Loading...
HomeMy WebLinkAbout08-7752 CITY OF ZEPHYRHILLS 5335 - 8TH STREET (813)780-0020 BUILDING PERMIT 7752 Permit Number: Permit Type: Class of Work: Proposed Use: Square Feet: Est. Value: Improv. Cost: Date Issued: Total Fees: Amount Paid: Date Paid: Work Desc: 7752 COMMERCIAL ADD/AL T COMMERCIAL SINGLE FAMILY RESIDENTIAL Address: 5012 5TH ST ZEPHYRHILLS, FL. Township: Range: Book: Lot(s): Block: Section: Subdivision: CITY OF ZEPHYRHILLS Parcel Number: 11-26-21-0010-19000-0170 "- Name: ABHILASH, MATHEW Address: 5012 5TH ST ZEPHYRHILLS, FL. 33542 4/16/2008 52.50 52.50 4/16/2008 STABILIZATION OF FOUNDATION Phone: H~J /0~ 1/?P C{f ~~/ MI 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 anyone 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." ~l CONTRACTOR SIGNATURE PERMIT OFFI PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER Sink Hole Repair 1. Building Department will require a signed, sealed acceptance letter from the engineer of record after the final depth of grout injection is determined the letter shall provide final boring depth numbers. 2. Steel reinforcement, if included, shall match details in plans given. City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Site: /(1 ~ ~/;ezeci (\ k , 4-9-o;J - s-~ ~ ~ 0 /~ - r::J' (. X J ~'.i..M- C? -pfiWv' ~omeowner: Date Received: Permit Type: Approved wino comments: D Approved withe below comments: fl Denied withe below comments: D Set vftia4.rJ (~J v kept with the permit and/or plans. 4-(1-{)~ 0tQ~1_)JQ Contractor and/or Homeowner (Required when comments are present) Date NOTICE OF COMMENCEMENT 111111111111 11/11111111111I11111111I111111111I11111111111111 2008056561 Permit No. This Instrument Prepared By: Karla Christmann, NEC KeystOlle, Inc. Tax Folio No. 11-26-21-0010-19000-0170 Address: 3517 East 7th Avenue, Tampa, FL 33605 The UNDESIGNED hereby gives notice that improvements 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 a) Legal DesciptiOll: CITY OF ZEPHYRHILLS PB 1 PG 54 LOTS 1718 & 19 BLOCK 190 OR 7727 PG 534 b) Job Address: 5012 5TH STREEET. ZEHPYRHILLS, FLORIDA 33542-4925 2) General Description of Improvements a) Ground Subsidence Stabilization Rcpt: 1174619 DS: 0.00 04/16/08 Rec: 10.00 IT: 0.00 Dpty Clerk 3) Owner Information a) Name & Address: ABHILASH T. MATHEW OR ALEY AMMA MATHEW b) Name & Address of fee simple titleholder (if other than owner): c) Interest in Property: Property Owner 4) Contractor Information a) Name & Address: Cart C. Kirchendorfer, NEC KeystOlle, Inc. b) Telephone No.: (813) 248-8779 5) Surety Information a) Name & Address: b) Amount of Bond: c) TelephOlle No.: 5012 5TH STREET, ZEPHYRHILLS, FL 33542 3517 E. 7th Ave., Tampa, FL 33605 Fax No. 813-241-8343 Fax No. 6) lender a) Name & Address: b) Telephone No.: Fax No. 7) Identity of person within the State of Florida designated by owner upon whom notices or other documents may be served: a) Name & Address: b) Telephone No.: Fax No. 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 & Address: b) TelephOlle No:: Fax No. 9) Expiration date of Notice of Commencement (The elCpiration dale is one year from date of recording unless otherwise speCified.): WARNING TO OWNER: Any payments made by the owner AFTER the exipratiOll of the Notice of Commencement are cOllsidered 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 jobsite BEFORE the first inspectiOll. If you intend to obtain financing, cOllsult your lender or an attorney before commencing work or recording your Notice of Commencement. 10) X It7n cuI~. Signature of Owner or Owner's Authorized OfficerlDirectorlPartner/Manager State of FIO~ County of as( 0 X f+t- EY/4--rY> m/) .'/. m f)71f~C.~ '" Print Name The foregoing instrument was acknowledged before me on this. I ,,~ day of ~, 20 ~, by j\ \ (~J\ ~M. 6\,:, . ~V\ as f) uJll-e( for A e k '-, j.A(l~p~' . (T~fficor'n.)~r 0~;sonallYKnOWn Notary Signature ~.L.t( . Dproduced Identification . ~J - " 1/ ~ '/" JED PITTMAN, PASCO COUNTY CLERK Print Name cJ .hvl'A' c. f-. ~I(\ 0./00 , 04/16/08 01 :44~ 1 if 1- U AND OR BK 781.;t; PG 8~2 Verification pursuant to SectiOll 92.525, Florida Statutes. Under penalties of pe~ury, 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. , ~ Notary Public State of Florida . 11 ~ _ r-- .1 !~~ Dominick Paul Sinopoli X lL~DlAQ--<..~ 'i"'" J' My Commission DD4&74118 Signature of Natural Person Signing Above in Line #10 on\: Expires 11101/2009 813-780-0020 City of Zephyrhills Permit Application Building Department Fax-813-780-0021 Date Received I I I I LOU II"1JIf(~~9 PARCELlDIIln ''Z..(D'2..I.QOID.lqOOO. c.:d 1'01 (OBTAINED FROM PROPERTY TAX NOTICE) SIGN D MOVE D Owner Phone Number Owner Phone Number I Owner Phone Number I AW i ov~h Owner's Address 1'5~ 2 ~ '5:+, ~ Fee Simple Titleholder Name I f'\ h. Fee Simple Titleholder Address I n \ -A I'so\ 1.. ')0"- c.a Uph ~cP~\'l\i\lS I D NEW CONSTR c:J,. D INSTALL ~ PROPOSED USE D SFR D TYPE OF CONSTRUCTION D BLOCK D DESCRIPTION OF WORK I 'S1 ('\~ole. 'l2ao:3. r I SQ FOOTAGE I Owner's Name JOB ADDRESS SUBDIVISION WORK PROPOSED ADDIAL T REPAIR COMM FRAME D D D DEMOLISH OTHER I STEEL D OTHER I HEIGHT I BUILDING SIZE D BUILDING 1$ D ELECTRICAL 1$ D PLUMBING 1$ D MECHANICAL 1$ D GAS D FINISHED FLOOR ELEVATIONS I ROOFING I I I I D I AMP SERVICE D PROGRESS ENERGY D WRE.C. VALUATION OF TOTAL CONSTRUCTION ;tIo~ VALUATION OF MECHANICAL INSTALLATION SPECIALTY D OTHER FLOOD ZONE AREA DYES DNO Address ~c~ License # Icr~140? BUILDER SIGNATURE ELECTRICIAN SIGNATURE COMPANY REGISTERED L.!..!.!U FEE CURRENT ~ Address License # PLUMBER SIGNATURE COMPANY REGISTERED L.!..!.!U FEE CURRENT ~ License # COMPANY REGISTERED L.!..!.!U FEE CURRENT ~ License # COMPANY REGISTERED L.!..!.!U FEE CURRENT ~ License # Address MECHANICAL SIGNATURE r'" Address OTHER SIGNATURE Address RESIDENTIAL Attach (2) Plot Plans; (2) sets of Building Plans; (1) set of Energy Forms; R-O-W Pennij for new construction, Minimum ten (10) working days after submittal date. Required onsije, Construction Plans, Stormwater Plans wi Sin Fence installed, Sanijary Facilities & 1 dumpster; Sije Work Pennij for subdivisions/large projects Attach (3) complete sets of Building Plans plus a Life Safety Page; (1) set of Energy Fonns. R-O-W Pennij for new construction. Minimum ten (10) working days after submittal date. Required onsije, Construction Plans, Stormwater Plans wi Sin Fence installed, Sanitary Facilijies & 1 dumpster Sije Work Pennij for all new projects. All commercial requirements must meet compliance Attach (2) sets of Engineered Plans. -PROPERTY SURVEY required for all NEW construction. COMMERCIAL SIGN PERMIT Directions: Fill out application completely. Owner & Contractor sign back of application, notarized If over $2500, a Notice of Commencement is required. lAIC upgrades over $50001 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 AlC Fences (PlotlSurveylFootage) 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 CONTRACTORS 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-Homeowners 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'S10WNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work will be done in compliance with aD 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, WaterlWastewater Treatment Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. Army Corps of Engineers-Seawalls, Docks, Navigable WatelWays. 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 offill 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 certffy that fiB will be used only to fiB 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 induded 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 shaD issuance of a permit prevent the Building 0fIiciaI 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 4s 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 Y LENDER OR AN A TT HEY BEfORE RECORDING YOUR NOTI FLORIDA JURAT (FmS 17.03) OWNER OR AGEN . Ql)J..O ~u~.~~. ~0t'l~' m~~~~';t~ Who isIare ~~j;; me or~ produced as idenliflC8lion. ~~(~~~~Nma~pu~ic CommISSIOn No-4 3, S '-\:bUC'U'> ~2t~ ~ Commission No. .It ~ 4:\"1 ~4 4 Nota~ Public Name of Notary typed, printed or stamped Name of HOUACE J. MICHAEL MY COMMISSION # DO 437544 EXPIRES: June 6, 2009 Bonded Thru Notary Public Underwnte.. "''''~~''~'' l:fl:....-~~ ~. .~.. ~'''. ...~f "'~iif.~~~'.. HOLl~CE J. MICHAEL MY COMMISSION # DO 437544 EXPIRES: June 6, 2009 Bonded Thru Notary Public Underwnte.. Sink Hole Repair 1. Building Department will require a signed, sealed acceptance letter from the engineer of record after the final depth of grout injection is determined the letter shall provide final boring depth numbers. 2. Steel reinforcement, if included, shall match details in plans given. 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: ~k&r~ J NAME: Carl V.I. Christmann, P.E. LICENSE No.: 59285 DATE: June 2, 2008 Report Title: Monitoring of Subsurface Compaction and Chemical Grouting Matthew/ Aley Residence, Zephyrhills, Florida BCI Project No. 03-15564.1 1.0 INTRODUCTION BCI Engineers & Scientists, Inc. (BCI) has completed monitoring of the subsurface grouting program for the residence of Varkey Matthew and Amma Aley located at 5012 5th Street in Zephyrhills, Florida. Based on a subsidence investigation ofthe residence completed in November 2007, BCI concluded that the minor cracking and distress at the Matthew/Aleyresidence 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 ROL Insurance Consulting on November 26, 2007. The subject property is located approximately ~ mile south southwest of the intersection of 5th Avenue (County Road 54) and Gall Boulevard (Highway 301), within Section 11, Township 26 South, Range 21 East, in southeastern Pasco County, Florida. A site location map is shown in Figure 1. Matthew/ Aley Residence Summary Report of Monitoring of Subsurface Compaction and Chemical Grouting BCl Project No. 03-15564.1 June 2008 Page 2 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 Matthew/ Aley residence against further sinkhole or karst- related settlement. The grouting program was completed by NEC Keystone, Inc. (NEC) from April 23,2008 through April 30, 2008. Figure 2 is a site plan of the Matthew/Aley 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 - Matthew/Aley Residence 1 51 6.4 2 50 0.7 3 57 1.9 4 63 5.5 5 62 1.3 6 54 0.7 7 66 3.2 8 62 1.3 9 64 1.8 10 59 1.3 11 56 2.2 12 61 0.9 13 55 2.5 14 55 1.0 15 51 1.5 16 52 1.1 Totals 918 33.3 Matthew/ Aley Residence Summary Report of Monitoring of Subsurface Compaction and Chemical Grouting BCI Project No. 03-15564.1 June 2008 Page 3 NEC staked the grout injection point locations as shown on Figure 2 in accordance with BCl's recommendations. Vertical and angled grout points were installed using a 2-~ inch (inside diameter), steel casing. The grout casings were installed to competent hard limestone bedrock at depths ranging from 50 to 66 feet below existing grade. A total of 918 feet of grout casing was installed at 16 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 0.7 to 6.4 cubic yards for a total of33.3 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 ofthe 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 within project specifications, with individual slumps ranging from 3 to S inches. Matthew/ Aley Residence Summary Report of Monitoring of Subsurface Compaction and Chemical Grouting BCI Project No. 03-15564.1 June 2008 Page 4 2.2 Subsurface Chemical Grouting In addition to the subsurface compaction grouting program, shallow polyurethane grouting was utilized to strengthen and densify the loose soils underlying the house foundation. Uretek ICR, LLC, performed the polymer grouting on May 16, 2008. Uretek injected specifically formulated hydrophobic polyurethane expansive foam into small diameter (3/8-inch) copper pipes located at a spacing of approximately 4 to 5 feet and extending approximately 5 feet below the existing ground surface. A total of210.6 pounds of polyurethane grout was injected into 7 holes along the north side ofthe house; 240.0 pounds of polyurethane grout was injected into 8 holes along the east side of the house; 235.2 pounds of polyurethane grout was injected into 8 holes along the south side of the house; and 153.6 pounds of polyurethane grout was injected into 7 holes along the west side ofthe house. A total of839.4 pounds of polyurethane grout was injected into 30 holes around the outside perimeter of the house. 2.3 Conclusions Based on BCl's monitoring of the grouting operations, it is our opinion that the grouting program was completed in general 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 activity as well as the shallow loose soils at the above referenced site had been stabilized. Matthew/ Aley Residence Summary Report of Monitoring of Subsurface Compaction and Chemical Grouting BCI Project No. 03-15564.1 June 2008 Page 5 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. LIST OF FIGURES Figure 1 - Site Location Map Figure 2 - As-Built Compaction Grout Injection Points _ Ullllal~~llU " 1- ~ ~u~B~ JLu OJ U ~J c::Jl o ~JEill~l ,~\ ~ 11': p~ i ~ ~(r Q~ ~:.,. r- ~1_ \~~Q~ ~l'- V': DODD 0 ILro i ~~!m~~~ ~ ~ ~~t ~. ..~ oomlll; ., O[ .... --- [1iJ 0 ~ A'('0 5012 5th St [ .- DO l~ i J 'l .. \0\;:\"-.. - ._..I!!!.R.~.1. 1"< j " w -- _ a~ \2,\\Q~\j ,:~~ III ~ 3 ~ lEI.. ~ _ ~g~Qf{JD[JDD 'h ~ghT-F ~! ~Rb~ 1 'rC..,r;; =ODOOE [ ~ 'l\ll ! : ~! ,J... 1 lJOO(]s-' .---J ) c=:7 ~ L.J L y [Jg \ 0 [J ; ~ CIDJ =:J DO 0- ~JQ" ::o~ u -r-o ~ =-,ITfJl~~~ [lQ = ' [? ~,.- I J ~ =~ [6]= -J[--~D ~ =-1ii =~: - ~..~ = JI~~ i__" ~ . ,.-. ''-:'J ~ ~ ~ ....J '39 Inl ~..~ ~fll 7!J:n~~ Figure 1 - Site Location Map - Matthew/Aley Residence lU ,~,l \ ~ o mi 0.2 0.4 0.6 Copyright <C and (P) 1988--2007 Microsoft Corporation and/or ~s suppliers. All rights reserved. http://wwW.microsofl.comlstreetsl Certain mapping and direction data <C 2007 NAVTEQ. All rights reserved. The Data for areas of Canada indudes information taken with pannission from Canadian authorities, including: C> Her Majesty the Queen in RiQht of Canada, Cl Queen's Printer for Ontario. NAVTEQ and NAVTEQ ON BOARD are trademarks of NAVTEQ. C>2oo7 Tele Mas North America, Inc. All rights reserved. Tele Atlas and Tele AUas North America are trademarks of Tele Mas, Inc. 00 o '-. N '-. "' w ~ o r- g "- I~EoJ 13 DRIVEWAY 12 . .11 GROUND COLLAPSE 10 ~ ~o ~ 0' w ,p 3: (.;;- 0 I. 5 . D- . :r: \~?~,.,r 6 7 8 9 0 " 3: o r' " ro <C ". "' "' "' ,-, " ./ ". "' "' "' ,-, o " ./ o ~ -' "- :::;; o U ./ N <C I " ./ 0.: . 4 5/ w -' c;: U DATE: 5/27/08 ro O~20 , SCALE: FEET EXPLANATION VERTICAL GROUT INJECTION POINT ANGLED GROUT INJECTION POINT CITIZENS PROPERTY INSURANCE FIGURE 2 AS-BUILT GROUT IN.lECTION POINTS MATHEW/ALEY RENTAL PROPERTY ZEPHRYHILLS, FLORIDA PROJECT NO.: SCALE: 03-15564.1 1" = 20' APPENDIX A Grout Test Results ~ > ..., tTl :;l:l > o o tTl q z :> -< o '" ." tTl :;l:l ..., :;l:l c: n ;>:: ;; ..., o ..., > l' -< o '" ...., o '" ..., ?" :;l:l tTl P :c: 5 :c: 5 ~ ..., ~ tTl '" > s: ." l' tTl q ..., :;l:l c: n ;.:: ~ ...., ~ v. ." s: I:Il ~ n :c: tTl q o -.l W .j>. ..., n @ ..., z 9 v, w o w co -.l .j>. -0 ." s: n o z n :;l:l tTl ..., tTl ..., tTl s: ." tTl ~ ..., c: :;l:l ITl co ...., o tTl Cl :;l:l tTl tTl '" ~ I:Il Fii z ..., ..., tTl s: ." tTl :;l:l > ..., c: :;l:l ITl co 0-- o tTl Cl :;l:l tTl tTl '" > o s: >< ..., c: :;l:l tTl ~ ..., tTl s: ." tTl :;l:l > ..., c: :;l:l m Z n c: :;l:l Z Cl I:Il o >< o v.> (J ~ cr ~ N ;.: N ;.: N --J VI --- 0\ --- N o o 00 VI --- 0\ --- N o o 00 --J z ~ ~ ~ o 0 o 0 0\ 0\ ~ ~ _ VI ~ VI 0, 0, --J - \0 ~ ~ ~ o 0 o 0 o o N (J ~ cr ~ (J ~ cr ~ N ;.: N ;.: N N ;.: N ;.: N --J --J VI --- --- N o o 00 VI --- 0\ --- N o o 00 VI --- 0\ --- N o o 00 --J z ~ :c: o 5 -.l o > -< w o > -< >< ...., co o > -< ~ o > -< s: I:Il >< Cl a s. ." o ~: z o ~ ;- "" .:" -.l ~ ::p a ..9. ~. ~ (") t"' ;; z ::l N Q ;::;. ... = '" :;l:l &l 6: g o ... := o t"' 5' '" = ., DO = " ... (") o 1;l ~ S. n o = ~ o 0' :1 n :T A ::p ~ ..9. 8. a 0 00 ...... a ~ ~ ~ i ~ ~ v. ...., 0-- .-0 ~ ...., o o co Z m n ;.:: ... 5 = ... "T1 -l r- ., " ., ~ :-:- ~ ~y;[ "'~~ ~~l" ~w~ ~~~ w "T1-ln ~ ~ rr ;;. w ~ t::3~g , tv r- ~ ~ ~ R;~~ W '" -J tfa c en '" ~. g '" t" m 0- "" ~ o o 0- o ::1. <: " en 5. ~ ; ~ :r: t '< '" -J ::c trl '"I:l o ::c -3 o ""l o ::c o ~ -3 CIl '"I:l trl n ~ trl Z CIl >-3 "'::c ""trl S:z nO 0-3 ::0: SUBSIDENCE INVESTIGATION MATHEW/ALEY RENTAL PROPERTY 5012 5th STREET ZEPHYRHILLS, FLORIDA Prepared for: ROL INSURANCE CONSULTING FOR CITIZENS PROPERTY INSURANCE CORPORATION Tampa, Florida Claim No. 223968 Prepared by: Bel Engineers & Scientists, Inc. 2000 E. Edgewood Drive, Suite 215 Lake1and, Florida 33803 BCI Project No. 03-15564 November 2007 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: /k~ NAME: Carl W. CIWstmann. P.E. LICENSE No.: 59285 DATE: November 26. 2007 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/:~l(ort. ~ / SIGNATURE~ ~ NAME: t~li~ith. P.G.. C.P.G. LICENSE No.: 1368 DATE: November 26. 2007 Report Title: Subsidence Investigation Mathew/Aley Rental Property 5012 5th Street Zephyr hills, Florida 1.0 INTRODUCTION This summary geotechnical report presents the results of a Subsidence Investigation of the Varkey Mathew & Amma Aley Rental Property located at 5012 5th Street in Zephyrhills, Florida. As related to BCI Engineers & Scientists, Inc. (BCI), the property owners have reported the recent formation of a ground collapse at the property. Due to some concern that the collapse may be related to possible sinkhole activity, BCI was retained to conduct an evaluation of the property to determine the probable cause of the damage. As authorized by Ms. Rebecca Leisure of ROL Insurance Consulting, the following tasks were completed under the investigation: . A site inspection and damage assessment of the property; . A ground penetrating radar (GPR) survey of the site; . Completion of four hand auger borings, a series of hand cone penetrometer probings, and two shallow test pit excavations; . A floor elevation survey of the interior of the structure; . 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 ongoing sinkhole activity at the property. 2.0 BCI FIELD INVESTIGATION 2.1 Site Description The Mathew/Aley Rental Property is a single-story, slab-on-grade, masonry block structure, situated on the eastern side of 5th Street in Zephyrhills, Florida. The subject property is located less than Y2-mile south southwest of the intersection of 5th Avenue (County Road 54) and Gall Boulevard (Highway 301), within Section 11, Township 26 South, Range 21 East, in southeastern Pasco County, Florida. A site location map is shown in Figure 1. According to information obtained from the Pasco County Property Appraiser, the house was originally constructed in 1962 and was purchased by the Mr. Mathew and Ms. Aley in 2005. The house faces southwest; however, for the purpose of this report the front of the house will be referred to as the west side. The house includes a single-car garage at the northwest comer, a bathroom addition on the east side and a detached wood storage shed at the northeast comer of the property. A site plan of the Mathew/Aley Rental Property is provided in Figure 2. The subject property is generally flat and level, and lies at an elevation of approximately 85 feet above mean sea level (Zephyrhills, Florida Quadrangle, USGS, 1987). The potentiometric surface of the Upper Floridan aquifer in the area is approximately 80 feet above mean sea level (Southwest Florida Water Management District, September 2007). Subsidence Investigation Mathew/ Aley Rental Property Claim No. 223968 BCI Project No. 03-15564 November 2007 Page 2 2.2 Site Inspection and Damage Assessment A site inspection and damage assessment of the Mathew/ Aley Rental Property was conducted by BCI on September 20, 2007. 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 Mr. Frymyer, the current tenant, regarding the history, type and extent of damage was also conducted during the site inspection. Selected photographs of the property are provided in Appendix A. In the interview, Mr. Frymyer reported that a ground collapse developed below the front porch slab approximately 2 weeks prior to our inspection. He further reported that the floor in the garage slopes to the northwest and water seeped into the garage along the base of the north wall. According to Mr. Frymyer, 5 days prior to our inspection, he patched (with concrete) a separation between the north wall and the floor slab to prevent further water intrusion in the area. During our inspection of the property, we observed a ground collapse feature below the front porch slab as well as widespread minor cracks in the exterior and interior walls and ceiling. In the garage, we observed a northwesterly slope to the floor slab and a patched area along the base of the north wall. We also noticed that the roof drip edges were not equipped with rain gutters. A summary of the damage assessment is provided below. Exterior West (front) wall (photo 1) . Paint-filled stair-step crack at lower left comer of central window and lower left comer of south window . A one foot diameter hole/collapse was observed along and below the western edge of the front porch slab (Photo 2). Below the slab, the collapse feature increased in size to approximately 4 by 5 feet wide, by 3 feet deep. The sides of the collapse were close to vertical (photo 3) South wall . Paint-filled stair-step cracks at lower left comers of west window (Photo 4) and central window . Paint-filled stair-step crack at lower left comer of east window East wall . Minor stair-step cracks at lower right comer of central window and at northeast comer of house North wall . Paint-filled stair-step crack below east window Interior Northeast bedroom . Minor vertical crack above south door to utility room Hallway . Minor crack in ceiling extending north to south . Minor vertical crack at upper right comer of kitchen entry (Photo 5) South bedroom . Patched and re-formed vertical crack at upper left comer of door . Vertical crack in tile grout line at southwest comer of tub enclosure Southeast bedroom . Minor vertical crack approximately l/16-inch wide along right edge of closet door Subsidence Investigation Mathewl Aley Rental Property Claim No. 223968 BCI Project No. 03-15564 November 2007 Page 3 Garage . Paint-filled stair-step crack at lower comer of north window (photo 6) Timing of Damage According to Mr. Frymyer, the interior and exterior walls of the house had not been painted since he moved into the house in July 2007. During our inspection of the property, we observed several patched or paint- filled cracks in the interior and exterior walls. Based on this data and our site observations, a portion of the cracking distress developed prior to the most recent painting event. However, we could not determine the precise timing of the cracking relative to the inception data of the insurance policy (September 6, 2006). 2.3 Ground Penetrating Radar Survey A ground penetrating radar (GPR) survey of the Mathew/Aley rental property was completed in conjunction with the site inspection and damage assessment. The purpose of the GPR survey was to evaluate the lateral continuity of the soil layers across the site. Anomalous variations in the subsurface, if present, may be related to hidden geologic features of interest in our investigation. The GPR survey was completed by BCI and consisted of a grid of 28 transects scanned over exterior 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 14 to 16 feet below grade for the transects completed utilizing the 500 MHz antenna, and from 20 to 23 feet below grade for the transects completed using the 250 MHz antenna. On most of the profiles, a series of weak to moderate intensity, continuous, subparallel, horizontal and sinuous reflection events was identified at estimated depths of 7 to 11 feet below the land surface. The reflective horizon may represent the upper surface a subsurface clayey soil unit (clayey sand to sandy clay). One possible subsurface anomaly was identified in the GPR survey (Feature 1), at the location shown on Figure 3. The anomaly is located in the west yard, and is adjacent to the ground collapse feature below the front porch of the house. The anomaly is characterized by a zone of shallow disorganized reflective patterns and associated deeper signal penetration, and is interpreted to represent a shallow zone of disturbed soils and discontinuity within the underlying subsurface soil layers. 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 and damage assessment, at the locations shown on Figure 2. Boring HA-1 was located along the south edge of the entry slab, adjacent to the ground collapse feature, and was advanced to a depth of 7 feet below grade. Boring HA-2 was located along the south wall of the house and was advanced to a depth of 7 feet below grade. Boring HA-3 was located along the east wall of the house and was advanced to a depth of 7 feet below grade. Boring HA-4 was located along the north wall of the house and was 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 the termination depth of the borings. The water table was not encountered in the hand auger borings. Soil boring logs are included in Appendix C. Two shallow test pit excavations, TP-1 to TP-2, were completed, in order to examine the type and condition of the house and bathroom addition foundations. The test pit locations are shown on Figure 2. Test pit TP-1 was located at the southeast comer of the addition and was excavated to depth of 7 inches below grade. Test pit TP-2 was located along the east wall of the house, near the northeast comer and was excavated to a depth of 19 inches below grade. Based on measurements and observations made in the test pits, the house foundation consists of a stem wall supported on a continuous strip footing founded at a depth of 16 inches below existing grade. The Subsidence Investigation Mathewl Aley Rental Property Claim No. 223968 BCl Project No. 03-15564 November 2007 Page 4 addition foundation is a thickened-edge slab and is founded approximately 4 inches below existing grade. Hand cone penetrometer probings completed in the test pits indicate the house and addition foundations are embedded in very loose soils (Table 1). 2.5 Hand Cone Penetrometer Probings A series of hand cone penetrometer probings was completed around the perimeter of the house, at the locations shown on Figure 2. The probings were completed by pushing a steel rod with a cone-shaped tip vertically into the ground, and measuring the resistance of the soils to penetration to determine the relative density and consistency of the shallow soils. In general, very loose to loose soils were encountered around the perimeter of the house to depths ranging from 64 to greater than 96 inches below grade. The hand cone penetrometer data are summarized below in Table 1. Table 1 Hand Cone Penetrometer Data Mathew/ Aley Rental Property Probe Location General Description ID PI Boring HA-1 o to 10 inches-very loose; 10 to 86 inches-loose; 86 to 95 inches-medium dense; refusal P2 Boring HA-2 o to 14 inches-very loose; 14 to 96 inches-loose P3 Boring HA-3 o to 10 inches-very loose; 10 to 84 inches-loose; 84 to 95 inches-medium dense; refusal P4 Boring HA-4 o to 48 inches-very loose; 48 to 87 inches-loose; 87 to 90 inches-medium dense; refusal P5 Test pit TP-l o to 7 inches-excavated; 7 to 10 inches-very loose; 10 to 83 inches-loose; 83 to 85 inches-medium dense; refusal P6 Test pit TP-2 o to 19 inches-very loose; 19 to 36 inches-very loose; 36 to 64 inches- loose; 64 to 68 inches-medium dense P7 NW corner of o to 8 inches-very loose; 8 to 78 inches-loose; 78 to 96 inches-medium garage dense P8 West wall o to 48 inches-very loose; 48 to 86 inches-loose; 86 to 95 inches-medium dense P9 Ground collapse o to ~ 36 inches-ground collapse; 36 to 96 inches-very loose P10 South wall near o to 14 inches-very loose; 14 to 96 inches-loose southwest corner Pl1 South wall near o to 10 inches-very loose; 10 to 92 inches-loose; 92 to 95 inches-medium southeast corner dense; refusal P12 North addition wall o to 9 inches-very loose; 9 to 96 inches-loose P13 NE corner o to 48 inches-very loose; 48 to 78 inches-loose; 78 to 85 inches-medium dense; refusal P14 North wall o to 9 inches-very loose; 9 to 96 inches-loose; 96 to 98 inches-medium dense; refusal Notes: Depths in inches below ground surface Probing locations shown on Figure 2 Subsidence Investigation Mathewl Aley Rental Property Claim No. 223968 BCI Project No. 03-15564 November 2007 Page 5 2.6 Floor Elevation Snrvey A floor elevation survey of the house interior was conducted in conjunction with the site inspection and damage assessment. The survey was completed using a digital water level 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, three discrete floor slabs were identified, including the main interior portion of the house, the bathroom addition, and the garage. Data collected over the house interior indicate an overall elevation differential of 0.8 inch across the length and width of the floor slab. Allowable building standards and tolerances for interior floor slabs typically allow for maximum variation of'l'2-inch over a length of 10 feet. Most of the elevation data were within accepted construction tolerances. However, local elevation differentials up to 0.6 inch over 6 feet show slightly anomalous slopes in the floor in the kitchen, southeast bedroom and the utility room. The observed cracking distress in these areas was very minor, indicating the elevation anomalies are largely related to minor finishing and leveling defects associated with the original construction of the floor slab. However, the widespread cracking distress in the exterior walls may be indicative of some localized minor differential settlement along the outer edge of the floor slab. In the bathroom addition, the elevation date were within accepted construction tolerances. In the garage, an overall elevation differential of 1.9 inches was measured across the floor slab. Garage slabs are typically constructed with an outward slope to provide for drainage of stormwater. The pattern of elevation contours shows a northwesterly slope for the floor slab. When considered in conjunction with the reported water intrusion and patched cracks along the north wall, the sloping floor appears to be related, in-part, to some minor differential settlement of the floor slab. 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 Mathew/Aley rental property was identified as the Tavares-Urban land complex (map symbol 15). The SCS describes the Tavares soils as nearly level to gently sloping, moderately well drained soils consisting of sand to a depth of 80 inches or more. Typically, the surface layer is very dark gray sand approximately 3 inches thick. Below the surface layer, the sand is yellowish brown and light yellowish brown to a depth of 56 inches, very pale brown between depths of 56 and 76 inches, and white between 76 and 80 inches. In some places the soil has been radically altered. Some of the low areas have been filled or leveled during construction, and other areas have been cut, built up, or smoothed. Most areas of this map unit are artificially drained by sewer systems, surface ditches and canals. Tavares soils that are not drained have a water table at a depth of 40 to 60 inches for 6 to 10 months in most years. The USDA Soil 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 property, 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. Subsidence Investigation Mathewl Aley Rental Property Claim No. 223968 BCI Project No. 03-15564 November 2007 Page 6 2.8 Standard Penetration Test Borings Three standard penetration test (SPT) borings, SPT-I to SPT-3, were completed at the Mathew/Aley Rental Property on October 17,2007, at the locations shown on Figure 2. Boring SPT-I was located along the west side of the house, within GPR anomaly Feature I and adjacent to the ground collapse feature. The boring was completed to a depth of 65 feet below grade. Boring SPT-2 was located near the northwest comer of the garage and was completed to a depth of 60 feet below grade. Boring SPT-3 was located along the south wall of the house and was completed to a depth of 75 feet below grade. Drilling services were provided by Independent Drilling, Inc., utilizing a track-mounted, limited access drill rig and mud rotary drilling method. Soil samples were collected from each borehole in general accordance with ASTM Standard DI586 using a lA-inch LD. 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 BCl's office for further classification and laboratory testing. Upon completion, each borehole was plugged with cement grout. Boring logs are included in Appendix C. 3.0 SUBSURFACE CONDITIONS 3.1 Geological Conditions The subsurface geology at the Mathew/ Aley property is illustrated in the soil boring profiles shown in Figure 5. The profiles were developed using subsurface data from the SPT borings. Based on these data, five subsurface units, or strata, were identified at the site. These units are described below. Stratum I Stratum 2 Stratum 3 Stratum 4 Stratum 5 SAND, yellowish brown, grayish orange and yellowish gray, fine-grained quartz, local consolidated nodules USCS Classification = SP SAND and Variably CLAYEY SAND, yellowish brown, pale orange, yellowish gray, white and yellowish orange, fine-grained quartz with local clay USCS Classification = SP, SP-SC, SC CLAYEY SAND and SANDY CLAY, white, yellowish gray, yellowish orange, yellowish brown, olive gray and greenish gray, mottled, variably sandy and clayey, local sand lenses USCS Classification = SC, CH SANDY CLAY and CLAYEY SAND, greenish gray, yellowish orange, yellowish gray, yellowish brown, white, mottled, variably sandy and clayey, local interbedded sand, limestone fragments and sand lenses USCS Classification = SC, CH with SP LIMESTONE, white, pale orange, gray, yellowish gray, yellowish orange, greenish gray and bluish gray, local lenses oflime silt, minor clay in fractures, locally cherty, variably indurated The surficial soil unit at the site (Stratum I) consists of a variably thick layer of fme-grained quartz sand extending from the ground surface to depths of 12 feet below grade in borings SPT-I and SPT-2 and 8 feet below grade in boring SPT-3. Recorded SPT blow counts in Stratum I ranged from 2 to 6 blows per foot, indicating a very loose to loose relative density for the soil unit. Subsidence Investigation Mathew/Aley Rental Property Claim No. 223968 BCI Project No. 03-15564 November 2007 Page 7 Stratum 2 is comprised of fine-grained quartz sand and variably clayey sand and was encountered below the surficial sands from 12 to 32 feet below grade in boring SPT-l and interbedded within Stratum 3 from 12 to 22 feet below grade in boring SPT-3. Stratum 2 was not encountered in boring SPT-2. Recorded SPT blow counts in Stratum 2 ranged from 12 to 29 blows per foot, indicating a medium dense relative density for the soil unit. Stratum 3 consists of a sequence of variably clayey soils ranging from clayey sand to sandy clay with local minor interbedded sand. The soil unit was encountered from 12 to 32 feet below grade in boring SPT-2 and 8 to 12 feet, 22 to 27 feet, and 32 to 37 feet below grade in boring SPT-3. Stratum 3 was not encountered in boring SPT-1. Recorded SPT blow counts in Stratum 3 ranged from 4 to 23 blows per foot, indicating a firm to very stiff consistency for the soil unit. Stratum 4 was encountered as an in-filling soil unit within the limestone formation and consists of sandy clay with minor clayey sand and local interbedded sand and limestone fragments. The soil unit was encountered from 37 to 52 feet below grade in boring SPT-2 and from 57 to 67 feet below grade in boring SPT-3. Stratum 4 was not encountered in boring SPT -1. Recorded SPT blow counts in Stratum 4 ranged from 8 to 13 blows per foot, indicating a stiff consistency for the soil unit. Limestone (Stratum 5) was encountered at variable depths in the borings, as isolated lenses of consolidated lime silt and quartz sand within Stratum 3, and as a bedrock unit in the middle portions of the borings. The stratum was encountered at depths of 32 feet to the termination depth of 65 feet below grade in boring SPT-l, 18Y2 to 20 feet, 32 to 37 feet, and 52 feet to the termination depth of 60 feet below grade in boring SPT-2, and 27 to 32 feet, 37 to 57 feet, and 72 to the termination depth of 75 feet below grade in boring SPT-3. The limestone was variably indurated, with recorded SPT blow counts ranging from weight-of-rod strength material to greater than 50 blows per foot. An interval of very soft weathered limestone (weight-of-rod to 1 blow per foot) was encountered from 38Y2 to 47 feet below grade in boring SPT-3. During drilling, a loss of drilling fluid circulation was recorded at a depth of 3 7 feet below grade in boring SPT-3. The circulation loss occurred at the soil/limestone contact, just above the zone of very soft limestone. Subsidence Investigation Mathewl Aley Rental Property Claim No. 223968 BCI Project No. 03-15564 November 2007 Page 8 3.2 Laboratory Testing Laboratory tests for natural moisture content (ASTM Standard 02216) and percent passing a No. 200 sieve (ASTM Standard 01140) were completed on selected samples from the SPT borings. In general, the test results were in good agreement with the field classifications, with the exception that some of the samples were reclassified due to minor differences in fines content. The test data are summarized below in Table 2. Laboratory test reports are included in Appendix C. Table 2 Laboratory Test Results Mathew/Aley Rental Property Sample Stratum % Moisture % -200 Content Sieve SPT-l, 13Y2 to 15 ft. 2 19.2 13.9 SPT-l, 33Y2 to 35 ft. 5 26.2 16.3 SPT-2, 13Y2 to 15 ft. 3 26.2 55.4 SPT-2, 28Y2 to 30 ft. 3 34.1 32.8 SPT-3, 8 to 10 ft. 3 11.8 13.8 SPT-3, 18Y2 to 20 ft. 2 16.3 8.6 Notes: Sample depths shown in feet below grade Borehole locations shown on Figure 2 Subsidence Investigation Mathew/Aley Rental Property Claim No. 223968 BCI Project No. 03-15564 November 2007 Page 9 4.0 CONCLUSIONS It is BCl's professional opinion that the distress to the Mathew/Aley rental property can be attributed to a combination of factors, including possible sinkhole activity. Based on the results of our investigation, the minor cracking distress to the house is due to minor differential settlement of the foundation, which can be attributed, in part, to the to the long-term densification of the very loose to loose sandy soils that locally underlie the structure. However, the occurrence and morphology of the ground collapse feature below the front porch exhibited the typical characteristics of a cover-collapse sinkhole. When this condition is considered with the localized zone of very soft and unstable limestone encountered in boring SPT-3, it appears that sinkhole activity may be affecting the house to some extent. The analysis described in this report is of sufficient scope to identify sinkhole activity, as defmed by S627. 706-707 Florida Statutes, as a possible contributing cause of the damage with a reasonable, professional probability. Primary factors in our conclusions include the following: . Based on our test pit excavations, the house foundation is embedded at a depth of 16 inches below grade. The addition foundation is embedded at a depth of approximately 4 inches below grade. The hand cone penetrometer probings indicate the surficial sandy soils around the perimeter of the house are very loose to loose to depths ranging from 64 to greater than 96 inches below grade. In the SPT borings, very loose to loose sands were encountered to depths up to 10 feet below grade. These data indicate the house and addition foundations are locally bearing on very loose to loose sandy soils, which are susceptible to the effects of long-term densification. Given these soil conditions, some minor differential settlement of the foundation and slab structures and associated minor cracking would be expected to occur. In addition, a lack of rain gutters along the roof drip edges can result in excessive amounts of moisture being introduced into the near surface sandy soils. This would act to increase the densification effects. . The occurrence and morphology of the collapse feature under the front porch was typical of a recently formed cover-collapse sinkhole. The feature widened with depth, was steeped sided and lacked any association with buried debris that would suggest a shallow origin for the collapse. 8 Evidence of unstable limestone was encountered in boring SPT-3, located on the south side of the house. In the boring, a significant interval of very soft limestone (weight-of-hammer) was encountered from 38Y2 to 47 feet below grade. In addition, a loss of drilling fluid circulation was associated with the very soft rock zone. When these subsurface conditions are considered in conjunction with the cracking distress to the house and the nearby ground collapse, it appears that minor ground settlement associated with soil raveling and a developing sinkhole condition may be impacting the structure to some extent. Overall, the current level of cracking distress to the house is minor. However, remedial measures to stabilize the house against further sinkhole-related settlement should be implemented. The ground collapse feature should be filled with flowable fill (sand-cement mixture) to stabilize and prevent further enlargement of the collapse. In addition, a program of compaction grouting is recommended to address the deeper subsurface zones of very soft and apparently raveled soils. Since the grouting will likely not be fully effective in stabilizing the shallow very loose sands directly below the foundation, a program of shallow chemical grouting is also recommended. While marginally anomalous elevation differentials were found in the floor elevation survey, the minor cracking distress to the structure indicates the elevation anomalies largely are not related to significant movement of the foundation or floor slab. Given these conditions, foundation underpinning to re-level the structure is not necessary. We also recommend that rain gutters with downspout extensions that discharge stormwater a minimum of 4 feet from the foundation be installed on all roof drip edges. A remediation plan is included with this report. Subsidence Investigation Mathew/ Aley Rental Property Claim No. 223968 BCI Project No. 03-15564 November 2007 Page 10 5.0 REMEDIAL MEASURES 5.1 Compaction Grouting A program of subsurface compaction grouting is recommended to stabilize the Mathew/ Aley Rental Property against further sinkhole or karst-related settlement. The intent of the grouting is to stabilize the raveled and loose 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. In conjunction with the grouting, the collapse feature under the front porch should be filled with flowable fill (sand-cement mixture). Sixteen (16) vertical and angled grout injection points are recommended at the locations shown in Figure 6. The grout casings should be installed into firm limestone bedrock, which is estimated to occur at depths ranging from 50 to 75 feet below grade, based on the three SPT borings completed at the site. Due to the variable limestone bedrock, in-filled soil zones, and local zones of soft rock, 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 of 10 feet into the limestone formation. The angled drill points should be able to reach the projection of the foundation line at a depth of 25 to 30 feet. 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 and smaller diameter grout pipe are recommended at shallow depths above 10 feet. 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, etc.). A copy of our recommended specifications for the compaction grouting program and a contractor bidding form are included as 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 2-foot injection interval, injected grout quantities are limited to a maximum of 10 cubic yards (excluding obvious soil cavities). The recommended grouting pumping rate is I to 5 cubic feet per minute. . Reduction of grouting pressures at shallower depths is recommended in order to stabilize any shallow loose soil zones. Use of smaller diameter grouting pipe (0.75-inch minimum diameter) may help to control grout injection pressures and flow . Monitoring to avoid uplift ofthe house and adjacent structures during grouting. Subsidence Investigation Mathew/Aley Rental Property Claim No. 223968 BCI Project No. 03-15564 November 2007 Page 11 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 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-Ievel slabs and foundation elements. The chemical grouting should be done after the compaction grouting is completed. BCI can provide detailed design recommendations and a list of qualified foundation repair contractors to do the chemical grouting, if requested. In order to allow time for re-distribution and equilibration of stresses induced by the grouting programs, we recommend that fmal cosmetic repairs of cracking and other damage to the house not be undertaken for a period of four months following grouting. 5.3 Project Costs A cost estimate for the proposed grouting program is presented below in Table 3. As shown, project costs are estimated at $65,956. 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 3 Estimated Project Costs Subsurface Compaction and Chemical Grouting Mathew/Aley Rental Property Subsurface Comnaction-Chemical Groutin!! Ouantitv Units Unit Cost a. Contractor Mobilization I each $2,000 b. Installation of grout casings 960 feet $16 c. Compaction grout material and flowable fill 200 cubic yds. $160 (estimated) d. Chemical Grouting (includes 500 lbs. of material) 1 day $7,000 e. Additional chemical grout material 400 lbs $13 Subtotal = Engineering Supervision Inspection & oversight - estimated 12 to 14 days to complete grouting estimated $65,956 TOTAL ESTIMATED PROJECT COSTS = Cost $2,000 $15,360 $32,000 $7,000 $5,200 $61,560 Cost $4,396 In order to ensure compliance with the fmding 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. Subsidence Investigation Mathew/Aley Rental Property Claim No. 223968 BCI Project No. 03-15564 November 2007 Page 12 6.0 LIMIT A TIONS 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 fmdings 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 Citizens Property Insurance Corporation and ROL Insurance Consulting. Any other use of this report or parts of this report shall be authorized in writing by BCI Engineers & Scientists, Inc. FIGURES " o '-. to '" '-. w t;;; Cl f- a -' CL '-' ~ Cl W f- Vi I 'OJ- to III III '" '-' /' 'OJ- to III III ;;; o '-' /' ':lI :r: '-' /' a: SPT -1 -0 HA-2 e TP-1 ~ P2 w -' G: <:3 co DATE: ,. /.,..~\ () (f7 l rc.. SPT-2~~ ; DRIVEWAY P8 e. P9, ~H< 0::: W 3: o CL :r: o HA-;. VP1 SPT-1 \/' l - . ,J ''i:~Jt,d'' EXPLANATION Standard Penetration Test boring location Hand Auger boring loca~on Test Pit location ~ Hand Cone Penetrometer location ~ 2000 E. Edgewood Dr., Ste #215 Lakeland, FL 33803 863.667.2345 - www.bcleng.com EB-0007867 REVISED: 11/26/07 10/22/07 .- !)P14 GROUND COLLAPSE 'jccr-- ~,. . '\ ~. < bHA-4 \ _ _'~!P1~ '~~13'~ ~; 0 -0 eHA-2 SPT -3 P2 DRAWN BY: BJ N .1 P6 P-2 HA-3. P~ I I P12 ! o. I O~ .p<:;)~~ ~-1 ~P5 (~' P11 SHED o 20 , SCALE: FEET CITIZENS PROPERTY INSURANCE FIGURE 2 SITE MAP MATHEW / ALEY RENTAL PROPERTY ZEPHRYHlLLS, FLORIDA SCALE: 1"=20' PROJECT NO.: 315564 " o " to N " w '< Cl f- g "- 13 T2 T1 I ------- T181 T19 T23 T21 SHED T20 ---- --X------T17 _.u. _ I I 'I _~u__ __ I i ~. ~~ I ~ 1 ..p i ---- --- T16 GROUND COLLAPSE ----un 5 , ~ , ". " ~--------~~ , T13 n2 ~ -x---- t- ., '-, _u._.__ EXPLANATION (:> ;;: ~ Cl w GPR ANOMALY f- (Ii I 'OJ- ./ POSSIBLE LOCATION OF to -- '" UNDERGROUND UTILITY '" '" (:> X SHALLOW PARABOLIC REFLECTORS /' 'OJ- to '" '" '" ~ 0 (:> /' ~ (:> /' 0: 2000 E. E~ewood Dr., Sle #215 Lake 00, FL 33803 W 863.667.2345 - www.bcieng.com -' EB-0007867 G: (3 DATE: 10/22/07 REVISED: 11/26/07 DRAWN BY: BJ N lI:l o 20 , , SCALE: FEET CITIZENS PROPERTY INSURANCE FIGURE 3 GPR TRANSECT LOCATIONS MATHEW/ALEY RENTAL PROPERTY ZEPHRYHILLS, FLORIDA SCALE: 1" = 20' PROJECT NO.: 315564 ,... o ........ <0 N ........ w I;;: Cl b -' Cl. t:l :;: Cl W f- Vi I .q. <0 Ii) Ii) ..., t:l -:; <0 Ii) Ii) ;;; o t:l ./ ~ I t:l ./ a: -0.1 w -' G: u DATE: CD -4.5 -4.0 -3.5 -3.40 -3.1 GARAGE !:. -3.0 -2.6 -2.6 '!' ,~\ 0,0 ~'.o -0.1 0.0 ~~:. 0.2 0' -0.1 -:-0.3 ;.~ -0,2 .. EXPLANATION '!" Elevation Data Point Location Contour Interval 0.5 Inches Arbitrary Elevation Datum At Base Station *Relative Elevations Shown In Inches .!!~. 0.0 *Survey Completed 9/20/07 ~ 2000 E. Edgewood Dr., Ste#215 Lakeland, FL 33803 863.667.2345 - www.bcleng.com E1HlOO7867 10/22/07 REVISED: 11/26/07 DRAWN BY: BJN '~0.6 2,~,. 0.3 \~: "!~ i 1-0,3- .. -0.'3 ! UTI L1TY ,i' -0.6 !' 0.5 -0.3 ~~.2 .. -0.2 0.0 ~ BEDROOM -0.3 ~' .. -0.4 -o.~~ -0;3! ,~1 -IO.j i ~0.4 i-O.ll -0.31 - o!' i . I BATH j -0.5 -0,.. 0.3-0\ -0.4 SE!:. ..!: -0.4 .~ EDROOM -0,3 .j! -0.5 SE. FlATH o 10 , SCALE: FEET CITIZENS PROPERTY INSURANCE FIGURE 4 FLOOR ELEVATION SURVEY MATHEW/ALEY RENTAL PROPERTY ZEPHRYHILLS, FLORIDA PROJECT NO.: SCALE: 1" = 10' 315564 ~ 2000 E. Edgewood Dr., Ste #215 Lakeland, FL 33803 863.667.2345 - www.bcieng.com E~7867 10/22/07 REVISED: 11/26/07 DRAWN BY: MAJ " o "- ({) N "- o 10 20 30 E w lL. '-' :r: 40 f- (L W o 50 60 70 80 r::::Tl(D ~ f22j0 " ~ Cl W f- Vi I -.j- (() It) It) '0 " ./ -.j- (() It) It) '" o " ./ ':;! :c " ./ 0.: W -' G: U CD II@ w -' G: U CD DATE: SPT -1 SPT -2 ...,...... 2 4 6 -.~. ",' .:... ~ I, 5 4 6 CD .,; '..t'l :.,....'. 12 >50 23 16 23 15 9 o 29 6 19 3 23 12 13 8 @ 20 12 14 >50 >50 >50 EXPLANATION SAND; yellowish brown, grayish orange and yellowish gray, fine-grained quartz, local consolidated nodules (USCS = SP) SAND and Variably CLAYEY SAND; yellowish brown, pale orange, yellowish gray, white and yellowish orange, fine-grained quartz, with local clay (USCS = SP, SP-SC, SC) CLAYEY SAND and SANDY CLAY; white, yellowish gray, yellowish orange, yellowish brown, olive gray and greenish gray, mottled, variably sandy and clayey, local sand lenses (USCS = SC, CH) .-t.."" .:-:'\. "'.l.~ ,~: ..... CD @ @ @ @ CD @ 110 II@ SP 78 HA ~ .. 1 00% C SPT -3 o 4 4 4 ... CD 20 @ 70 @ 10 o 26 20 10 @ @ @ 100% C E w lL. '-' 40 :r: f- (L W o 10 30 10 WOR,WOH 7.5' @ 4 50 9 13 CD 60 8 23 >50 80 SANDY CLAY AND CLAYEY SAND; greenish gray, yellowish orange, yellowish gray, yellowish brown, white, mottled, variably sandy and clayey, local interbedded sand, local limestone fragments, and sand lenses (USCS = SC, CH with SP) LIMESTONE; white, pale orange, gray, yellowish orange, greenish gray and bluish gray, local lenses of lime silt, minor clay in fractures, locally cherty, variably indurated UNIFIED SOIL CLASSIFICATION SYSTEM classification SPT blow count Hand Augered Depth of water table Loss of Circulation CITIZENS PROPERTY INSURANCE FIGURE 5 SOIL BORING PROFILES MATHEW / ALEY RENTAL PROPERTY ZEPHRYHlLLS. FLORIDA SCALE: 1" = 15' PROJECT NO.: 315564 "- o "- to N "- w !;;: o 6 -' 0.. C) ;: o W I- Ui I .... to "' "' '" C) ~ to "' It) '" o C) ./ ~ I C) ./ a: 0 >~.^~\ ,13 \1. ; ~~c I DRIVEWAY i I: I 121' 1 ~.I I . 11 i GROUND 'I I COLLAPSE l' 1011 i , :-" -~~; -,) O~1 \- 0:: ~'>. "(-":)'J'/I'<~ W f5 3: ,/""- 0 ~~t) D- . . :r: 6 7 8 9 0 EXPLANATION . 4 5/ VERTICAL GROUT INJECTION POINT ANGLED GROUT INJECTION POINT H SHED ( It. , IV I ~, I '<;;;'',\ o 20 , , SCALE: FEET w -' G: <3 DATE: CD ~ 2000 E. Edgewood Dr., Ste #215 Lakeland, FL 33803 863.667.2345 - www.bcIeng.com EB-0007867 10/22/07 REVISED: 11/26/07 DRAWN BY: BJN CITIZENS PROPERTY INSURANCE FIGURE 6 RECOMMENDED GROUT INJECTION POINTS MATHEW/ALEY RENTAL PROPERTY ZEPHRYHlLLS, FLORIDA PROJECT NO.: 315564 SCALE: 1" = 20' APPENDIX A Site Photographs Photo #1: Front (west) view of Mathew/A1ey rental property Photo #2: Exposed portion of ground collapse feature below front porch Bel Project No. 03-15564 Site Photographs Mathew/Ale Rental Pro e Photo #3: Beneath porch slab, showing vertical sides of collapse Photo #4: Paint-filled stair-step crack in south wall at lower left comer of western window Bel Project No. 03-15564 Site Photographs Mathew/Ale Rental Pro e Photo #5: Vertical crack at upper right corner of kitchen entry Photo #6: Paint-f"dled stair-step crack in north interior wall of garage below window BCI Project No. 03-15564 Site Photographs Mathew/Ale Rental Pro e APPENDIX B Ground Penetrating Radar Survey Report ~]lCI engineers & scientists GROUND PENETRATING RADAR REPORT Client & Project Information: BCI Project No.: 03-15564 Client Name: Citizens Property Insurance/ ROL Consulting Project Name: Mathew/ A1ey Rental Client Contact: Rebecca Leisure Property Location: 5012 5th Street Address: 12157 W. Linebaugh Drive #346 Zephyrhills, FI 33542 Tampa, Florida Contact: Varkey Mathew & Aroma Phone: 813-854-3434 A1ey Phone: 352-567-3737 Claim No.: 223968 Comments: Interior and exterior walls cracking, ground depression feature in west yard GPR Equipment & Operator Information: Antenna(s): Manufacturer: Noggin Plus/SmartCart Digital GPR Profiling System 250 MHz, 500 MHz Sensors & Software Ontario, Canada Equipment Operator(s): Date of GPR Survey: Lynn McGoff Control Unit: September 20,2007 GPR Survey Information: No. of Transects Scanned: 28 lines (TO to T27) Total scan distance: 1483 feet Transect Locations: Transect locations shown in Figure 3 ofBCI Subsidence Investigation report. Transects TO to T24 were completed with the 250 MHz antenna. Transects T25 to T27 were completed with the 500 MHz antenna. GPR Equipment Settin2:s & Si2:nal Processin2:: 250 & 500 MHz Antennas Time Windows: 250 MHz - 130 nanoseconds (ns) 500 MHz - 70 nanoseconds (ns) Depth ofInvestigation: est. 14 to 16 ft (500 MHz) est. 20 to 23 ft. (250 MHz) based on assumed signal travel velocity of 0.45 ftJns (dry sandy soils) Profile scales: Horizontal scale: 1 inch = 10 ft. Vertical scale: 1 inch = 20 ns (250 MHz) 1 inch = 10 ns (500 MHz) Signal Processing: temporal filter: DEWOW (high pass filter) time gain = auto gain Comments: Time window setting based on test scans over exterior areas of site and identification of surficial soils in hand auger borings (sand soils to;::: 7 ft.). GPR Survey Report Mathew/ Aley Rental Property Project No. 03-15564 Page 2 of2 GPR Survey Results: Inspection of the GPR transect profiles indicates the depth of penetration of the radar signal ranged from 14 to 16 feet below grade for the transects completed utilizing the 500 MHz antenna, and from 20 to 23 feet below grade for the transects completed using the 250 MHz antenna. Below these depths the radar signal was attenuated, probably due to saturated and/or clayey soil conditions. The depth estimates are based on an assumed signal travel velocity of 0.45 feet/nanosecond for the dry sandy soils, as encountered in the hand auger borings completed by BCl. On most of the profiles, a series of weak to moderate intensity, continuous, subparallel, horizontal and sinuous reflection events was identified at estimated depths of 7 to 11 feet below the land surface. The reflective horizon may represent the top of a subsurface clayey soil unit (clayey sand to sandy clay). Across the site, 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 west (front) yard area, and probably represent underground utility lines or pipes (Figure 3). Copies of the GPR transect profiles are retained in the project file and are available upon request. One possible subsurface anomaly was identified in the GPR survey (Feature 1), at the location shown on Figure 3. The anomaly is located in the west yard, and lies adjacent to the ground collapse feature below the front porch of the house. The anomaly is characterized by a zone of shallow disorganized reflective patterns and associated deeper signal penetration, and is interpreted to represent a shallow zone of disturbed soils and discontinuity within the underlying subsurface soil layers. 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. It is very important to note that 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 of Citizens Property Insurance Corporation and ROL Insurance Consulting. Any other use of this report or parts of this report shall be authorized in writing by BCl Engineers & Scientists, Inc. APPENDIX C Hand Auger and SPT Boring Logs Laboratory Test Reports HAND AUGER BORING LOGS Mathew/ Aley Rental Property, BCl Project No. 03-15564 5012 5th Street, Zephyrhills, Florida Completed by: R. Meder Completion Date: September 20, 2007 Boring HA-l Located along west wall of house south of front porch Depth o to 2 feet 2 to 7 feet Description SAND, dark to moderate yellowish brown, mottled, fme-grained quartz SAND, grayish orange and very pale orange, mottled, fine-grained quartz Boring HA-2 Located along south wall of house Depth o to 4 feet 4 to 7 feet Description SAND, dark yellowish brown, mottled, fine-grained quartz SAND, grayish orange and very pale orange, mottled, fine-grained quartz Boring HA-3 Located along east wall of house Depth o to 2 feet 2 to 7 feet Description SAND, dark yellowish brown, mottled, fine-grained quartz SAND, grayish orange and very pale orange, mottled, fme-grained quartz Boring HA-4 Located along north wall of house Depth o to 2Y2 feet 2Y2 to 7 feet Description SAND, dusky brown, dark and moderate yellowish brown, mottled, fine-grained quartz SAND, grayish orange and very pale orange, mottled, fine-grained quartz *Water table not encountered in hand auger borings Hand auger boring locations shown on Figure 2 Borings backfilled with cuttings Project No: 03-15564 Log of Borehole SPT-1 Project: Mathew/Aley Rental Property Client: Citizens Property Insurance Corporation Address: 5012 5th Street City, State: Zephyrhills, FL Geologist/Engineer: C. Clark .c - c. Q) C "0 .Q E >- l/) ~ ~ - c: Q) SOIL DESCRIPTION III 'E ;e - REMARKS - 0 ~ - 'E c: (.) Gl 'E :::I ... 0 E ~ > :J :J Q) Q) U :::I Cii "tl .~ III .Q III - - E Q) == == III Cl '5 Iii f! :::I C. 0 0 '0 Cl C" l'lI - Z ~ iii iii :i: ~ :J 0:: l/) SAND dark and moderate yellowish brown, fine-grained quartz SAND grayish orange, fine-grained quartz SAND grayish orange and yellowish gray. fine-grained quartz, local consolidated sand nodules CLA YEY SAND pale yellowish brown, clayey, fine- grained quartz SAND very pale orange, fine-grained quartz SAND yellowish gray. fine-grained quartz, minor non cohesive clay SLlGHTL Y CLA YEY SAND white. fine-grained quartz. minor clay SP HA Grab 19.2 13.9 o 1 >~}:\:.!?i\m{: ~ :~:g:"}~:~~:i~J'.~ 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 : ~;'~~~:: ~.:~~ l ~:'~. ~ :;~~::: '{: ~~; .................... ~i:t;:~:~ 1~:~~;tW~, ~'f)l~~;j)i ii~il'l!il: :!'~'l,~~}ji .................... :H~~~.;t:.;~H~f.;~ :. Drilled by: Independent Drilling Inc. Drill Method: Track Mounted-Mud Rotary Drill Date: October 17, 2007 Borehole Location: 4 ft. S of SW corner of porch 5P 2 HA Grab Borehole Size: 3 inches Datum: Ground surface Sheet: 1 of 3 5P 3 S5 1,1,1,2 2 SP 4 SS 3.2,2.2 4 5P 5 5S 2.3,3,4 6 5C 6 55 5,6.6 12 5P 7 S5 8,8.8 16 5P 8 55 6.7,8 15 SP-SC 9 5S 11,12,17 29 Project No: 03-15564 Log of Borehole SPT-1 Project: Mathew/Aley Rental Property Client: Citizens Property Insurance Corporation Address: 5012 5th Street City, State: Zephyrhills, FL Geologist/Engineer: C. Clark ~ ~ - I:: Gl - ~ SOIL DESCRIPTION UI I:: - REMARKS - 0 ~ - 'E I:: (J Gl 'E ::I > ::i 0 ~ Gl ::i 0 .. .. Gl Gl (J Iii ::I ii.i 'C tJ .c .Q l'lI .Q Cii :;::: - E - E Gl ;= ;= CI ';j UI C. l'lI C. '0 .. 0 0 CI C' l'lI Gl >- - ::I ~ in in :E ~ ::i 0:: c U) U) Z 31 32 SAND 33 white and dark yellowish orange, 34 mottled, fine-grained quartz, 5M 10 55 4,8,11 19 26.2 16,3 abundant non-cohesive Iimesilt. 35 36 37 SAND 38 white, fine-grained quartz, abundant 39 non-cohesive limesilt 5M 11 55 8,12,11 23 40 41 42 LIMESTONE 43 white, local minor clay, moderately 44 indurated L5 12 55 5,5,8 13 45 46 47 48 49 LS 13 58 7,10,10 20 50 51 52 LIMESTONE 53 white and very pale orange, sandy, 54 moderately indurated LS 14 S8 6,10,4 14 55 56 57 LIMESTONE 58 very light gray, mottled, sandy, well 59 indurated LS 15 SS 32 >50 60 50-5" Drilled by: Independent Drilling Inc. Borehole Size: 3 inches Drill Method: Track Mounted-Mud Rotary Datum: Ground surface Drill Date: October 17, 2007 Sheet: 2 of 3 Borehole Location: 4 ft. S of SW corner of porch Project No: 03-15564 Log of Borehole SPT-1 Project: Mathew/Aley Rental Property Client: Citizens Property Insurance Corporation Address: 5012 5th Street City, State: Zephyrhills, FL Geologist/Engineer: C. Clark ~ ~ - r::: Gl - ~ SOIL DESCRIPTION CIl c - REMARKS - 0 ~ - 'E c u Gl 'E ::I = Gl > :::i :::i '0 ... 0 ... Gl Gl U Ui ::I en "tl CJ .r::: ,Q III ,Q - :w - E - E Gl ~ ~ CIl CI '5 CIl 0- III 0- 0 0 '0 Gl >. ... ::I ~ CI tT III - in in :i ~ :::i 0:: c en en z LIMESTONE white and dark yellowish orange, abundant chert, well indurated LS 16 88 50-1" >50 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 End of Borehole Drilled by: Independent Drilling Inc. Drill Method: Track Mounted-Mud Rotary Drill Date: October 17, 2007 Borehole Location: 4 ft. S of SW corner of porch Borehole Size: 3 inches Datum: Ground surface Sheet: 3 of 3 Project No: 03-15564 Log of Borehole SPT-2 Project: Mathew/Aley Rental Property Client: Citizens Property Insurance Corporation Address: 5012 5th Street City, State: Zephyrhills, FL Geologist/Engineer: C. Clark ~ ~ - c: Q) - ~ SOIL DESCRIPTION Ul c: - REMARKS - 0 ~ - 'E c: (.) Q) 'E ::s .. 0 E Q) > :J :J 0 .. Q) Q) (.) ::s Cii 'C lJ .c .c III .c ~ - :; - E - E Q) 3= Ul Q .:; Ul c. III C. '0 .. .5! 0 Q C" III Q) >- - ::s ~ a:i :E N :J 0: c (/) (/) Z a:I . 0 : r~..:: ~:;:~ :; .~:' ~. ~ ~~~~'.:: {.~ ~; 1 SAND .................... dark and moderate yellowish brown, SP HA Grab 2 :~:IX~.i~j.~~~{~;,~.; fine-grained quartz 3 SP 2 HA Grab .................... 4 .: ;",':', ::.:..: ~: ;' ....~ ::. : ~~~'.:: .~:;: ~:; ~:'~. ~ :;.:.~..~ ';~.~:; SAND 5 .................... grayish orange, mottled, fine-grained SP 3 SS 2,2,3,2 5 6 ::Sr::i:i :~f~~H~~.i.;; quartz 7 SP 4 SS 2,2,2,2 4 .................... 8 ::~5fi:ij;f~~Hfj:; 9 SP 5 SS 2,3,3,3 6 .................... 10 :jHf;.:;j;~:iHfi:i 11 .................... 12 : :'.';" ::.~..:..: :-"~" ::. SANDY CLA Y 13 white and yellowish gray, sandy 14 CH 6 SS 7,10,13 23 26.2 55.4 15 16 17 18 19 SIL TV SAND SP-SM 7 SS 10,10,13 23 20 white and yellowish gray, fine-grained quartz, thin lenses of non-cohesive 21 Iimesilt. 22 CLA YEY SAND 23 white to yellowish gray, clayey, fine- 24 grained quartz, common sand lenses SC 8 SS 6,5,4 9 25 26 27 CLA YEY SAND 28 white to yellowish gray with dark 29 yellowish orange mottling, clayey, SC 9 SS 2,3,3 6 34.1 32.8 30 fine-grained quartz Drilled by: Independent Drilling Inc. Drill Method: Track Mounted-Mud Rotary Drill Date: October 17, 2007 Borehole Location: 7 ft. W of NW corner of garage Borehole Size: 3 inches Datum: Ground surface Sheet: 1 of 2 Project No: 03-15564 Log of Borehole SPT-2 Project: Mathew/Aley Rental Property Client: Citizens Property Insurance Corporation Address: 5012 5th Street City, State: Zephyrhills, FL Geologist/Engineer: C. Clark ~ c - C Gl - ~ SOIL DESCRIPTION UI c - REMARKS - 0 ~ - 'E c u Gl 'E :J ~ l!! > :J :J ... 0 Gl 0 Gl U :J 0 'C lJ .r; .c III .c UI - .. - - E Gl 3= 3= UI '5 Q, E III Q, '0 Q UI ... :J .2 0 Q cr III Gl >- - >- in :iE ~ :J n: c l/) l/) Z I- al 31 32 LIMESTONE 33 yellowish gray and dark yellowish 34 orange, sandy, local sandy and L8 10 88 2,2,1 3 35 clayey lenses 36 37 SANDY CLA Y 38 very light greenish gray, sandy, local 39 limestone fragments CH 11 S8 4,4,8 12 40 41 42 43 44 SAND SP+8M 12 SS 6,4,4 8 45 pale yellowish brown, dark yellowish orange and white, mottled, fine- 46 grained quartz, minor clayey sand 47 and non- cohesive Iimesilt. 48 SANDY CLA Y dark yellowish orange and yellowish 49 gray, mottled, common limestone CH 13 88 5,5,7 12 50 fragments 51 52 LIMESTONE/CHERT 53 light bluish gray, well indurated, local 54 chert nodules L8 14 88 50-1" >50 55 56 57 LIMESTONE 58 no sample recovered 59 L8 15 SS 50-0" >50 End of Borehole Drilled by: Independent Drilling Inc. Borehole Size: 3 inches Drill Method: Track Mounted-Mud Rotary Datum: Ground surface Drill Date: October 17. 2007 Sheet: 2 of 2 Borehole Location: 7 ft. W of NW corner of garage Project No: 03-15564 Log of Borehole SPT-3 Project: Mathew/Aley Rental Property Client: Citizens Property Insurance Corporation Address: 5012 5th Street City, State: Zephyrhills, FL Geologist/Engineer: C. Clark ~ !!... C CIl - ~ SOIL DESCRIPTION CIl c:: - REMARKS - 0 !!... - 'E c:: () CIl 'E ~ ... 0 lI:! f > :::i :::i "0 CIl CIl () Ui ~ Ci) 'tl U .c: .c ca .c - :;::: - E - E CIl ~ ~ CIl Cl 'S CIl CL ca CL .2 0 '0 cr ca CIl >- ... ~ ~ Cl - iii :E ~ :::i ~ c CI) CI) z r:c 0 : ~.:.~~::: ';.:;'.~ :; .~: ~ ~: ~:.~:;: f'~ :; SAND 1 .................... dark to moderate yellowish brown 5P HA Grab 2 :~Hf::;t.~~j~t)~\ and grayish orange, fine-grained 3 quartz 5P 2 HA Grab .................... 4 .: ;....:. ::.....:..: :-....~ ::. : :;.~.~..:: r~:; .~ ~ ~~~.:.~:;: r~ ~ SAND 5 ,,~., . .... .' .... . .. grayish orange and moderate 5P 3 S5 2,2,2,3 4 6 :!5r;.!:;~t~~Hf::; yellowish brown, mottled, fine- 7 grained quartz SP 4 55 2,2,2,2 4 .................... .::-.':'.:', ..:..::....:.:.. 8 . ". . CLAYEY SAND 9 moderate yellowish brown, clayey, SC 5 S5 2,2,2,2 4 11.8 13.8 10 fine-grained quartz 11 12 SLIGHTL Y CLA YEY SAND 13 pale yellowish brown, mottled, 14 clayey, fine-grained quartz SP-5C 6 55 7,10,10 20 15 16 17 18 19 SP-SC 7 SS 11,12,14 26 16,3 8.6 20 21 22 SANDY CLA Y 23 very light olive gray, sandy 24 CH 8 S5 5,4,6 10 25 26 27 SIL TY SAND 28 white and yellowish gray, fine-grained 29 quartz, thin lenses of non-cohesive SP-SM 9 S5 7,4,6 10 30 limesilt Drilled by: Independent Drilling Inc. Drill Method: Track Mounted-Mud Rotary Drill Date: October 17, 2007 Borehole Location: 23 ft. E & 3 ft. S of SW corner of house Borehole Size: 3 inches Datum: Ground surface Sheet: 1 of 3 Project No: 03-15564 Log of Borehole SPT-3 Project: Mathew/Aley Rental Property Client: Citizens Property Insurance Corporation Address: 5012 5th Street City, State: Zephyrhills, FL Geologist/Engineer: C. Clark -- ~ - t: Gl - ~ SOIL DESCRIPTION Ul t: - REMARKS - 0 ~ - 'E t: () Gl 'E :s ... 0 E Gl > :J :J Q ... Gl Gl () :s U) :2 CJ .c .c .fl .c ~ ; - :0: - E III E Gl Ul 0 :s Ul c. ... c. 0 0 '0 0 cr III Gl >- - :s ~ iii iii ~ :J c: c t/) t/) z ::ii: 31 32 CLA YEY SAND 33 light greenish gray, white and dark 34 yellowish orange, mottled, variably SC 10 SS 5,5,5 10 35 clayey, fine-grained quartz 36 37 100% Circulation Loss LIMESTONE 38 white, weathered 39 40 41 42 WR-12" LS 11 SS WH-78" WOH 43 1 44 45 46 47 LIMESTONE 48 white, light greenish gray and dark 49 yellowish orange, minor clay in LS 12 SS 2,1,3 4 50 fractures, weathered 51 52 LIMESTONE 53 white and brownish white, weakly 54 indurated L5 13 55 3,3,6 9 55 56 57 SANDY CLAY 58 dark yellowish orange, mottled, 59 sandy, common limestone fragments CH 14 55 3,4,9 13 60 Drilled by: Independent Drilling Inc. Borehole Size: 3 inches Drill Method: Track Mounted-Mud Rotary Datum: Ground surface Drill Date: October 17, 2007 Sheet: 2 of 3 Borehole Location: 23 ft. E & 3 ft. S of SW corner of house Project No: 03-15564 Log of Borehole SPT-3 Project: Mathew/Aley Rental Property Client: Citizens Property Insurance Corporation Address: 5012 5th Street City, State: Zephyrhills, FL Geologist/Engineer: C. Clark ~ ~ - c: Gl - ~ SOIL DESCRIPTION Ul c: - REMARKS - 0 - 'E c: (.) Gl 'E :J == Gl > ::i ::i "0 ... 0 ... Gl Gl (.) l :J Ui :2 u .c: .c III .c ~ - :;:: Q. E - E Gl Ul CI :J Ul III C. ..Q 0 '0 CI C" III ... Gl >- - :J ~ in :::IE ~ ::i 0:: c U) U) Z a:l SANDY CLAY dark yellowish orange, mottled, sandy, abundant limestone fragments, local sand lenses CH 15 SS 3,4,4 8 CLA YEY SAND dark yellowish orange, mottled, variably clayey and sandy, abundant limestone fragments SC 16 SS 14,11 ,12 23 LIMESTONE no sample recovered LS 17 SS 50-0" >50 Rod bounce 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 End of Borehole Drilled by: Independent Drilling Inc. Drill Method: Track Mounted-Mud Rotary Drill Date: October 17, 2007 Borehole Location: 23 ft. E & 3 ft. S of SW corner of house Borehole Size: 3 inches Datum: Ground surface Sheet: 3 of 3 ~oo M '<t Z~ -0 '<t ~oo Cl ~~ r-: Z~ 00 '<t 0< N Cl U~ ~ r- N 0 ~~ N 0 0 N ~ 0\" 1::: Q N '<:t ~es 0 u .... \0 0 r-" lLl V'> ::a 0000 ..0 V'> u -- ... .8 ..... ~ ~ ~~ U u , o:l ~ O~ 0 <'"l ...j 0 ::8 0 ~ ~~ E- en -< ~ :it >. >. >. "C 1;j 1:) o:l o:l o:l = 0 lLl '" '" '" = .0' lLl E lLl ..... ~ .... rI) rI) U ~ lLl lLl =' E-< lLl 0' ..s::: lLl U ~ r- r::: N N '<t 00 M >, M N N ~ ";l -0 ..J M N ..c "'- '<t '<t bl) ";l N :E E N N Z -< ~ trl trl M M trl B ~ .S " <i 00 0 os en E- "'- = .- " ... > :; .1:: '" Cl M = "0 0 trl N Q 0 00 '<t -0 U 0 M -0 \0 M M ~ N N ~ '<:t " ..J ~ ~ = <'"l bl) "'- -0 -0 -- =It: "0 "i' "i' '" trl .0 ,.;j ~ 1; M M 0 N -0 -0 <i 00 00 =: 0 B ~ 0 .S .>< <i -- 0 j ~ N en E- "'- = a -- '" = ~ , .!::! ~ ... U E-< ~ u; ..... i:: rI) u Z lLl lLl .:2 .... l~ I'liil '" -- '" ,.;j <( U ..-l 0 a 0 ,S ~ 0,,-.. 0\ <'"l "'= 00 ~ ~ ~ ~ .~ ~ <'"l Ici V'> N <'"l 00 ~ 00"-' ..... ..... V'> <'"l ..... t; i:'_ ~ 0.... ~ 'S+~'fiJ <I) V'> \0 r- r- 0 \0 t i...."'j 0\ 0 0\ r--; \0 ..... lLl 0 ..t ~ d ..t 00 00 '0 'B ~ ..... r- r- '<:t V'> 00 00 't ~!3~ ~ u .....+ o~:=~ i]~,j r- ~ <'"l ..... 00 <'"l Ici ..... 0\ Ici ~ Ici .... i:' 00 0\ 00 r- 0\ 0\ ~!3o u 0 d B E '0' N N N ..... ~ <'"l .~ ~ 0\ Ici Ici ..t ..... Ici 0 0 ..... N N <'"l ..... ..... ::E u ~ d 0\ <'"l N \0 V'> 0 0 '0' ;.::; d ~ <'"l 0\ 0\ ..t 0\ Ici 0 0 00 r- r- r- oo 00 00 u ..... a 0 i'B \0 \0 \0 \0 \0 \0 c: c: 0 0 0 0 .... l:l N N N N N N ... o 0 = ~u .s == 0 u ..... + <I) o...:;:::~ '"' ~ C1) 0 tI.) r- N <'"l V'> <'"l r- = -a'~ 00 ~ \0 ~ <'"l 0 00 C'! ... Ici 0\ Ici ~ ~ ..... \0 0 ~ !3a~ 00 0\ 00 r- 0\ 0\ :e u ~ .. :5! + C .... 00 oa=S'fiJ' V'> \0 ..... 00 N 0\ '$. i.~ ~ ~ 0\ c: N C'! ..... ": N V'> N ..... 0\ ..... ~g~J! 0 ..... ..... 0 0 ..... ..... ..... ..... ..... ..... ..... u ci-S in in <= <= Ze- in '? '? '? N ... <= , lLlo , in in in in Q.. III ";' ::j .-i ::j oC ~ ~] '" N iio 00 ... t N N ~ '? ~ ~ t Ii: ~ ~ Cf) Cf) Cf) Cf) Cf) Cf) u; lLl (5 Z N':O ~t- :g~ o '" :~ ~ u 0 ~ ~ Cl t- ~I ~I .il .2:- .. c 0( ~ u en 'il ~ ." :; is .!l c o u i I .., 5' o 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 aI., 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 Specifications for Compaction Grouting Contractor Bid Sheet BID FORM: Mathew/ Aley Rental Property 5012 5th Street Zel'hvrhills, Florida Claim No. 223968 BCl Proiect No. 03-15564 Due Date: Estimated Task Description Quantity 1. Mobilization! Demobilization 1 LS 2. Install grout casIngs 960 feet 3. Flowable Fill & Compaction grout material 200 cubic yards 4. Chemical grouting I day 5. Additional chemical grout material 400 lbs. Unit Price Total Price $ $ $ $ $ $ $ $ $ $ Total Cost = $ Estimated time to complete project: days *project specifications attached Comments: Alternative Bid (and justification): G:\0315564\Mathew-Aley Rental Property Grout Specs.doc SPECIFICATIONS FOR THE UTILIZATION OF COMPACTION GROUTING TO STABILIZE SOILS AND FILL SUBTERRANEAN VOIDS INTENT OF THE COMPACTION GROUTING PROGRAM The proposed grouting program shall be sufficient to fill voids and/or densify loose rock in the limestone and to densify very soft or loose soils to prevent further cracking of the structure. 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: a. Submit a detailed compaction grouting program, including a description of the method used to install grout casings. b. Install and remove grout pipes. c. Monitor ground movements during compaction grouting operations. d. Perform compaction grouting program under supervision of a geotechnical engineer or geologist e. Site clean-up during and after grouting. The grouting contractor 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 when measured with the current ASTM slump test (ASTM #C I 43) at the point of injection. A 5 -inch slump is acceptable when measured at the hopper. 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 2 hours after the batch time shown on the delivery ticket. unless proposed by the Contractor and accepted Specifications for the Utilization of Compaction Grouting to Stabilize Soils and Fill Subterranean Voids Page 2 of 4 by the Engineer. No water shall be added to any material delivered without notification of the Engineer or their representative. 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 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 C 150-78 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 CI44-76 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 j oint steel casing to minimize flow restrictions and prevent plugging when injecting the low-slump material. The casing will extend at a minimum to the anticipated depth of bedrock as indicated in the site geotechnical report. The intent in the field will be to intercept firm limestone bedrock. 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 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. Specifications for the Utilization of Compaction Grouting to Stabilize Soils and Fill Subterranean Voids Page 3 of 4 GROUT INJECTION PROCEDURES Compaction grout of 3 to 4 inches of slump will be injected into the casing. A higher slump may be used during initial stages of grouting, 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. Compaction grout will be injected on a continuous basis throughout the depth of the hole with the grout casing being withdrawn in increments of 24 inches 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: 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 2-foot 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 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 50 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. TESTING AND QUALITY 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. Specifications for the Utilization of Compaction Grouting to Stabilize Soils and Fill Subterranean Voids Page 4 of 4 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 proj ects. SUBMITf ALS 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 RESPONSffiILITY OF THE CONTRACTOR TO NOTIFY THE ENGlNEER 72 HOURS PRIOR TO COMMENCEMENT OF THE WORK.