale yellow and white, sandy, mottled, 32 ' moderately indurated 33 1 ' 34 SAND with clay (SP -SC) 10 7,9,10 19 35 dark ye l owish rown, fine - grained r quartz, mi l clay b 36 37 38 39 LIMESTONE 11 8,15,20 35 40 pale yellow and white, sandy, variably - indurated 41 ' 42 1 43 44 , , . :' "` rn 12 17,21,42 63 .rder 1.61 ItY let. es 46 End of Borehole 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Drilled by: Independent Drilling, Inc Borehole Size: 3 Inches Drill Method: Track mounted BB rig - mud rotary Datum: Ground Surface Drill Date: February 9, 2009 Sheet: 2 of 2 Borehole Location: 7 ft. E, 8 ft. N of SE corner of building Project No: 19 -17094 Log of Borehole SPT -2 Project: Barker Residence ` 1111 li Client: Security First Insurance /Premier Adjusting Services Address: 39740 Meadowood Loop City, State: Zephyrhills, FL Geologist/Engineer: R. Meder 'a' o a x SOIL DESCRIPTION °' w c -- e c c REMARKS (USCS) c U " m 0 E 3 J L O a) > d 0 O � p V 3 w 2 in E -0 .9 d E E O > o o o Cr to 0 0)) Z 00 Z S 1. N 0 J a. 0 < SAND (SP) 1 dark yellowish brown, pale yellow, 1 -- 2 .' and light brown, mottled, fine - grained 3 quartz 2 -- - 4 " CLAYEY SAND (SC) 5 G 3 3,5,7,10 12 8.5 18.3 � � £ 3` l ight brown and light brownish gray, 6 f 3 Te mottled, variably clayey, fine- grained r „ quartz 4 1 0 1 1 0 20 9.6 17.7 9 f. 5 8,11,9,9 20 8.9 16.9 10 h 12 SANDY CLAY (CH) 13 pale olive and light brown, mottled, 14 sandy, local phosphorite 6 3,3,4 7 48.1 80.6 15 16 17 ' .' LIMESTONE 18 pale yellow and white, sandy, weakly 19 indurated 7 2,3,2 5 ■ 20 - .. 100% loss of circulation at 20 ft. 21 z, 22 , 23 h 4 u'77, «Y 24 ! . . ' 8 1,1,1 2 25 26 27 28 29 9 2,1,2 3 30 Vi vo Drilled by: Independent Drilling, Inc Borehole Size: 3 Inches Drill Method: Track mounted BB rig - mud rotary Datum: Ground Surface Drill Date: February 9, 2009 Sheet: 1 of 2 Borehole Location: 8 ft. W, 5 ft. S of SE corner of house Project No: 19 -17094 Log of Borehole SPT -2 Project: Barker Residence ■ Client: Security First Insurance /Premier Adjusting Services c i ii Address: 39740 Meadowood Loop City, State: Zephyrhills, FL Geologist/Engineer: R. Meder e x SOIL DESCRIPTION m o \ e = REMARKS (USCS) v v v E o d °.' > d v o . 0 0 . m in ' E -a w w • N E 0 > o o c3 m a e Z m z 2 Y N O : d is `s. =:.x. U F 31 I 4, a - 32 I , 33 34 1 a SAND with clay (SP -SC) dark yellowish brown, fine - grained 35 quartz, minor clay, local limestone 1 0 WH 1 3. 5 , WOH 36 fragments 37 38 ` LIMESTONE 39 t pale yellow and white, sandy, well indurated 11 15,1721 38 40 41 I. ,,.. x .,1 RY 42 } ":. 43 44 -2, 12 23,30,47 77 46 End of Borehole 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Drilled by: Independent Drilling, Inc Borehole Size: 3 Inches Drill Method: Track mounted BB rig - mud rotary Datum: Ground Surface Drill Date: February 9, 2009 Sheet: 2 of 2 Borehole Location: 8 ft. W, 5 ft. S of SE corner of house Project No: 19 -17094 Log of Borehole SPT -3 Project: Barker Residence \, ■ Client: Security First Insurance /Premier Adjusting Services Address: 39740 Meadowood Loop City, State: Zephyrhills, FL Geologist/Engineer: R. Meder e w e SOIL DESCRIPTION m x :A c \ e c c REMARKS (USCS) c c) v o = U O d ,- > d t7 J jv O 0 V 3 r3+ d N .5 a r ca O. E E O > o o o a- co O ▪ rn Z In Z 2 Y N 0 a SAND (SP) 1 dark yellowish b rown, light brownish 1 2 •:: :i. : S... gray, and brown, mottled, fine - grained 3 quartz 2 — — .' SAND (SP) 5 light brown and pale yellow, mottled, 3 3,4,4,6 8 6 : fine - grained quartz 7 4 5,7,9,10 16 8 - CLAYEY SAND (SC) 9,11, 9 E ,, 5 light brownish gray and light brown, 10,10 21 15.2 19.3 10 ' mottled, variably clayey, fine - grained 11 . quartz 12 CLAYEY SAND (SC) 13 light brownish gray, pale olive, and 14 light brown, mottled, variably sandy, 6 5,7,7 14 23.7 26.2 15 local phosphorite 16 17 18 19 7 5,6,5 11 30.9 27.6 20 21 22 1 :0 SAND (SC) 23 I'- , pale olive and light brownish gray, 24 I% % w , , mottled, variably clayey, fine- grained 8 4,6,9 15 25 ' E . qua local limestone fragments 26 I ' 27 L'' 28 fr 29 I , €'; :,` 9 4,5,5 10 30 Drilled by: Independent Drilling, Inc Borehole Size: 3 Inches Drill Method: Track mounted BB rig - mud rotary Datum: Ground Surface Drill Date: February 9, 2009 Sheet: 1 of 2 Borehole Location: 18 ft. S, 7 ft. W of NW corner of building Project No: 19 -17094 Log of Borehole SPT -3 Project: Barker Residence c 1 ■ Client: Security First Insurance /Premier Adjusting Services li Address: 39740 Meadowood Loop City, State: Zephyrhills, FL Geologist/Engineer: R. Meder zie e SOIL DESCRIPTION m x o \ o c �, c REMARKS (USCS) c v m v E O y s- > d v J C V w 2 in C - a G E E 0 > 'o Co ° o ° a m o rn z m z 2 Y ell 0 a F CLAYEY SAND (SC) 31 > * � light brownish gray and pale olive, 32 §h lc. mottled, variably clayey, fine - grained 33 ,I quartz, local limestone fragments 100% loss of 34 circulation at 33.5 ft. 35 �°r 36 i 10A WH -5' WOH 37 i. 38 i . 39 ! 10B 1,2,2 4 41 1 " . 42 k M 44 LIMESTONE 11 2,2,2 4 45 .'- . " pale yellow and white, sandy, wea _- indurated 46 47 48 '` 49 °-, s; 12 1,12 3 51 52 ., 53 ° 54 — LIMESTONE 13 19,26,40 66 pale yellow and white, sandy, well 55 indurated 56 57 58 End of borhole at 60 ft. 59 14 31 50/3., 50-3 Drilled by: Independent Drilling, Inc Borehole Size: 3 Inches Drill Method: Track mounted BB rig - mud rotary Datum: Ground Surface Drill Date: February 9, 2009 Sheet: 2 of 2 Borehole Location: 18 ft. S, 7 ft. W of NW corner of building N - M A o W ' rte, i ,r*� 00 M � O M h G� �O M N �O • 00 y .-, 00 •--� N N p 0 Z N C.) ''t ; , c''' o u .- © "a ; W N N _ CA CA cj O W c O ID) cD N M . O r"- N M M """ . O O N { 00 N O� O � G� l co .� w E- F- , H o ° :' °� g ° -. © a 00 r'? .- ca: '1 0 0 • ...=?. -)..k1„.... --, 0, a H tx .-, N r c e . .~ © 00 0 00 N © c. G � s� d O1 r d' N N M C v'i 0. 00 Ct • s 01 O - N C c" r - , c , O `4::, k3' D st E OA 00 01 �O 01 01 O� � O 00 00 N k '"- ,c, �O �O �O �O O V:-.) 'C) �D , .O `.O .'_ f O O O O O O O O O O O CA ^' ti "� N N N N N N N N N N N ci cc 4 V1 O t. cA m N'S y � £ „ C O N O M F i a � �� .j . • , d, — .-, ^, ^, p L CU ^ R N E a', # �` ate' T o a c d R �O �� �o , v t.'",::, 'O C O O h oo d ¢� N V] -1 P, L4 M N O M [� DO M .--' N O O s � a O ■ N N N N O N . `'. V 5 }Y .. de C f 5 O CC 1. I 1 : : CA M A iiill 47 4' y 1 O •L Oa V7 V7 O cc V1 A, O CO N r , fir Co ao ° it Co ao in '" in in Z y O ; ., .. .. N N N N M M M c, '" o c�c F F F F F F F F F F F ° Z F o ,'l a z a w a 1 : , .. a a a a a °' 1-4 Q o, O 1 s v n rn Z APPENDIX D A Discussion on Sinkholes and Subsidence Mechanisms SINKHOLES AND SUBSIDENCE MECHANISMS In the geologic past, sea level has fluctuated significantly above and below its current elevation. As a result, limestone formations in Florida were exposed at the ground surface and subject to erosion and solutioning by rainwater, which is naturally slightly acidic. The erosion and solutioning caused cracks, cavities, and fractures to form in the limestone producing a weathered and irregular limestone surface. After subsequent rises in sea level, the undulating limestone surface was buried and filled by younger deposits of clay, sand, and silt. Even though the limestone is now covered with soils and clastic sediments, solutioning of the limestone by ground water continues. This chemical action tends to be concentrated along preferential paths for ground water flow such as joints, bedding planes, and pre- existing fractures and voids. The rate of dissolution is an imperceptibly slow process, requiring several thousand years for the formation of significant caverns or voids. Non - cohesive soils and sediments (sands and silts), which overlie the limestone, may move downward, or ravel, into the enlarged voids and cavities. The raveling may propagate upward to the surface as the overlying sediments move downward into the cavity. Sinkholes occur when the raveling reaches a point where the surficial soils cannot support the load at the surface, resulting in collapse or subsidence. In this part of Florida, sinkholes occur by several mechanisms: cover - collapse, cover - subsidence, limestone - collapse, or limestone - solution (Sinclair et al., 1985). Cover - collapse sinkholes form where a thick, competent and generally impermeable clay layer overlies limestone bedrock. Initially, the clay has sufficient strength to bridge a developing cavity in the underlying limestone. A cover - collapse sinkhole occurs as a result of sudden failure of the clay unit and catastrophic downward movement of the overlying sandy soils into the cavity (i.e., raveling). Cover - subsidence sinkholes may form by the gradual downward raveling of non - cohesive sediments (usually sand and silt) into actively forming cavities. The raveling reduces soil density, which is manifested at the surface by an area of slow, gradual subsidence. Limestone - collapse and limestone- solution sinkholes typically occur in terrains where limestone bedrock is covered by a relatively thin (less than 25 ft.) layer of soil or overburden (sand and clay). A limestone - collapse sinkhole forms when a solution cavity expands to the point where the limestone roof collapses. The collapse is usually abrupt and may be catastrophic in nature. A significant factor in the formation of limestone - collapse sinkholes is a low water table, typically below the limestone surface. Limestone - collapse sinkholes are relatively rare occurrences since dissolution is more likely to occur at the limestone surface. Limestone - solution sinkholes form through a mechanism of gradual solutioning of the buried limestone surface under relatively high water table conditions. Surface depressions generally form at a gradual rate as the limestone dissolves, usually without the formation of significant voids or sudden raveling of overlying sediments. Over geologic time, this process results in a general, regional lowering of the land surface. Subsidence investigations usually involve determination of the probability of cover - subsidence or limestone solution sinkholes, since the catastrophic nature of cover - collapse and limestone - collapse sinkholes leaves little doubt as to their identity. Because slow, gentle subsidence can result from other mechanisms, such as decay and compaction of buried organic material or movement of shrink/swell clays, identifying cover - subsidence (or limestone solution) sinkhole development as the cause of subsidence - related damage to a structure can be difficult. This is especially true in cases where there are no obvious signs of subsidence at the surface. A key element in identifying karst activity as the cause of damage is to establish the presence of a raveling zone of soft or loose soils that extend from limestone bedrock sufficiently close to the surface to cause subsidence. Alternatively, significant evidence of downward movement of surficial soils may also be indicative of karst- related subsidence. It should be noted that local zones of circulation loss in SPT borings, isolated soft or loose soil layers, or buried depressions in the clay or bedrock surface, in the absence of significant raveling or other evidence of downward movement of soils, is not necessarily positive evidence of sinkhole activity. APPENDIX E Contractor Bid Sheet Compaction Grouting Specifications Chemical Grouting Specifications BID SUBMITTAL FORM Project Name: Barker Residence Address: 39740 Meadowood Loop City / State: Zephyrhills, FL 33542 -6778 Claim No.: 3428 BCI Project No.: 19 -17094 Due Date: Task Description Estimated Quantity Unit Price Total Price 1. Mobilization / Demobilization 1 LS $ $ 2. Install grout casings 950 feet $ $ 3. Cementitious grout material 190 cubic yards $ $ 4. Chemical grouting 1 day $ $ 5. Additional chemical grout material 400 lbs $ $ Total Cost $ Estimated time to complete project: days *project specifications attached Comments: Alternative Bid (and justification): G: \1917094 Barker \Compaction Instrusion Grout Specs 3428.doc SPECIFICATIONS FOR THE UTILIZATION OF COMPACTION/INTRUSION GROUTING TO STABILIZE SOILS AND FILL SUBTERRANEAN VOIDS INTENT OF THE GROUTING PROGRAM The proposed grouting program shall be sufficient to fill voids in the limestone and to densify very soft or loose soils to minimize future settlements associated with sinkhole activity. The method of grouting (compaction vs. intrusion) will be based upon the installation depth. Injection points that encounter limestone within 20 feet of the ground surface should be treated through intrusion grouting. All other points should be treated through a compaction grouting program. GEOTECHNICAL INVESTIGATION A geotechnical investigation report has been prepared for the site. The information contained in the report is intended to assist the contractor in preparation of the bid. Soil boring and test data represent subsurface conditions only at the location of each boring and soil sample. Varying degrees of heterogeneity of the horizontal and vertical soil conditions are likely to exist between boring locations. Opinions and recommendations expressed in the report are based on geological and geotechnical interpretation of the test data and site conditions likely to exist. SCOPE OF WORK The compaction grouting Contractor shall provide project control, supervision, labor, materials, and equipment to accomplish the following items of work: 1. Submit a detailed compaction grouting program, including a description of the method used to install grout casings, as requested by the Engineer. 2. Install and remove grout pipes. 3. Monitor ground movements during compaction grouting operations. 4. Perform compaction grouting program under supervision of a geotechnical engineer or geologist 5. Site clean -up during and after grouting. The grouting contractor, at the request of the Engineer will submit a description of the compaction grouting program with the cost proposal. A description of the work procedure, ground monitoring techniques, and instrumentation program shall also be included. The Contractor's work plan and other submittals will be reviewed by the Owner's representative, who shall be the Engineer of Record. The Engineer or his representative will also inspect and monitor the Contractor's work for compliance with the project plans and specifications. MATERIALS The compaction grout materials will consist of a combination of Portland cement, fine aggregate and water. Fly -ash and/or bentonite may be added provided the grout mixture meets strength and slump requirements. The grout mix will have a slump of 3 to 4 inches for compaction grouting and 7 to 9 inches for intrusion grouting at shallow depths when measured with the current ASTM slump test (ASTM #C143) at the point of injection. An additional inch of slump is acceptable when measured at the hopper if the hose lengths exceed 50 feet. The unconfined compressive strength of the grout will be an average of two specimens of 400 psi at 28 days as performed in accordance with the current ASTM strength testing standards (ASTM #C39). No grout shall be pumped more than 3 hours after the batch time shown on the delivery ticket, unless proposed by the Contractor and accepted by the Engineer. No water shall be Specifications for the Utilization of Compaction Grouting to Stabilize Soils and Fill Subterranean Voids Page 1 of 4 GROUT INJECTION PROCEDURES Compaction grout of 3 to 4 inches of slump will be injected into the casing. A higher slump (up to 9 inches) may be used during initial stages of grouting at the soil rock interface or for points shallower than 20 feet, if proposed by the Contractor and accepted by the Engineer. Grouting pressure will be continuously monitored by the Contractor at the hole and the pump with suitably protected and calibrated gauges. Grout will be injected on a continuous basis throughout the depth of the hole with the grout casing being withdrawn in increments of 4 feet or less. Controlled compaction grout pumping rates of 1 to 5 cubic feet per minute will be required. Grout quantities will be monitored and recorded by the Contractor on a continuous basis. The grout pump counter (if used) will be in good working condition. The criteria for raising the grout pipe to the next increment will be when one of the following occurs: 3 to 4 inch slump /compaction grouting: 1. The grout pressure at the gage located at the header exceeds 200 psi over the necessary pressure to initiate grout take. However, progressively lower pressures should be used when grouting at shallower depths to reduce the potential for heaving at the ground surface and to allow for grout stabilization of shallow loose soil zones. 2. When more than 10 cubic yards of grout has been injected per interval. If the grout take exceeds 10 cubic yards, the injection point shall be raised and flushed, and the initial (injected) amount of grout shall be allowed to set. Subsequently, the grout casing shall be re -driven to the target depth and grout injection resumed. If the grout take continues to exceed 10 cubic yards (per interval) the process is to be repeated. The Engineer may at his discretion accept a proposed change in the allowable quantity as deemed necessary. A maximum grout quantity of 50 cubic yards per injection point is recommended. 3. When any surface heave occurs. 7 to 9 inch slump /intrusion grouting: 1. The grout pressure at the gage located at the header exceeds 100 psi over the necessary pressure to initiate grout take. However, progressively lower pressures should be used when grouting at shallower depths to reduce the potential for heaving at the ground surface and to allow for grout stabilization of shallow loose soil zones. 2. When more than 5 cubic yards of grout has been injected per 2 -foot interval. If the grout take exceeds 5 cubic yards, the injection point shall be raised and flushed, and the initial (injected) amount of grout shall be allowed to set. Subsequently, the grout casing shall be re -driven to the target depth and grout injection resumed. If the grout take continues to exceed 5 cubic yards (per 2 -foot interval), the process is to be repeated. The Engineer may at his discretion accept a proposed change in the allowable quantity as deemed necessary. A maximum grout quantity of 10 cubic yards per injection point is recommended. 3. When any surface heave occurs. The Contractor at no charge to the client will replace any holes lost or damaged due to faulty grouting equipment. Specifications for the Utilization of Compaction Grouting to Stabilize Soils and Fill Subterranean Voids Page 3 of 4 added to any material delivered without notification of the Engineer or their representative. If a load is delivered with a measured slump in excess of the project requirement or if water is added to a load while on site without approval, the Engineer reserves the right to refuse the material at the Contractors expense. The Contractor shall provide the Engineer with the name and address of the grout supplier. The Contractor shall make every effort to utilize an approved supplier in close proximity to the project site. The Engineer may reject any grout supplier whom they feel cannot meet the requirements of the project specifications, at no penalty to the client or Engineer. The Portland cement will conform to all of the requirements of ASTM C150-78 for Portland cement type I. Cement will be stored in weather -tight enclosures, or procured in weather -tight bags to prevent against dampness and contamination. Fine aggregate will be natural siliceous material, consisting of hard, clean, strong, durable, and un- coated particles, conforming to ASTM C 144 -76 for aggregate for masonry mortar. The aggregate will have a fines content of not less than 10 percent and not more than 30 percent passing the No. 200 sieve. The gradation of the mix will be such that sand blocking is eliminated at the grout working pressures specified. Water used in the grout will be free of deleterious and organic material. No admixture will be used without the Engineer's review of the proposed mix, based on previous testing submitted by the Contractor. The Contractor will determine the source, kind and quality of the water, cement and aggregates to be used in the work. The Contractor will perform this well in advance of the time scheduled for starting the work and will submit such information for review by the Engineer before starting grouting operations. GROUT PIPE INSTALLATION At each location the grout pipes will be installed utilizing the primary and secondary theory of grouting, particularly in an extended area. The primary grout pipes in any area shall be grouted prior to injection through the secondary pipes. The secondary pipes shall be used at check locations to verify the successful densification of the soil strata. The drilling equipment will install minimum 2.5 -inch inside diameter flush joint steel casing to minimize flow restrictions and prevent plugging when injecting the low -slump material. The casing should be installed to the depths specified in the site geotechnical report. The intent in the field will be to intercept firm limestone bedrock on soil. However, care should also be taken to identify the soil materials to ensure the grout pipes are not installed to depths significantly below the limestone surface The steel casing will have adequate strength to maintain the hole and to withstand the required jacking and pumping pressures. The casing will be installed using rotary wash drilling such that there is intimate contact with the drilled hole in order to prevent grout leakage and/or premature upward movement of the casing during injection of high- pressure compaction grout. Any subsidence damage caused by this drilling shall be at the Contractor's own risk and expense. Grout casing should not be installed below the depths specified in the report, without prior approval from the project Engineer of record. Specifications for the Utilization of Compaction Grouting to Stabilize Soils and Fill Subterranean Voids Page 2 of 4 GROUT INJECTION PROCEDURES Compaction grout of 3 to 4 inches of slump will be injected into the casing. A higher slump (up to 9 inches) may be used during initial stages of grouting at the soil rock interface or for points shallower than 20 feet, if proposed by the Contractor and accepted by the Engineer. Grouting pressure will be continuously monitored by the Contractor at the hole and the pump with suitably protected and calibrated gauges. Grout will be injected on a continuous basis throughout the depth of the hole with the grout casing being withdrawn in increments of 4 feet or less. Controlled compaction grout pumping rates of 1 to 5 cubic feet per minute will be required. Grout quantities will be monitored and recorded by the Contractor on a continuous basis. The grout pump counter (if used) will be in good working condition. The criteria for raising the grout pipe to the next increment will be when one of the following occurs: 3 to 4 inch slump /compaction grouting: 1. The grout pressure at the gage located at the header exceeds 200 psi over the necessary pressure to initiate grout take. However, progressively lower pressures should be used when grouting at shallower depths to reduce the potential for heaving at the ground surface and to allow for grout stabilization of shallow loose soil zones. 2. When more than 10 cubic yards of grout has been injected per interval. If the grout take exceeds 10 cubic yards, the injection point shall be raised and flushed, and the initial (injected) amount of grout shall be allowed to set. Subsequently, the grout casing shall be re- driven to the target depth and grout injection resumed. If the grout take continues to exceed 10 cubic yards (per interval) the process is to be repeated. The Engineer may at his discretion accept a proposed change in the allowable quantity as deemed necessary. A maximum grout quantity of 50 cubic yards per injection point is recommended. 3. When any surface heave occurs. 7 to 9 inch slump /intrusion grouting: 1. The grout pressure at the gage located at the header exceeds 100 psi over the necessary pressure to initiate grout take. However, progressively lower pressures should be used when grouting at shallower depths to reduce the potential for heaving at the ground surface and to allow for grout stabilization of shallow loose soil zones. 2. When more than 5 cubic yards of grout has been injected per 2 -foot interval. If the grout take exceeds 5 cubic yards, the injection point shall be raised and flushed, and the initial (injected) amount of grout shall be allowed to set. Subsequently, the grout casing shall be re -driven to the target depth and grout injection resumed. If the grout take continues to exceed 5 cubic yards (per 2 -foot interval), the process is to be repeated. The Engineer may at his discretion accept a proposed change in the allowable quantity as deemed necessary. A maximum grout quantity of 10 cubic yards per injection point is recommended. 3. When any surface heave occurs. The Contractor at no charge to the client will replace any holes lost or damaged due to faulty grouting equipment. Specifications for the Utilization of Compaction Grouting to Stabilize Soils and Fill Subterranean Voids Page 3 of 4 TESTING ANTI QUAI:ITY CONTROL A minimum of three samples of the grouting material will be taken by the Engineer for the project. Unconfined compression tests will be performed at 7 and 28 days. Slump tests will be performed by the Engineer in the field on each load of grout delivered to the site. The cost of sampling and testing will be paid by the client. Failure of any samples to meet the minimum performance criteria defined in these specifications will result in the Contractor not being compensated for the material pumped and footage drilled. Additionally, the Contractor shall at their expense be responsible for re- grouting the area as determined necessary by the Engineer prior to certification of completion. All daily drilling, grouting, and testing reports will be submitted to the Engineer within 24 hours. Drilling reports will be required and should contain at a minimum the following information: name of driller, type of drill and method used, date started, date completed, location of hole, type of material encountered, and total depth of the drill hole. Grouting reports will contain at least the following information: name of grouting technician, constituents and proportions of grout, log of quantity injected per lineal foot of hole, date, rate of pumping, and grouting pressure at the hole. A level control system will be installed and operated by the Contractor for use during grouting. The monitoring will be carried out so as to detect any movement within 50 feet of the grouting operations whenever grouting is occurring. PROTECTION AND CLEANUP During work operations the Contractor will take such precautions as may be necessary to prevent drill cuttings, equipment exhaust, oil, wash water, and grout from defacing and/or damaging the landscape. Damages to the subject property, and adjacent properties, from these activities will be repaired at the Contractor's expense. The Contractor will furnish such pumps as may be necessary to care for wastewater and grout from his operations and clean up all waste resulting from his operations. PROPORTIONING The Contractor will submit, for review by the Engineer, grout proportioning and strength data from previous projects. SUBMITTALS The Contractor will provide a list of major components to be used including pumps, hoses, pipe, fittings and drilling equipment, including manufacturers' data as to size, type, pressure rating, capacity and other critical characteristics for each item for the Engineer's review prior to the commencement of work. The Contractor will provide a detailed work schedule outline mobilization, drilling, grouting, testing, and demobilization. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE ENGINEER 72 HOURS PRIOR TO COMMENCEMENT OF THE WORK. Specifications for the Utilization of Compaction Grouting to Stabilize Soils and Fill Subterranean Voids Page 4 of 4 CONCRETE STABILIZATION AND SOIL DENSIFICATION AT DEPTH WITH POLYURETHANE MATERIAL 1.0 Description This work shall consist of soil densification and void filling to improve support of soils under concrete elements or structural foundations by furnishing and injecting an expansive thermoset polyurethane material into the soils or between the concrete /structural element and the underlying soil as directed by the Engineer. 2.0 Scope of Work The chemical grouting Contractor shall provide project control, supervision, labor, materials, and equipment to accomplish the following items: 2.1 Ensure that the Sunshine One -Call utility locating system has been contacted and the site utilities have been identified. 2.2 Probe all injection point areas using a pointed tip probe rod with a maximum diameter of 1/2" (preferably a hand cone penetrometer to measure relative densities) to determine the vertical extent of loose soils relative to the site. 2.3 Install and remove grout injection pipes, as necessary. 2.4 Inject polyurethane material at the required depths and volume under the supervision of the project Engineer or his representative. 2.5 Monitor for movement during the injection process. 2.6 Site clean-up during and after grouting. 3.0 Equipment Requirements 3.1 A mobile pumping unit capable of injecting the high - density polyurethane material into the soils and/or beneath the structure to the depths required. The pumping unit shall be capable of controlling the rate of flow of material as required to densify soils or level foundation elements in a controlled mariner. The unit shall be equipped with a manufacturer's certified flow meter to measure the amount of high - density polyurethane injected at each location. The certified flow meter shall have a digital output in both pounds and gallons. 3.2 Pressure and temperature control devices capable of maintaining proper temperature and proportionate mixing of the polyurethane component materials. 3.3 Pneumatic or electric drills capable of efficiently drilling 5/8" to 3/4" diameter injection holes through the concrete without damaging the structural integrity of the existing concrete element(s) and capable of installing 1/2" injection probes to the required depths without damage. 3.4 Laser levels or dial indicator devices capable of monitoring movement at the surface of the concrete. 3.5 A portable probe rod or hand cone penetrometer approved by the Engineer with relative density dial for on -site soils investigation to assist in location of weak sub -base soils and determination of the injection pattern to densify soils. CONCRETE STABILIZATION AND SOIL DENSIFICATION AT DEPTH WITH POLYURETHANE MAIERI Al. MARCH 2009 PACE: 1 OF 3 3.6 ' All acessary equipment and materials including but not limited to, electric generators, compressors, heaters, hoses, containers, valves and gauges to efficiently conduct and control the work and minimize the impact to the existing structure. 4.0 Chemical Grout Material Requirements 4.1 The material used for soil densification under these concrete shall be a closed cell, hydro - insensitive, high - density polyurethane system. 4.2 The material shall have a minimum free rise density of 3.0 lbs. /cubic ft. with a minimum compressive strength of 38.0 psi. 4.3 The material shall have a maximum free rise density of 3.2 lbs. /cubic ft. 4.4 The material used shall be a high - density polyurethane material, such as URETEK 486 STAR (Manufactured by Bayer) or equivalent, as approved by the Engineer. The material shall be a polyurethane - forming mixture, having a water insoluble diluent, which permits the formation of polyurethanes in excess water. 4.5 The expansion of the injected material shall be completed within 15 seconds of injection and the material shall reach approximately 90% of its compressive strength within 15 minutes. 5.0 Injection Point Installation/Extraction 5.1 Contractor shall lay out the injection point locations for review by the Engineer or his site representative. 5.2 Contractor shall provide a concrete profile from laser level measurements of each area where the concrete structures require attention. Each profile shall be accepted by the Engineer or his representative prior to performing the work at the project location. 5.3 Hand cone penetrometer testing should be conducted in the presence of the Engineer or his representative to confirm existing base soil conditions at representative locations within the treatment area. 5.4 Contractor shall install injection points through a series of 5/8" — 3/4" holes (as required for tube placement) drilled at approximately 4 -6 foot spaced intervals through the concrete above the area requiring soil remediation. 5.5 Tubing shall be used for injection of the polyurethane material into the soil. The tubing should be installed with a pneumatic hammer to ensure intimate contact with the surrounding soils to prevent leakage. 5.6 Tubing should be extracted based on the method determined most suitable for the site by the Engineer and Contractor, based on site conditions. 5.6.1 At uniform short intervals, progressing towards the ground surface, or; 5.6.2 At one or more pre - determined depth intervals 5.6.3 As determined otherwise by the Engineer 5.7 If tubing becomes locked into the grout, it shall be cut off a minimum of six inches below the ground surface. CONCRETE STABILIZATION AND SOIL, DENSIFICATION AT DEPTH WITH POLYURETHANE MATERIAI. MARCH 2009 PAGE 2 OF 3 6.0 Polyf rethant Injection 6.1 Slab leveling - As necessary, polyurethane material shall first be injected through a series of 5/8" — 3/4" drilled holes until all known or encountered voids under the structural element (slab, pool deck, etc.) are filled and the element has been leveled to the extent practical. The rate and amount of material injection shall be determined by the Contractor and Engineer based on site conditions. 6.2 Deep Injection/Soil Densification The polyurethane material shall then be injected through injection tubes inserted into the drilled holes to the proper depth or depths as required. The exact location, spacing, hole size and depth shall be selected by the Contractor and approved by the Engineer on site. The rate and amount of material injected shall be determined by the Contractor and the Engineer to obtain proper densification of the base and sub -base soils. 7.0 Monitoring 7.1 Continuous laser level or dial indicator micrometer readings shall be in place and monitored by the Contractor during injection to determine sufficient material usage and soil densification as indicated by any recordable movement in the ground surface or overlying structural element. 7.2 Contractor shall record the location and the quantity of material injected at each grout point location. 8.0 Basis of Payment The accepted quantities of polyurethane material as displayed by the certified flow meter will be paid for at the contract unit price upon acceptance of the quantity by the Engineer. CONCRETE STABILIZATION AND SOIL. DENSIFICATION AT DEPTH WITH POT YURETH.ANE MATERIAL MARCH 2009 PAGE 3 OF 3