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Home My WebLink About08-7742 ... CITY OF ZEPHYRHILLS 5335 - 8TH STREET (813)780-0020 BUILDING PERMIT 7742 '... 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: 7742 COMMERCIAL ADD/AL T COMMERCIAL NOT APPLICABLE Address: 73 5 GREEN P ZEPHYRHILLS, FL. Township: Range: Book: Lot(s): Block: Section: Subdivision: CITY OF ZEPHYRHILLS Parcel Number: 34-25-21-0000-00300-0081 101,320.00 5/09/2008 52.50 52.50 5/09/2008 Phone: STABILIZATION OF SINKHOLE SUBSURFACE GROUTING Name: ZEP HILLS M ICAL ARTS LLC Address: 7315 GREEN SLOPE DR ZEPHYRHILLS, FL. 33542 \ . \)'1 / \J ~~.' i . ~ j(j ~. f\ ~Dl/ F L I 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." :J~ fYJ- ~ CONTRACTOR SIGNA URE PERMIT OFFI PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER . TRANSACTION REPORT JUL/23/2007/MON 11:23 AM RECEIVER 99268536 TYPE/NOTE OK ........................... ................,..,.... ..,.................. ................... .................. :::::::1::' 'Citr .ofZepbyfhills: Building Department Phone: (813)-780-0020 Pax: (813)-780-0021 'i(;,'#;:;!:;):j:7');if).:;;;r~~::<rn,:;I;:;;I:.,~1'i.:>;;...:.:.~~.,' P.01/01 ":;:~'l ''\..~!i>. \'~, \h, lh i!'t~ ----"-----------------------------------------------____c__ll.____, : TO: Monica FROM: Jackie : I I : FAX#: 813-926-8536 FAX#: : I I : DATE:7-22-08 # OF PAGES including cover sheet: 2 : ' I I I I f I I : ~SSAGE: : I I : Ms. Monica, : I I : Attached with.this.cover sheet as youTequested a final showing for permit #7742- : I I : 7315 Green slope Dr. : I I ' I I I ' I '~e I I I I , I , I I I I I J I I I I I I ' I. I I , I . I '---------------~------------------------~------------------------ SG3 City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: tb;r f1}trd ,&J if ~c ~3-o5 7 6/,-) GrLU1:S~~j)J- ,-9111:- hi! u46~/2~ Date Received: Site: Permit Type: Approved wino comments' Approved withe below comments: ~ Denied withe below comments: 0 5ep /f#rM Sif4- Kal 4-;O'-(j6 Date Contractor and/or Homeo (Required when comments are present) 11111111111111111111111111I 11111 11111 11111 11111 1111111111"1 2008055637 NOTICE OF COMMENCEMENT Rcpt: 1174230 DS: 0.00 04/15/08 I JED PITTMAN, PASCO COUNTY CLERK 04/15/08 09:30am lpG 1'4!. OR BK 7811 1 Rec: 10.00 IT: 0.00 Dpty Clerk PERMIT NUMBER PARCEL I.D. NUMBER .alt.;? 5 .,;1I . 0lXJ{) ,(J0,300 ' 008'1 d~E OF FL~!;f~A L. ;,~.-? The N~R~~EdS,,~~es notice that improvement will be made to certain real property And in accordance with Chapter 713, FLORIDA STATUTES, the following information is provided In this Notice of Commencement. OWNER INFORMATION NAME: X Kathrvn Keoes ADDRESS:7315 Green Slooe Drive. Zeohvrhills. FL 33541 INTEREST IN PROPERTY: Owner NAME & ADDRESS OF FEE SIMPLE TITLEHOLDER (If other than owner) N/A GENERAL DESCRIPTION OF IMPROVEMENT Subsurface Groutina to stabilize Sinkhole conditions. CONTRACTOR NAME: Havward Baker. Inc. ADDRESS: 6850 Beniamin Road. Tamoa. FL 33634 BOND AMOUNTS ,..J / A- NAME & ADDRESS OF SURETY LENDING ORGANIZATION AliA- (Name and Address) Persons within the State of Florida, designated by owner upon who notices or other documents may be served as provided by SECTION 713.13 (1) (a) (7), FLORIDA ST TUTES. NAME ADDRESS In addition to himself, owner designates (Name) To receive a copy of Lienor's as provided in SECTION 713.13 (1) (b) FLORIDA STATUTES. EXPIRATION DATE NOTICE OF C MENCEM T of (Address) Signature of Owner: X Printed Name: Kathryn Kepes rding, unless specified) CERTIFICATION N. .AI, STATE OF FLORIDA C~T.Y OF PA~CO The foregoing instrument was acknowledged before me this 12... day Oft~~~, by v.~J<-e rt" ~ ~~ N f'J Si;nature as identification and who (did) (did not) take an oath. "". 't.' N .:-*,~1\!...~~, ancy S. Brooker ~ }~ COmmission # 00507283 Commission Number . . .~. . 'f,'ft:fit 'Ion_ Tro .~ Hayward Baker Inc. 6850 Benjamin Road Tamp! r:. ~~1"~1-4416 Tel: 813-884-3441 Fax: 813-884-3820 !AlII AUTHORIZATION I, Dean A. Elliott, hereby authorize the following to sign for and acquire permits and licenses using my State of Florida License No. CG061680. Monica Watson Craig Watson Jessica Watson Sonia M. Lee Patricia Arizmendi Should you have any questions, please feel free to contact me at (813)884-3441. dACd4 Dean A. Elliott License No. CG061680 STATE OF: COUNTY OF: Date: FLORIDA HILLSBOROUGH January 17,2008 The foregoing instrument was acknowledged before me this 17th day of January, 2008, by Dean A. Elliott, who is personally known to me. Nornrypublk C;1f(J9~<v~ NOTARY PUBUC-STATE OF FLORIDA """"""" Mary Paula Miskiel ~ W kommission # DD709237 ..,!f!!..$ Expires: NOY. 29, 2011 BONDED THRU ATLANTIC BONDING CO., INe. +-- California. Colorado. Florida. Georgia. Illinois Maryland · Missouri · New Jersey. New York . North Carolina Rhode Island . Tennessee . Texas . Washington . British Columbia HaywardBaker.com Equal Opportumty Employer i! CD .~ I c: j ~ tA ~ t5 - ~)> Z if m N ~ tA "otA " ~ , ;;0 m (") m - \J -I ~ Iii 0 to 0 8 ~ c Cl:I m m > Cl) r- >~:F: )(0,% ;u w. mV'~ &~)( "000 -100 f r- m r- % ~ ~ -; r- 0 6 ;U > iit p ~~ g?5 N' 8..... ....ds .01 :01 ~I '():) gUl EJ~~ ~EJ: m..% m ~G) ~m~ "'00:5 )>m~ ~z;o ~j;O ~~~ 1...;om ~O;O m Z () '" ~~ ,.., co ~ Q6Cf) C/) - m ~ "-I~~ ... ~ ~ I ~ m I\)~ O~ 5 () n -I >z Z ~O Gl IXJ ):0 co &!~ ~j; ~ z ;0 o t o o N o o 'I I N "Q o OQ :t ir= r- (JJ OJ III 0 o ;:0 o c: (j) :t () o c: z ~ OJ c: !tl ~~ ~en en ~ ;:0 m () m :u -I PROllUCER . . '~~!,~ USA INC. I vvu LOGAN SQUARE PHILADELPHIA, PA 19103-2797 Alln: Contract.ReviewCSS@marsh.com CERTIFICATE NUMBER CLE-001704330-01 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER OTHER THAN THOSE PROVIDED IN THE POLICY. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES DESCRIBED HEREIN. COMPANIES AFFORDING COVERAGE COMPANY A ZURICH AMERICAN INSURANCE COMPANY 1 0905-ALL -GAWUP-07 -08 INSURED HBFL NA GAW NA NO HAYWARD BAKER INC. ATTN: PAULA MISKIEL 6850 BENJAMIN ROAD TAMPA, FL 33634-4416 COMPANY B N/A COMPANY C N/A COMPANY D THIS IS TO CERTIFY THAT POLICIES OF INSURANCE DESCRIBED HEREIN HAVE BEEN ISSUED TO THE INSURED NAMED HEREIN FOR THE POLICY PERIOD INDICATED. NOTIMTHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT IMTH RESPECT TO IM-iICH THE CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, CONDITIONS AND EXCLUSIONS OF SUCH POLICIES. AGGREGATE LIMITS SHO\Mol MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS LTR DATE (MM/DDIYY) DATE (MM/DDIYY) A GENERAL LIABILITY GLO 3373933-04 06/01/07 06/01/08 GENERAL AGGREGATE $ 1,000,000 X COMMERCIAL GENERAL LIABILITY PRODUCTS-COM~OPAGG $ 1,000,000 CLAIMS MADE 0 OCCUR PERSONAL & ADV INJURY $ 1,000,000 O\MolER'S & CONTRACTOR'S PROT EACH OCCURRENCE $ 1,000,000 FR PRn.IFr.T Ac.:c.:RFc.:AT $ 100,000 ONTRACTUAL L1AB. & XC $ 10,000 A AUTOMOBILE LIABILITY BAP3481708-05 (AOS) 06/01/07 06/01/08 COMBINED SINGLE LIMIT $ 1,000,000 X ANY AUTO ALL O\MolED AUTOS BODILY INJURY $ SCHEDULED AUTOS (Per person) X HIRED AUTOS BODILY INJURY $ X NON-0\MolED AUTOS (Per accident) PROPERTY DAMAGE $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT ANY AUTO OTHER THAN AUTO ONLY: EACH ACCIDENT AGGREGATE EXCESS LIABILITY EACH OCCURRENCE UMBRELLA FORM AGGREGATE OTHER THAN UMBRELLA FORM A WORKERS COMPENSATION AND 3481706-05 (AOS) 06/01/07 06/01/08 X EMPLOYERS' LIABILITY A 3481793-05 (MA, WI) 06/01/07 06/01/08 THE PROPRIETORI X INCL EL DISEASE-POLICY LIMIT PARTNERSIEXECUTIVE EL DISEASE-EACH EMPLOYEE $ OFFICERS ARE: EXCL DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/SPECIAL ITEMS RE: ANNUAL REGISTRATION FOR WORK PERFORMED IN CITY OF ZEPHYRHILLS CITY OF ZEPHYRHILLS IS INCLUDED AS ADDITIONAL INSURED WHERE REQUIRED BY WRITTEN CONTRACT EXCEPT FOR WORKERS' COMPENSATION. THE GENERAL LIABILITY AND EXCESS PLACEMENTS WERE MADE BY MARSH UK. MARSH USA, INC, HAS ONLY ACTED IN THE ROLE OF A CONSULTANT TO THE CLIENT WITH RESPECT TO THIS PLACEMENT, WHICH IS INDICATED HERE FOR YOUR CONVENIENCE. CITY OF ZEPHYRHILLS ATTN: LICENSE REGISTRATION DEPT. 5335 8TH STREET ZEPHYRHILLS, FL SHOULD ANY OF THE POUCIES DESCRIBED HEREIN BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE INSURER AFFORDING COVERAGE WILL ENDEAVOR TO MAIL ---3D DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED HEREIN, BUT FAILURE TO MAIL SUCH NOTICE SHAlL IMPOSE NO OBUGATlON OR UASIUTY OF fWY KIND UPON THE INSURER AFFORDING COVERAGE, ITS AGENTS OR REPRESENTATNES, OR THE ISSUER OF THIS CERTIFICATE. AUTHORIZED REPRESENTATIVE Mush USA Inc. BY: Mary Radaszewski ----h1~ ad~<-<-~ ,,\, ,'~, ~~ w- t~ \j\ IWl' 10.. '~ o Cl ~':. 10' 0.:' 10', o ..:I ~,... ~. ~ o . ';:;':' =!'::' III ~ "', <~'~'" ZZ",' OHI'1I HJQ"I" ''c1J~' ..;;" ,,~A:1 Q~ JAoIU. 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", b::P: .ItQO tJZ 1Il~ .=~ Jo:>>C 1\7nr.j.,(\Orl(\ IM\.J'C: I I 01 813-780-0020 City or Lepnyrnllls I-'ermlt AppliCatiOn Building Department . rClJl-o 1';>-' OV-VV":.I Date R..';dll/'tld Owner's Address Fee Simple Titleholder Name Owner Phone Number Owner Phone Number I Owner Phone Number I Fee Simple Titleholder Address JOB ADDRESS 6r-eeY\ 51 ope.- Dr. I Lor # I PARCELlD#I34--~-J.I-ODOO' 00300 - OO~I iOBTAINED FROM PROPERTY TAX NOTICE) SIGN 0 MOVE 0 I a NEW CONSTR B ADD/ALT 0 INSTALL REPAIR PROPOSED USE 0 SFR 0 COMM 0 OTHER TYPE OF CONSTRUCTION 0 BLOCK 0 FRAME 0 STEEL 0 OTHER I DESCRIPTION OF WORK I SLLbsu..r,-ra c.t.. (9'rol.L:f-i~~ 'm ~j j,'?e. ~Ln..k.JuJle.... ~dj-ft' 4'Y\..S BUILDING SIZE I SQ FOOTAGE I I HEIGHT I I I , , . · I' , I . II . I . III , II . '1 . , . . , r I . .. . . · . I . II I I , . , , I 11111.111 ' , III . I . , I . . . 111111111 . I . . I . " ' III " J I J . II III . I . , r , I111 I . "'1 . II'" 111111 . I ' . I . . ' II . . 1111 o BUILDING 1$101 ,3 '-"'0,00 I . _ ~ . VALUATION OF TOTAL CONSTRUCTION o ELECTRICAL 1$ I AMP SERVICE 0 PROGRESS ENERGY 0 W.R.E.C. o PLUMBING 1$ I o MECHANICAL 1$ I o GAS 0 ROOFING 0 SPECIALTY 0 OTHER I/) DC,; FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA DYES DNoLY SUBDIVISION WORK PROPOSED BUILDER SIGNATURE Address 'J~I "0) 9\'IG.'iOH )Il','VlIV mlHl CBpsdwBlS JO pa)uf.ld 'padAl AlB)ON JO aWBN 0102: '91 j',v, 'Nl!':',; ." ~,. .I../C'SI9G a.;; r:I"S~' :~o~ .,' <'!,.;-,,,,,"~ Vi..c, ,IT .kL." '.J~ I;'.'c',,'i : fZzoS '1 B1P f?S' 'ON UOISSIWWOO Oll~$~~~ DEMOLISH :i' ;. 'E:/II~t+ I -~ I I r d. fd.gj<~.Y' J.-n c.. . . - .:~ <.. FEE CU"""'" I Y I N I License # ~C- 0(01 ~ ~ 0 I .~ padWBls JO ps)UlJd 'pad~ AlBION JO aWBN 'ON UOISSIWWOO onqnd hJB}ON 'uoJ)BOUJ)uapl SB paonpOJd aABljfse4 JO aw 01 UMOUlj ^"euoSJad 8JB/SI ollM ,<q sl41 aw aJoJaq (paWJUjB JO) 01 UJOMS pue paqIJosqnS lN3mf HO H3NMO (EO'L ~ ~ 'S'.:I) l'v1:lnr Val~Ol.:1 '.1N3W30N .:I 01.1 N HnOA 9NIOHO 3H 3HO.:l3S A3NHO.u.V NV HO H30N31 HnOA H.1IM .L1nSNOO '9NIONVNI.:I NIV.1S0 0.1 ON3.1NI nOA.:I1 .A.J.H3dOHd HnOA 0.1 S.1N3W3^OHdWI HO.:l 301M! 9NIAVd \.Inn I ...11 I 'n~::1\.1 1 WW I "'':lIAl':l!lN':lIAlWn!l -In 3:lUON 'fI OH003H 0.1 3Hnl1V.:f HnOA :H3NMO 0.1 9N'NHVM J NOTICE OF DEEP RESTRICTIONS: The undersigned understands that this permit may be subject to "deed".. .IS" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance Wltll 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 isfurther understood that Transportation Impact Fees and Resource Recovery Fees mustbe paid prior to receiving a "certificate of occupancy" or. final power release. If the project does not involve a certificate of occupancy or final power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due, they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW (Chapter 713, Florida Statutes, as amended): If valuation of work is $2,500.00 or more, I certify that I, the applicant, have been provided with'a copy of the "Florida Construction Lien Law-Homeowner's Protection Guide" prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the "owner", I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the "owner" prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT: 1 certify that all the information In this application is accurate and that all work will be done in compliance with all applicable laws regulating construction, zoning and land development.. Application is hereby made to obtain a permit to do work and Installation as indicated. I certify that no work or Installation has commenced prior to Issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes. zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other government agencies may apply to the intended work, and that it is my responsibility to Identify what actions I must take to be In compliance. Such agencies Include but are not limited to: Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands, Water/Wastewater Treatment. Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. Army Corps of Engineers-Seawalls, Docks, Navigable Waterways, Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks, US Environmental Protection Agency-Asbestos abatement. Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: Use of fill Is not allowed In Flood Zone "V" unless expressly permitted. If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a "compensating volume" will be submitted at time of permitting which is prepared by a ,professional engineer licensed by the State of Florida. If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction, I certify that fill will be used only to fill the area within the stem wall. I 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. 1 understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit Issued shall be construed to be a license to proceed with the work and not as authority to. violate, cancel, alter, or set aside any provisions of the technical codes, nor shall issuance of a permit prevent the Building Official from thereaft~r requiring a correction of errors in plans, construction or violatio~s o! any codes. Every ~ermit 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 th~ work is commenced: An extension may be requested, in writing, from the Building Offici a! for a period not t~ exceed nln~ty ,90) days and Will demonstrate justifiable cause for the extension. If work ceases for ninety (90) consecutive days, th~ob IS conSidered abandoned. ------a-l7---...-.--r.. ---... - ..... ...,........~ Pasco County Parcel: 34-25-21-0000-00300-0081 001 Page 1 of2 ..>t::al ch Again Show Map Generalized Building Schematic Estimate Taxes Frequently Asked Ouestions Other Agency Data: Tax Collector School Board Supervisor of Elections Data Current as Of: Weekly Archive - Saturday, March 29, 2008 ParcellD 34-25-21-0000-00300-0081 (Card: 001 of 001) Classification 19 - Professional Service Building Mailing Address Assessment (totals) ZEPHYRHILLS MEDICAL ARTS LLC Ag Land $0 12136 COBBLESTONE DR Land $93,636 BAYONET POINT, FL 346672432 Building $823,991 Physical Address - See All 6 addresses (First Shown) Extra Features $19,724 7315 GREEN SLOPE DR ZEPHYRHILLS, FL 33541-1314 Total Assessment $937,351 Legal DescriDtion (First 4 Lines) Save Our Homes $0 COM AT NE COR OF SE1j4 OF SEC Taxable Value $937,351 34 TH ALG NORTH LINE THEREOF N89DEG 58'35"W 1345.17 FT TO NL Y EXT WL Y R!W GREEN SLOPE LN Land Detail (Card: 001 of 001) Line Use IDescript~1 Type I Price II Condition II Value I 1 1900~OF'Bl OR4 ,0.00 I SF ! $8.00 II 1.00 II $40,000 I 2 1900 OF.BLDG 00R4 7,000.00 SF I $2,15 II 1.00 II $15,050 I I 3 I 1900 OF.BLDG II 00R4 I 40,617,00 ~I $0.95 II 1.00 II $38,586 I Additional Land Information I Acres II 1.21 Tax Area II 30ZH II FEMA Code ICU Commerical COde11 PTVM2AA I Building Information - Use 19 - Offices Professional or Medical (Card: 001 of 001) Year Built 2007 Stories 1.0 Exterior Wall 1 Concrete Block Stucco Exterior Wall 2 None Roof Structure Rigid Frame wjBar Joist Roof Cover BUilt-Up Tar and Gravel Interior Wall 1 Masonary or Minimum Interior Wall 2 None Flooring 1 Finished Concrete Flooring 2 None Fuel None Heat None A/C None Baths 0.0 Line Description I Sq. Feet II Repl. Cost New I 1 BAS I 10,853 II $827,541 I 2 I CAN " 394 If $8,998 Extra Features (Card: 001 of 001) I Line I' Description 'I Year II Units I Value 1 PAV ASP 2007 20,106 $15,607 2 SWC 2007 844 $1,635 3 8CBWS 2007 925 $2,482 Sales History Previous Owner EAST PASCO MEDICAL ARTS INC Year Month Book/Page II Type I Amount I 2006 10 7252 / 1176 II WD II $0 I 2004 03 5813 / 1695 I WD II $110,000 , I 1992 I 06 3041 / 0130 I WD II $0 I http://appraiser.pascogov .comlsearchlparcel.aspx?sec=34&twn=25&mg=21 &sbb=OOOO&bl... 4/3/2008 PERMITS R US 17128 DOWNS DRIVE ODESSA, FL 33556 813-926-9965 (PHONE) 813-926-8536 (FAX) FACSIMILE TRANSMITTAL SHEET TO: FROM: Monica Watson Jackie, Permitting COMPANY: DATE: April 2, 2008 TOTAL NO. OF PAGES INCLUDING COVER: City of Zephyrhills Bldg, Dept, FAX NUMBER: PHONE NUMBER: SENDER'S REFERENCE NUMBER: RE: YOUR REFERENCE NUMBER: o URGENT 0 FOR REVIEW 0 PLEASE COMMENT 0 PLEASE REPLY 0 PLEASE RECYCLE Jackie, Attached please find the permit package for the Subsurface Grouting we discussed. I have the NOC & will bring with me (recorded & certified) when we pick up the permit, Please call me if you have any questions. Thanks, Monica ~ . Hayward Baker Inc. 6850 Benjamin Road Tampa. F.L 33634.04416 Tel: 813-884-3441 Fax: 813-884-3820 - March 18, 2008 Center for Radiation Oncology 7315 Green Slope Drive Zephyrhills, FL 33541-1314 SUBJECT: Subsurface Grouting Center for Radiation Oncology - Revised 7315 Green Slope Drive Zephyrhills, FL 33541-1314 HBI File No. T-07-10406 Dear Gentlemen: Hayward Baker Inc. (HBI) is pleased to present this proposal for sinkhole remediation by subsurface grouting. This proposal is based upon Central Florida Testing Laboratories, Inc.'s (CFTL) Comprehensive Geotechnical Investigation. PROBLEM DESCRIPTION According to the Comprehensive Geotechnical Investigation, the home is bearing upon soils that are being affected by deep sinkhole activity. In accordance with standard engineering and construction practices and in accordance with the geotechnical engineer, HBI will be performing a subsurface grouting program to stabilize the deep sinkhole conditions. GROUTING PROGRAM We follow CFTL's recommendations and scope to stabilize the sinkhole conditions by using a subsurface grouting program. This grouting program involves the injection of a sand, cement-fly ash grout under high pressure to compact and displace soils. In addition, the grout will tend to plug any breaches in the soil rock interface and minimize the possibility of future raveling of soils into solution cavities. The grout point locations indicated on the attached sketch have been located with similar projects in mind and as per CFTL' s recommendations. These are all preliminary and may be changed either before or during the grouting program as directed by the soils engineer. +-- California. Colorado. Florida. Georgia. Illinois Maryland . Missouri . New Jersey . New York . North Carolina Rhode Island . Tennessee . Texas . Washington . British Columbia HaywardBaker.com Equal Opportunity Employer Subsurface Grouting Center for Radiation Oncology Zephyrhills, FL March 18, 2008 Page 2 GROUTING WORK PLAN Drilling equipment will install nominal two to three inch diameter flush joint steel casing (grout pipe) at grout point locations as shown on the sketch. The casing will extend to anticipated depths on the order of approximately 55 to 85 feet beneath the ground surface. The intent is to intercept the limestone/soil interface, and continue drilling until firm limestone is encountered. HBI will angle their grout pipes as requested to maximize program effectiveness by treating under the interior of the building. The grouting will begin at the limestone layer. At this depth the grout will be pumped at pressures in the range of 50 psi to 300 psi. The higher pressures are necessary in order for the grout to seek loose areas and voids that exist in the limestone layer. At the limestone layer, the grout will form a mass or bulb that will tend to travel along the limestone/soil interface. Upon successfully treating the limestone layer, indicated by a pressure buildup, the grout pipe is semi-continuously withdrawn in one to two foot intervals. At each interval, the grout is pumped to displace and densify the surrounding soils. Again, the grout tends to expand in a mass or bulb. This expansion will displace, densify and collapse piping voids and channels that may exist in the overburden soils. The pumping continues at each interval until a satisfactory buildup of pressure is attained. The injection of the subsurface grout at grout point locations is controlled by both volume and pressure. The elevation of adjacent ground surfaces and structures are monitored by HBI during the grouting process. SITE ACCESS The grout points will be installed to minimize the amount of exterior and interior damage to the landscaping, trees, lawn area, etc. However, HBI shall not be liable or responsible for damage that occurs due to normal performance of the work. This includes damage to the landscaping. All vehicles, breakables, etc., should be removed from our work area prior to our mobilization. A brief site meeting prior to our mobilization would be helpful in clarifying our access requirements and any potential problem areas. SCOPE In HBI's experience with similar sinkhole profiles, the grouting scope, and a similar project, the area yields an estimated quantity of approximately 400 to 600 cubic yards of compaction grout injected through approximately 38 primary grout points. The cost of the compaction grouting program should be between $101,320 and $152,440. Our Schedule of Prices summarizes our cost estimate. IIA~ --- A Keller Company Subsurface Grouting Center for Radiation Oncology Zephyrhills, FL March 18, 2008 Page 3 SCHEDULE HBI will require approximately two weeks to complete the compaction grout program. HBI can typically respond within three to four weeks from the written notice to proceed. Upon your authorization, we can begin mobilizing our equipment and personnel to the site. Your acceptance of this letter and attached General Terms and Conditions will serve as our contract for this project. We assure you of our careful attention at all times. We have included our schedule of prices and list of general terms and conditions herein. We trust this proposal is of interest to you and look forward to being of service. If we can be of any assistance in clarifying any points in this proposal please contact us at (813) 884-3441, or visit our Internet website at www.HaywardBaker.com. Sincerely, HAYWARD BAKER, INC. f(~~~Cf-5l~ Karen D. Hecksher Residential Project Manager ~./~I/"~ Michael L. Smith, P.E. Florida License No. 61234 KDH/MLS/em cc: Ms. Connie Riddling, Nationwide Insurance No. 7709 BO 355208 Mr. Chris Stolze, CFTL No. 190442 IlAYWAIID --- A Keller Company GROUT RECOMMENDATION SHEET #28 . #27 . #26 . #25 . #24 . #23 #22 #21 #20 #19 . . . .#18 EI #14 .#17 EI EI .#16 .#13 1 Story CBS EI #12 . #15 #29 Raised Concrete Patio/Sidewalk .#31 @ #30. 34 #35. 15 ..J Cl c: ~ ra a. #36 - Cii .s:: c. '" <t: #37. #7 #8 Plant Bed Concrete Walk Asphalt Parking Lot Nt> . DESIGNATES GROUT POINT LOCATIONS AND ORIENTATIONS Approximate Scale 1 inch = 20 feet Central Florida Testin ESTIMATED GROUT POINTS 38 ESTIMATED DEPTH 55 - 85 Feet ESTIMA TED QUANTITY 400 - 600 Cubic Yards GROUT MIX REQUIREMENTS 1,500 28 days of age MAXIMUM PUMPING PRESSURE 100 psi above line pressure APPROXIMATE SLUMP RANGE 4 - 6 Inches Subsurface Grouting Center for Radiation Oncology Zephyrhills, FL March 18, 2008 Page 4 SCHEDULE OF PRICES HBI proposes to perform the work described in the accompanying letter for the unit prices listed below. It should be understood that final payment is determined upon actual quantities. The quantities are listed for budget purposes only. ITEM DESCRIPTION ESTIMA TED UNIT NO, QUANTITY PRICE 01 Mo bilization/Demobilization 1 $2,500 02 Install Grout Casing 2090 - 3230 $18.00/L.F. = Linear Feet $37,620 - $58,140 03 Inject Compaction Grout 8-12 $1 ,400/Day = Shifts $11,200 -$16,800 04 Compaction Grout Delivered 400-600 $125/C.Y. = (including waste) Cubic Yards $50,000 - $75,000 Budget: $101,320 - $152,440 PERMIT The permit will be invoiced at cost inclusive of a permit service fee. CLARIFICATION Item 03 is for a 4 to 5 man crew (approximately 8 hours) inclusive of concrete pump and all grout injection equipment required to perform the grouting. This rate will only be charged for the actual days required to grout and will not be charged for the drilling. Any grout standby charges will be invoiced at cost. IIA"""'! --- A Keller Company Subsurface Grouting Center for Radiation Oncology Zephyrhills, FL March 18, 2008 Subsurface Grouting Page 5 Combs Residence Spring Hill, FL HBI File No. T-07-10440 GENERAL TERMS AND CONDITIONS FACILITIES BY OTHERS: The following facilities and services are to be provided to HBI by others free of all costs to HBI: Utilities: HBI will contact "Call Sunshine" prior to commencing work. Call Sunshine is responsible for locating all utilities from the street to the house. The homeowner is obligated to ensure that all utilities are properly located, including the proper notification of any utility locating service applicable to the work. Furthermore, it is possible that damage may occur as a result of heave, settlement or intrusion caused by grout material due to the unforeseeable condition of the ground or utility. For this reason, HBI cannot accept responsibility for damages thus caused. Permits and Easement: Ifrequired, HBI will provide the permit. Water Supplv: Adequate supply of clean fresh potable water supplied to within 100 feet of HBl's operations. Electricitv: Electric service within 100 feet ofHBI's operations rated at 110 volts/30 amps. PROGRESSION WORK HBl's proposal is based upon carrying out the work in an unobstructed manner during regular working hours, Monday through Friday in a single uninterrupted visit to the site. In the event that HBI's work is interrupted for any reason beyond our control (excluding weather-related delays) we shall be compensated at the rate of$2,400.00 per shift for standby of the crew and equipment. PAYMENT TERMS 1. All amounts will be paid in full within 30 days of completion. Ifnot, HBI is entitled to recover attorney's fees when required to collect monies due us. 2. An interest charge of 1- 112 percent per month will be added to all overdue accounts. OTHER CONDITIONS Chane:ed Conditions: Notwithstanding all clauses of this contract, ifHBI, during its work, encounters 1) subsurface or latent physical conditions which differ from those indicated in this Agreement, or 2) unknown physical conditions of an unusual nature, differing from those ordinarily encountered, then HBI shall be entitled to an equitable price and schedule adjustment to compensate it for such changed condition. Confidentialitv: This proposal and all specifications, drawings, price and technical data submitted by HBI are to be treated as confidential and shall not be disclosed to any third party without express consent. Such information shall remain our property and be returned to us upon demand. ........ --- A Keller Company ,. . , . Subsurface Grouting Center for Radiation Oncology Zephyrhills, FL March 18,2008 Page 6 Insurance: HBI will provide the following insurance with limits as shown. 1. Comprehensive General Liability: (Combined Single Limit, Bodily Injury and Property Damage) $1,000,000.00 2. Automobile Liability: (Combined Single Limit, Bodily Injury and Property Damage) $ 500,000.00 3. Workman's Compensation STATUTORY Force Maieure: We cannot accept any liability for default or delay in the completion of our work when caused by strike, riot, war, or Act of God or other similar circumstances beyond our control. Limitation of Liabilitv: We will perform the subsurface grouting work in a professional manner in cooperation with the soils engineer. However, HBI shall not be liable or responsible for damage to the structure, landscaping, utilities, french drains, septic systems, wells, etc. and/or any consequential damages that may result from the normal performance ofthe work. Your insurance policy may also not include coverage for this damage. This may include some heaving of the subject structure or surrounding surfaces. All utilities and other services left in place shall be located, exposed, and shown to our on site representative prior to commencement of work. Indemnitv: Subject to the terms of the Liability Clause above, and to the correct soil conditions having been provided to us prior to our work, HBI shall insure, indemnifY and hold harmless the Owner and their employees from and against all claims, damages, losses, and expenses, including attorneys fees, but only to the extent of the negligence ofHBI, provided that any such claim, damage, loss or expense (1) is attributable to bodily injury, sickness, disease or death, or to the injury to or destruction of tangible property (other than the work itself) including the loss of use resulting therefrom, and only to the extent such claim is covered under the General Liability Policy ofHBI. Exclusions: Any items of work not specifically included in the proposal shall not be the responsibility ofHBI. Period of Acceptance: This proposal is offered for acceptance for a period of 30 days. IIA~ --- A Keller Company Central Florida Testing Laboratories, Inc. '.., C1E-~tmg f1)E-uE-lopmE.nt and cRE-uawh 12625 - 40TH STREET NORTH. CLEARWATER, FL 33762 TAMPA BAY AREA (727) 572-9797 FLORIDA 1-800-248-CFTL FAX (727) 299-0023 Nationwide Insurance Comprehensive Geotechnical Investigation of the Center for Radiation Oncology Zephyrhills, Florida Claim No. 7709 BO 355208 AU.. \\, PR1\ COD1: .' y wrr:l ALL bUILDI' :3 COljE AN' : UizDlNANCES (. Of H \ K~ Prepared for . 'f'J'P:: A-tD_~~."... _ LX. n,{~;d~'i l".,.r'\~ -- ~_~ " c~ He. 1,; ;., ..' .,;,..p\-'\YRJ. 1. \t ..t':S . ...1rn ,.-:.,';:AM \ i "! t:' "'., . ,~--., Ms. Connie Riddling P.O. Box 7267 Wesley Chapel, Florida 33545 And Center for Radiation Oncology 7315 Green Slope Drive Zephyrhills, Florida 33541 CFTL Lab No. 190442 Ce'ntral Florida Testing Laboratories, Inc. fJE.~ting fDE.uE.lop,1nE.nt and cRE.ua~ 12625-40TH STREET NORTH. CLEARWATER, FL 33762 TAMPA BAY AREA (727) 572-9797 FLORIDA 1-800-248-CFTL FAX (727) 299-0023 June 26, 2007 Nationwide Insurance Company P.O. Box 7267 Wesley Chapel, Florida 33545 and Center for Radiation Oncology 7315 Green Slope Drive Zephyrhills, Florida 33541 Re: Comprehensive Geotechnical Investigation of the Center for Radiation Oncology building located at 7315 Green Slope Drive, Zephyrhills, Florida Claim No. 7709 BO 355208 Our Lab No. 190442 Gentlemen, As authorized by Todd Mr. Belanger the original adjuster assigned to this claim, our office has inspected the above referenced property and conducted a comprehensive geotechnical investigation into the cause of reported settlement damage to the building. Our scope of services conducted during the investigation is described below. Scope of Work The scope and methodology of this evaluation was based on our interpretation of Florida Statute 627.707, and also generally follows the guidelines for conducting ground subsidence evaluations outlined in the Florida Geological Survey Special Publication No. 57 titled Geological and Geotechnical Investigation Procedures for Evaluation of the Causes of Subsidence Damage in Florida. . Conduct a site inspection to document and photograph the damage to the building, and to interview the onsite representative. . Review available published information pertaining to the site from sources such as Natural Resource Conservation Service (NRCS), Southwest Florida Water Management District (SWFWMD), Publication of Archival, Library & Museum Materials (P ALMM), United States Geological Survey (USGS) and the Pasco County Property Appraisers Office. . Conduct a floor elevation survey to determine the relative elevation differential that exists across the floor of the building and the apparent amount of settlement, if any. . Conduct a geophysical study of the property using ground penetrating radar (GPR) to document the lateral continuity of subsurface strata and to identify any anomalies if present. Nationwide Insuranc8 - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 Page 2 . Perform hand auger borings around the perimeter of the structure to better characterize the shallow soil conditions and to identify any deleterious materials such as buried debris, organic soils, or expansive clays that may be present. . Perform static cone penetrometer tests around the perimeter of the structure to better characterize the penetration resistance of the shallow soils encountered. . Conduct test pit excavations to determine the type of foundation, to measure its dimensions and the depth of embedment. . Perform four (4) standard penetration test (SPT) borings to determine the stability of the soil profile relative to the possible presence of sinkhole activity. . Issue a report of our findings including our opinion as to the cause(s) of the damage to the building. Previous Work A copy of a previously completed engineering report was furnished to our office for review. Bracken Engineering, Inc. completed a report of findings titled "Limited Structure Condition Assessment: Center for Radiation Oncology" at the subject property for Nationwide Insurance in February 2007 (File No. 307-007) that summarized the their limited structure condition assessment and presented an opinion as to the cause of damage to the building. The Bracken Limited Structure Condition Assessment consisted of a cursory, non-destructive visual evaluation with observations documented with photographs. It was the opinion of Bracken Engineering, based on their observations, that the interior wall damages and the water intrusion observed and reported was directly attributable to the stucco control joint deficiencies; that the lack of a protective coating atop the steel control joint served to promote degradation of the steel and subsequent delamination of the stucco, thus promoting water intrusion to the interstitial wall cavities; that the pronounced crack within the foyer floor slab was the result of a shrinkage crack aggravated by differential movement of the structure; that while the cause of the damage was found to be soil displacement, the full cause and extent of the soil displacement remains unidentified. Bracken Engineering recommended that a geotechnical engineer be consulted so as to identify any subsurface anomalies and to develop a subsurface remedial plan to arrest any further differential displacements as deemed necessary. Site Description and Inspection The subject structure is a one story, slab on grade, masonry structure located in southeastern Pasco County in Zephyrhills, Florida. The property is in Section 34 of Township 25 south, Range 21 east. According to the Pasco County property appraiser, the property is owned by Center For Radiation Oncology of Zephyrhills Inc, and the legal description of the property is as follows. Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 }\T r ~:'* vide Insuranc~ - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL L" . -to. 190442 Page 3 COM AT NE COR OF SEl/4 OF SEC TH N89DG 58' 35"W ALG NORTH LINE OF SEl/4 1345.17 FT TO POINT ON NLY EXTENSION OF WEST R/W LN OF GREEN SLOPE DR TH SOODG 07' 42"W 925.78 FT FOR POB TH CONT SOODG 07' 42"W 200.00 FT TH N89DG 58' 40"W 200.00 FT TH NOODG 07' 42"E 200.00 FT TH S89DG 58' 40"E 200.00 FT TO POB THE SOUTH 7.50 FT THEREOF BEING RESERVED FOR DRAINAGE EASEMENT OR 3689 PG 1932 OR 3835 PG 1901 Parcel ID: 34-25-21-0000-00300-0085 The property is located to the north of Campo Avenue, south of Laurel Hammock Drive, east of u.S. Highway 301, and west of Highland Loop as shown on the attached location map (Figure 1.). According information obtained from the Pasco County Property Appraisers' online database, the building was constructed in 1998. A representative for the Center for Radiation Oncology, Ms. Sharon Hoffman, was present during our inspection of the building on March 13, 2007. It is our understanding that the cause of the claim was from the recommendation of the Structure Condition Assessment by Bracken Engineering and the ongoing damage of the cracking in the floor of the foyer. Our inspection exterior of the building noted the following. For reference to describing damage and site features, the building is located on the west side of Green Slope Drive and the front of the building faces east. · North Elevation - There was a hairline horizontal crack near the northeast comer. There was a hairline to 1/16" vertical crack at the upper portion of the wall, near the center of the wall. There were a few minor hairline vertical cracks in the stucco texture along the exterior wall of the radiation room. There was a newly installed retention wall approximately 7 to 9 feet high installed at the north neighboring property along the northern property line approximately 25 feet north of the building. The retention wall appeared to be in good condition. There were several small hairline cracks along both sides of the masonry wall that encloses the area where the air conditioning units are located. · South Elevation - There was a hairline crack in the precast concrete windowsill of the southwest office that appeared to occur at a joint seam. There was a hairline crack at the lower right comer of the window of the southwest office. There was a hairline vertical crack near the middle of the elevation. · East Elevation - There was a few hairline cracks in the curved decorative wall near the front entrance. There was up to 1/8" separation along the vertical joint of the east wall and the decorative (curved) stucco/glass block wall near the entrance. There was hairline step cracking along the lower portion of the east exterior wall of the Simulation room, near the location of the interior water staining and near the northeast comer of the building, all of which seemed older in nature. There was apparent corrosion along the vertical control joints in the wall and minor hairline cracking at the control joints. There was up to 1/4" separation of the Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Natlol1\/ide Insurance, - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No,. 190442 Page 4 · raised rear deck from the east wall. There were several hairline to 1/32" wide cracks below and extending from the lower corners of the west windows of the offices, lab and physics rooms. There were a couple cracks in the precast concrete windowsills that appeared to occur at joint seams. · West Elevation - There were multiple hairline cracks in the lower mortar joints of the west face of the masonry wall that encloses the air conditioning units that seems older in nature. There was up to 1/8" separation cracking at the joint of the north masonry wall and the northwest corner of the building. There were several hairline cracks in the stem wall and lower portion of the wall that appear to be older in nature. There was a 1/16" wide vertical crack along the exterior wall of the block room. There were multiple hairline to 1/32" wide cracks in most of the mortar joint of the raised rear deck, all of which appeared to be older in nature. It was observed that the northern portion of this wall steps out at the base and appears to have been thickened by design, possibly due to the extra load of the lead lined radiation room or because of the significant amount of fill within the stem wall on this side of the building. It also appears that some type of grade beam has been added at the base of this portion of the wall to provide additional support. It is not known if this was due to a slope stability issue that arose during construction of the building or was added at a later time. Our inspection of the interior of the building noted the following. · Foyer - There was a 3/32" wide crack in several of the floor tiles. There was up to 1/16"cracking in a small decorative glass block wall knee located to the south of the entrance that overlies the tile crack. · Dark Room - There was hairline separation cracking along the doorframe of the south utility room door. · Central Hallway - There was deformation and cracking in a ceiling panel near a light fixture. · Simulation Room - There was evidence of water intrusion (water staining) along the lower portion of the east wall. For reference, we have included color photographs of the building and some of the damaged areas, an area map showing the site location (Figure 1.) and a site schematic (Figure 2.) showing pertinent features and our testing locations. Review of Published Data Soil Survey A review of the Natural Resource Conservation Service (NRCS) publication titled Soil Survey of Pasco County, Florida, issued by the U.S. Department of Agriculture (USDA) in 1982 was used to determine the type soils that are found beneath subject site. The survey lists the soils found beneath the subject property and the immediate surrounding area as being Arredondo fine sand. The survey lists Arredondo fine sand as a nearly level to gently sloping, well-drained soil found as irregular shaped areas on the uplands. The slopes are smooth to concave and typically have 0% t05 5% slope. The water table is more than 6.0 feet deep. Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 ;:. l'Jaliml\ fide Insuranct.( - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 Page 5 TOPo2raphv A review of the 1990 USGS topographic quadrangle titled Dade City, FL shows that the site is located within a relatively hilly portion of Pasco County. The map also shows that the site is located along the west side of a large hill that ranges in elevation from approximately 175 feet to 85 feet National Geodetic Vertical Datum (NGVD). The map shows that the natural ground where the site is located is between 126 feet and 116 feet NGVD, which is an approximate 10-foot slope across the property from west to east. A portion of the topographic map is included in this report as Figure 6. Field observations indicate that the subject site has been reworked, filled and graded to produce a level building site and that a very steep slope has been formed directly adjacent to the west side of the building (beginning less than 5 feet from the west wall) that slopes down to an existing drainage basin. Potentiometric Surface A review of a recent (September 2005) map depicting the potentiometric surface of the upper Floridan aquifer distributed by the Southwest Florida Water Management District (SWFWMD) and the USGS showed that the potentiometric surface of the upper Floridan aquifer to be approximately 70 feet NGVD or approximately 50 feet below land surface, indicating that a downward hydraulic gradient does exist at this site. Aerial Photo2raphv A review of the available historical aerial photographs dating back to 1942 of Pasco County from the USGS, P ALMM, and the Pasco County Property Appraiser was conducted. These early aerials show the surrounding area as partially developed with cleared land, early roads and citrus groves located to the east of the site location. These aerial photos found that the site location was mostly undeveloped in 1941 and 1957 with abundant trees and with the northeast portion being a part of a citrus grove. The aerial photographs did not show any obvious land surface features of concern, such as wetlands, circular ponds, or mining operations, on the lot where the Center for Radiation Oncology building was later constructed. A copy of the 1957 aerial photograph showing the area surrounding the site location was included in this report as Figure 5. A recent color aerial photograph from 2006 showing development of the nearby area and the location of the Center for Radiation Oncology building is included as Figure 4. Floor Elevation Survey The elevation survey of the interior floor found a total elevation differential of 2.4 inches across the main floor of the building between the highest area along the eastern portion of the building (in the waiting areas, the reception area and in the east bathroom) and the lowest area along the western portion of the building (west-central office and laboratory). The raised rear concrete deck generally sloped away from the building's west elevation, which would be typical to allow for drainage. The front porch generally sloped away from the building, which is also typical to allow for drainage. The American Concrete Institute (ACI) Craftsman Series-Slab on Grade Table 5.2 lists the floor finish tolerance for conventional bull floated slabs to have a Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance, - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 Page 6 maximum deviation from a 10ft. straight edge to be 1/2" to account for surface irregularities in finishing the slab. Additionally, ACI Standard Specifications for Tolerances for Concrete Construction and Material (ACI 117-90) Section 4.3.1.1 shows an allowable tolerance for top of slabs to be plus or minus 3/4" (1.5 inches total). The exception to this is exterior slabs, which are typically finished to slope away from the structure to allow for drainage and may exceed ACI tolerances. Corrections to the survey data have been made to compensate for differences in floor covering thickness effectively bringing the survey data down to the level of the floor slab. Based on the results of the floor elevation survey, it appears that some post- construction settlement has occurred to the main floor along the western side of the building. Please refer to the floor survey drawing (Figure 3.) for a colorized contour drawing of the measured elevation differential discussed. Ground Penetrating Radar (GPR) Principles & Methods The ground penetrating radar equipment used was a RAMAC X3M manufactured by MALA GeoScience in Mala, Sweden. The setup used consisted of the RAMAC monitor control unit coupled to the X3M which was attached to a 250 MHz antenna mounted on a self-contained cart. The cart has a calibrated measuring wheel electronically coupled to the control unit which allows precise linear measurements to be obtained along the transect line during the field work. These measurements and distances can be translated into accurate locating of subsurface features when they are identified. Ground Penetrating Radar (GPR) is also known as subsurface interface radar or impulse radar and can provide a nearly continuous profile of the subsurface conditions. High electromagnetic frequencies (typically between 40 MHz - 2.5 GHz) are transmitted from an antenna that is usually located on or near the ground surface. The electromagnetic pulse is transmitted into the ground and reflections return where there is an interface between subsurface materials of differing dielectric properties. The antenna has electronics that function as a transmitter and a receiver. The reflections returned from the subsurface are relayed from the receiver to the digital control unit and are recorded on an internal hard disk. Depths to the reflected interfaces can be calculated using depths from boring data or can be estimated by using known propagation rates for similar materials. GPR does not specifically identify the subsurface materials, but it does identify when a change in the subsurface strata has taken place. This can be very useful in documenting the continuity of subsurface layers such as a confining layer for ponds and landfills, identifying potential areas of karst erosion and locating underground pipes or other utilities. Ground Penetrating Radar Study The site was surveyed using a measuring wheel and/or a 200-foot tape measure, and an approximate scale drawing was prepared. A total of thirty-six transect lines were laid out over accessible parts of the yard and were labeled T 1 through T36. Optimum results were achieved using the 250 MHz antenna at a time range of 120 nanoseconds (ns). The GPR study was done across accessible areas of the property with 2,900 linear feet of transect lines being completed. Central Florida Testing Laboratories, Ine. 12625 - 40th Street North, Clearwater, FL 33762 tJa6.\)n~v'ide Insuranc~ - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 Page 7 The GPR profiles generally appear show that the site is covered by sandy soils extending to depths of approximately 3 to 4 feet and are underlain by clayey soils. The reflections from the clayey soil stratum were fairly level to slightly undulating and continuous across the site. The overall depth of the GPR penetration was generally limited to less than 10 feet due to the attenuation of the signal in the clayey soils. There were no subsurface features observed in the GPR profiles within the area and depth of the study that were interpreted to represent possible sinkhole related features. There were a few near surface high amplitude reflections or high amplitude reflections with a slightly hyperbolic shape seen in some of the profiles that in our experience are consistent with buried utilities, buried tree stumps or some type of near surface debris. A few examples of the GPR profiles were annotated, and included in this report. The reader is referred to the site schematic (Figure 2) for the locations of the individual transect lines and any subsurface anomalies (shaded areas) that may have been identified. Geotechnical Test Methods The deep borings were completed using sampling intervals more frequent than those required by ASTM Specifications, D-1586, describing the Standard Penetration Test or "split-spoon" method of sampling. The penetration resistance testing and sample taking were accomplished with the use of a 2" a.D. sampler seated six inches into the bottom of the borehole and advanced an additional foot under the effort of a 140-pound hammer falling freely thirty inches. The number of blows required of the hammer to advance the sampler one foot into undisturbed material was noted as the blow count (N) of that particular stratum. Portions of each soil sample so taken, were classified, sealed in moisture-proof containers and returned to our laboratories for verification of field classification. Borings were advanced using a rotary drill rig, utilizing are-circulating attapulgite or bentonite drill fluid to maintain the borehole in non-cohesive soils and to remove cuttings created by the drill bit. Upon completion, the deep borings were grouted/sealed closed in accordance with water management district guidelines. The hand auger borings were completed using a bucket type of auger that allows samples to be taken and visually classified at approximately six-inch increments. Static hand cone penetrometer data was also gathered from the hand auger borings and below the foundation in the test pit excavations at I-foot intervals. The penetrometer consists of a measuring instrument, a probing rod and a cone tip. The penetrometer is pushed perpendicular into the soil at a constant speed of approximately 2 centimeters per second by applying equal pressure on both grips. The resistance measured by the cone is read on a pressure gauge at the surface with the maximum resistance being recorded by a dragging pointer. No direct correlation between penetration resistance and "N" value can be made, however, a Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insuranc6 - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL -Lab No. 190442 Page 8 factor of 1/4 is generally used to relate penetrometer resistance (kg/cm2) to "N" value. Hand Auger Borings Hand auger borings numbers HA 1 through HAS were conducted around the perimeter of the building. The actual test locations are plotted on Figure 2. Detailed descriptions of the hand auger borings are included in the appendix of this report. Hand augers HA 1 through HAS found predominantly sandy soils followed by a moderately plastic clayey sand layer. The clayey sand began at depths ranging from 2.8 to 4.0 feet below land surface and extended to the termination depth of each boring at 6.0 feet below land surface. The shallow ground water table was not encountered in any of the hand auger borings at the time of the tests. Static hand cone penetrometer tests were conducted at each of the hand auger location and found the upper soils to be somewhat loose in the upper foot and medium dense to dense or stiff below that depth. Individual charts of the penetrometer readings taken at the hand auger locations are included in the appendix of this report. Test Pit Excavation Two test pit excavations of the foundation were completed around the building to determine foundation type, and to measure the foundation dimensions and embedment depth. The actual test locations are plotted on Figure 2. In addition, hand cone penetrometers were conducted in the test pits at I-foot intervals beginning at the bottom of the foundation. The test pit excavations completed found the building to be constructed on a typical stem wall with a strip footing foundation system. Test pit excavation TP 1 was completed on the east side of the building and found the strip footing to be approximately 22 inches wide, 11 inches thick, and the bottom of the footing was embedded 28 inches below grade. Test pit excavation TP2 was completed on the south side of the building and found the strip footing to be approximately 22 inches wide, 6 inches thick, and the bottom of the footing was embedded 25 inches below grade. According to the current Florida Building Code (Section 1804.13), the bottom of foundations shall extend no less than 12 inches (305 mm) below finish grade. The embedment depth of the foundation measured in both of the test pit excavations exceeded this requirement. Static hand cone penetrometer tests were conducted at each test pit location and found that the soils present immediately below the foundation were medium dense of denser from zero up to five feet below the foundation. Individual charts of the penetrometer readings taken at the test pit locations are included in the appendix of this report. Standard Penetration Test Borings Boring B-1 was drilled on the east side of the building near the damage noted in Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL . Lab N(i). 190442 Page 9 the foyer. This SPT boring encountered sandy soils to a depth of 2.8 feet. At 2.8 feet, firm clayey sands were encountered to a depth of 6.8 feet, followed by a medium dense sand layer to 9.0 feet. At 9.0 feet, stiff to very stiff clayey sands were found to 18 feet. At 18 feet, dense to medium dense silty sands were found to 32 feet. At 32 feet, stiff to very stiff clayey sands were found to 48 feet. At 48 feet, a raveled zone of soft clays was encountered to a depth of 61 feet. These raveled soils were soft to very soft and recorded drops of the drill rod plus the weight of the hammer under its own static weight (Weight-of-Hammer - WOH) at the 50 and 55-foot sampling intervals, and a drop of the drill rod under its own static weight (Weight-of-Rod - WOR) at 60 feet (totaling 12 inches). At 61 feet, very hard limestone was encountered in which the boring was terminated at 65.0 feet. There was a partial loss of drilling fluid circulation associated with the raveled zone at 51 feet followed by a complete circulation loss at the clay/rock interface at a depth of 61 feet. Boring B-2 was drilled on the east side of the building near the area of water intrusion in the simulation room and near older exterior cracking. This SPT boring encountered silty sands to 2.2 feet, followed by very stiff clayey sands to 6.3 feet. At 6.3 feet, medium dense silty sands were found to 9.0 feet, followed by stiff to very stiff clayey sands to 23.5 feet. At 23.5 feet, medium dense silty sands were found to 38 feet, followed by very stiff clays to 54 feet. At 54 feet, very hard limestone was encountered in which the boring was terminated at 60.0 feet. There was no loss of drilling fluid circulation in this boring. Boring B-3 was drilled on the north side of the building near northwest comer. This SPT boring encountered sandy soils to a depth of 2.8 feet. At 2.8 feet, stiff clayey sands were encountered to a depth of9.0 feet, followed by a medium dense sand layer to 12.0 feet. At 12.0 feet, stiff to hard clayey sands were found to 37 feet. At 37 feet, medium dense sands were found to 48 feet. At 48 feet, stiff to very stiff clayey sands were found to 56 feet. At 56 feet, an extensive raveled zone of very soft clays was encountered to a depth of 84.5 feet. These raveled soils were generally very soft and recorded a WOH drop of 2.0 feet at 60 feet, a WORfWOH drop totaling 8.0 feet at 70 feet and a WOR drop of 4.5 feet at 80 feet. At 84.5 feet, very hard limestone was encountered in which the boring was terminated at 85.0 feet. There was a complete loss of drilling fluid circulation associated with the top of the raveled zone at 56 feet. Boring B-4 was drilled on the south side of the building near the southwest comer. This SPT boring encountered sandy soils to a depth of 0.7 feet, followed by very stiff clayey sand to 6.7 feet. At 6.7 feet, slightly loose silty sands were found to 8.4 feet, followed by hard clayey sands to 18 feet. At 18 feet, dense to very dense sandy soils were found to 33 feet. At 33 feet, hard to very stiff clays were found to 62.5 feet. At 62.5 feet, very hard limestone was encountered in which the boring was terminated at a depth of 70.1 feet. There was a partial loss of drill fluid circulation at a depth of 54 feet, followed by a complete loss of circulation within the limestone at 70.1 feet. Laboratory Test Results Physical analyses were conducted on samples of the upper clayey soils found in both the hand auger borings and the SPT borings. The analyses of the samples consisted of Atterberg Limit tests according to ASTM D-4318 and sieve analyses per ASTM C-136. The results of the analyses are listed in the table below. Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Natiomwide Insuranct:t - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab NQ. 190442 Page 10 Sample % % 0/0 In situ Location! Soil uses Passing Passing Passing Liquid Plastic Plasticity Moisture Depth (ft.) Description Symbol 40 Sieve 200 Sieve 270 Sieve Limit Limit Index (%) HA5, 2.8-6.0 layey Sand, Brownish yellow SC 96.7 28.3 27.3 28 12 16 13.8 HA6, 3.3-6.0 rlayey Sand, Brownish yellow SC 97.7 26.5 25.7 25 15 10 16.1 B-1, 5-6.5 rlayey Sand, Brownish yellow SC 97.4 36.8 35.9 32 16 16 16. I B-3, 5-6.5 "Iayey Sand, Brownish yellow SC 89.6 28.6 26.6 33 17 16 16.4 B-4, 3-4.5 Clayey Sand, Dark yellowish brown SC 98.8 40.1 39.1 32 18 14 15.6 B-4, 10- I 1.5 "Iayey Sand, Dark yellowish brown SC 97.7 36.1 35.8 35 15 20 16.7 Clayey soils with a Plasticity Index (P.I.) of less than 10 are considered to have low plasticity, those with a P.I. between 10 and 30 are considered to have moderate plasticity, and soils with a P.I. over 30 are considered to be highly plastic. Based on the results of the laboratory tests, the shallow clays occurring beneath the Center for Radiation Oncology property are considered moderately plastic. The insitu moisture content of these soils was near the plastic limit, indicating that they were in a somewhat dry state when sampled. Conclusions The data developed in this comprehensive geotechnical evaluation of the Center for Radiation Oncology building indicates that the reported damage may be the result of a combination of factors including: the initial consolidation of fill soils, masonry mortar shrinkage, material shrinkage, construction defects, volume changes occurring within shallow clay soils and general ground subsidence due to sinkhole activity. These conclusions are based upon the following: Most of the exterior damage to this 9-year old building appeared to be older in nature. This type and age of damage is consistent with minor settling associated with the initial consolidation of fill soils upon loading and from masonry mortar shrinkage. Most of the minor exterior damage was noted along the west side of the building and based on the topographic map this side of the building would have the most (deepest amount of) fill under the foundation. Settlement occurring because of the consolidation of fill soils will generally occur within the first few years after a building is constructed and will lessen with time as the soils equalize to the load imposed by the weight of the structure. Environmental conditions such as periods of drought, periods of heavy rainfall and vibrations associated with nearby construction activities can cause additional minor cracking to occur. The water intrusion problem has been previously evaluated by Bracken Engineering and was determined to be a construction related defect. It appears that the building may have sustained settlement problems in the past or possibly slope stability problems. The added concrete grade beam present at the base on the west wall behind the radiation room appears to have been an attempt to provide additional support for the building to what was originally designed. Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insuranc~ - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 Page 10 Sample 0/0 0/0 0/0 Insitu Location! Soil uses Passing Passing Passing Liquid Plastic Plasticity Moisture Depth (ft.) Description Symbol 40 Sieve 200 Sieve 270 Sieve Limit Limit Index (%) HA5,2.8-6.0 Iclayey Sand, Brownish yellow se 96.7 28.3 27.3 28 12 16 13.8 HA6,3.3-6.0 !clayey Sand, Brownish yellow se 97.7 26.5 25.7 25 15 10 16.1 B-1, 5-6.5 Ictayey Sand, Brownish yellow SC 97.4 36.8 35.9 32 16 16 16.1 B-3, 5-6.5 Iclayey Sand, Brownish yellow SC 89.6 28.6 26.6 33 17 16 16.4 B-4, 3-4.5 Ictayey Sand, Dark yellowish brown SC 98.8 40.1 39.1 32 18 14 15.6 B-4, 10-11.5 Ictayey Sand, Dark yellowish brown SC 97.7 36.1 35.8 35 15 20 16.7 Clayey soils with a Plasticity Index (P.I.) of less than 10 are considered to have low plasticity, those with a P.I. between 10 and 30 are considered to have moderate plasticity, and soils with a P.I. over 30 are considered to be highly plastic. Based on the results of the laboratory tests, the shallow clays occurring beneath the Center for Radiation Oncology property are considered moderately plastic. The insitu moisture content of these soils was near the plastic limit, indicating that they were in a somewhat dry state when sampled. Conclusions The data developed in this comprehensive geotechnical evaluation of the Center for Radiation Oncology building indicates that the reported damage may be the result of a combination of factors including: the initial consolidation of fill soils, masonry mortar shrinkage, material shrinkage, construction defects, volume changes occurring within shallow clay soils and general ground subsidence due to sinkhole activity. These conclusions are based upon the following: Most of the exterior damage to this 9-year old building appeared to be older in nature. This type and age of damage is consistent with minor settling associated with the initial consolidation of fill soils upon loading and from masonry mortar shrinkage. Most of the minor exterior damage was noted along the west side of the building and based on the topographic map this side of the building would have the most (deepest amount of) fill under the foundation. Settlement occurring because of the consolidation of fill soils will generally occur within the first few years after a building is constructed and will lessen with time as the soils equalize to the load imposed by the weight of the structure. Environmental conditions such as periods of drought, periods of heavy rainfall and vibrations associated with nearby construction activities can cause additional minor cracking to occur. The water intrusion problem has been previously evaluated by Bracken Engineering and was determined to be a construction related defect. It appears that the building may have sustained settlement problems in the past or possibly slope stability problems. The added concrete grade beam present at the base on the west wall behind the radiation room appears to have been an attempt to provide additional support for the building to what was originally designed. Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No, 190442 Page 11 The hand auger borings and SPT borings found clayey sands to occur at shallow depths beneath the site and laboratory testing found them to be at the lower end of the moderate plasticity range. However, some of these soils would be considered marginally expansive based on the current Florida Building Code, and should be taken into consideration when designing a shallow foundation system bearing in these soils. We do not know if this was taken into consideration when the building was constructed. The building is located on the side slope of a hill which slopes downward to a retention pond, and the soils underlying the site would be subject to fluctuating moisture conditions. Variations in the moisture content are capable of causing volume changes to occur within these clayey soils and to cause minor damage to an overlying structure. The minor cracks/separations noted in the windowsills are in joints between the precast sill sections and are not the result of settlement of the building. Two of the four SPT borings did find evidence of sinkhole activity with drops of the drill rod, raveled soil zones and associated losses of drill fluid circulation. Boring B-1, which was drilled by the primary cause of concern encountered a raveled zone from 48 feet to 61 feet with small WOH and WOR zones encountered. A partial loss of drilling fluid occurred well above the limestone, in the raveled zone, at 50 feet indicating the presence of a void or a hydraulic connection to the underlying limestone formation that would facilitate a downward migration of soils. Boring B-3, which was drilled near the northwest comer of the building encountered a large raveled zone from 56 feet to 84.5 feet and recorded multiple WOR and WOH drops ranging from 2 to 8 feet. A complete loss of circulation occurred near the top of this zone indicating the presence of a void or a hydraulic connection to the underlying limestone formation that would facilitate a downward migration of soils, causing a loss of bearing capacity. This sinkhole activity is capable of having weakened the soil profile to the extent in which ground subsidence has occurred and contributed to the damage observed. In conclusion, it is our opinion based on the data generated in this comprehensive geotechnical investigation, that active sinkhole conditions are present beneath the site and cannot be ruled out as a contributing factor to the damage observed. Recommendations As noted above, since sinkhole activity was found beneath the building and may have contributed to the damage observed, it is our opinion that remediation of the sinkhole activity should proceed as follows: 1) The deeper portions of the soil profile that have been effected by sinkhole activity can be stabilized by a program of subsurface grouting where a cementitious grout mix is pumped under low to moderate pressures beginning at the upper surface of the competent rock and progressing upward through the raveled soil zones toward the surface. If the deep subsurface stabilization is undertaken, the grouting should be performed around the perimeter of the building with the points alternately angled toward the center of the building. The deepest installed injection point should be pumped first with successive points from deepest to most shallow being pumped afterward. All injection points should be installed prior to the commencement of the pumping. Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance. - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No.' 190442 Page 12 Based on the soil profile found by our borings and our experience with similar projects, we would estimate that approximately 400 to 600 cubic yards of grout injected through 38 points might be used in this type of stabilization process. Actual grout quantities may differ significantly from this estimate and can be best defined after several initial grout pipes are pumped. The points that extend the deepest to competent limestone should determine the locations of these initial grout points. A comprehensive set of compaction grouting recommendations has been included in the appendix of the report. We recommend that if the deep subsurface stabilization is done that a representative of our firm be present to monitor the grouting work. This monitoring will provide verification of grout quantities, depths of injection, and assist in answering questions that may arise during the repair program. Although the recommendations provided above have been formulated along recognized "standard of the industry" guidelines for sinkhole stabilization work and have then been tailored to address specific site conditions found by our borings and evaluation, the possibility that additional damage may occur to the building cannot be ruled out. A licensed contractor selected by the building's owner or Nationwide Insurance will be performing the work. Further involvement of CFTL in the stabilization process beyond this evaluation is one of a third party monitor, and therefore, any subsequent or consequential damage, which may occur to the building or property during the stabilization process shall not be the responsibility of Central Florida Testing Laboratories, Inc. We have included a grout recommendation sheet for use in bidding by contractors of the owner's or Nationwide's choosing. We are available to review any bids submitted to make comparative comments to aid in the selection of the most qualified contractor, if requested. Estimates received from qualified contractors should include costs for mobilization of equipment, drilling and installation of grouting pipe and pumping of grout, and should be compared to policy limits. A copy of the soil stabilization proposal should be sent to our office and upon receipt we will submit a separate proposal outlining our fees, costs and limits of liability to provide the necessary monitoring and inspection of the stabilization program to the owner or Nationwide Insurance. 2) It is our opinion that the building has sustained some differential settlement that will not be addressed by subsurface grouting alone. We recommend that Bracken Engineering be retained to conduct an additional more comprehensive structural assessment and make recommendations for any structural or non- structural repairs determined to be necessary. 3) We recommend that any cosmetic repairs necessary should not begin until at least 30 days after completion of the grouting to allow for equalization of stresses that may be imposed by the grouting on the subsurface soils. All cosmetic repairs should be done by a licensed building contractor. Estimated Stabilization Costs For budgeting purposes, we are providing an estimate of the cost of subsurface soil stabilization if performed according to our recommendations. This estimated Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance, - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 Page 13 cost of grouting is based upon a recent review of the unit costs supplied by qualified specialty contractors who perform this work. This estimate may vary from actual bid costs due to material cost changes, labor costs and mobilization costs that have changed since our review. Our estimate of costs for the soil stabilization program recommended (deep grouting program) is between $106,000 and $138,000. Additional to these costs will be our fees to monitor the grouting program and to provide a final report and a certification of the work performed. Our fees are estimated at $7,000 to $9,000. Sinkhole Parameters Exactly what is a sinkhole? What causes it? What defines sinkhole damage to a structure? These are all important and valid questions. The American Heritage Dictionary defines a sinkhole as a natural depression in a land surface communicating with a subterranean passage, generally occurring in limestone regions and formed by solution or by collapse of a cavern roof. The word karst is a term that is associated with sinkholes. Karst landscape is formed from the dissolution of carbonate bedrock. Karst terrain is characterized by the presence of sinkholes, springs and caves. It is typically drained internally where drainage moves rapidly into the ground through a network of fractures, pores and voids in the bedrock. Sinkholes occur naturally due to the dissolution of the soluble carbonate bedrock. The beginnings of sinkhole development or karstic erosion begins as slightly acidic groundwater flows through interconnected pores and fractures in the carbonate bedrock (limestone or dolostone). The groundwater becomes slightly acidic as the rainwater passes over decaying plant matter that gives off carbon dioxide. This carbonic acid attacks the carbonate rock and increases the size of the pores and fractures through which it flows. The more the size of the fractures and pores increases, the more the rate of dissolution increases due to the increased volume of flow. Different types of sinkholes can form depending upon the depth at which the bedrock occurs, what the overburden soils consist of and how thick they are. Where there is very little or no soil cover above the limestone bedrock, dissolution sinkholes can form. This is a very slow developing type of sinkhole and presents no hazard in the lifetime of a person. The dissolution of the limestone may take hundreds or thousands of years for a single foot. The ones that have formed are seen surficially as broad, saucer shaped landforms. The second type of sinkhole forms where there is a collapse in the bedrock and is called a cavern collapse or a bedrock collapse sinkhole. These are the type of large catastrophic sinkholes that are occasionally seen in news headlines. These form when the roof over a large void or cavern in the bedrock collapses and the overlying ground surfaces collapses to fill the void that has been created. These are rare and only a very small percentage of the sinkholes that develop in Florida are of this type. Central Florida Testing laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance.- Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No: 1 90442 Page 14 The third type of sinkhole is called a subsidence sinkhole, which can then be subdivided into cover collapse and cover subsidence sinkholes. Subsidence implies that the overlying soils subside into pre-existing fractures and cavities in the bedrock. Cover subsidence sinkholes are generally slow developing and can take weeks or months for small amounts of surficial displacement to occur. Cover collapse sinkholes are much more rapid in terms of the rate of surface subsidence. This generally occurs where the bedrock is overlain by a thick sequence of cohesive soils. The cohesive soils overlying a void in the bedrock will gradually ravel or spall into the bedrock cavity and creating a cavity in the soils. The cavity will then collapse when the overlying soils become too weak to bridge the cavity. The overlying non-cohesive soils will then fill the cavity and a surface soil displacement is seen. The fourth type of sinkhole is known as a buried sinkhole. This is a sinkhole that has formed at sometime in the geologic past and has been infilled with younger sediments. This type can be an engineering hazard because it shows no surficial expression and is subject to re-activation. These buried sinkholes can be in stable or unstable condition. They may be termed as unstable if they are filled with very soft or loose sediments and changes in the hydrologic system may cause re- activation. They may also be in a completely stable condition and be filled with firm or dense sediments that are often more stable than the surrounding area. Determining that damage to a structure is the result of sinkhole activity is often a complex problem. Generally, the obvious open hole left by a "drop out" of soils is not seen. To determine that damage to a structure is the result of a cover subsidence type sinkhole, it must be shown with boring data that there is a very soft or loose strata (raveling zone) in contact with the limestone bedrock that would indicate some type of erosion, downward migration of soils and subsidence has taken place. To infer that the structural damage to a building had occurred as a result of this subsidence, the raveling zone should extend from the bedrock to or near the ground surface. If the raveling zone does not extend all the way to the surface it must then be determined if the overlying strata would "bridge" the raveling zone and support the structure. The presence of soft or loose zones encountered in a boring, or the loss of drill fluid circulation does not in itself prove that sinkhole activity is taking place. Many times drill fluid circulation will be lost at the interface between differing strata, which is not necessarily an indicator of a void. Soft or loose zones are a common occurrence in bore holes, to say that they are the result of sinkhole activity it must be shown that the soft or loose zone is in contact with the bedrock and extends upward. Damage to structures is often multivariate problems. Cover subsidence activity is many times combined with damage from shrink/swell clays, peat or muck. A comprehensive settlement investigation can determine the cause or causes of subsidence to a building. Compliance with Florida Statutes Section 627.707 In compliance with the above stated Florida Statute, this report was prepared Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance,- Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No.. 190442 Page 15 under the direction and supervision of both a Professional Engineer licensed in the State of Florida whose field of expertise is geotechnical engineering and a Professional Geologist licensed in the State of Florida who has geological experience and expertise in the identification of sinkhole activity. Both the engineer's and geologist's signatures and seals with Florida Registration Numbers appear on the report. We certifY that it is our professional opinion, based on the data generated by this investigation, that there is evidence of sinkhole activity occurring under the property and that it cannot be eliminated as a possible cause of damage. The analysis conducted, in our opinion, was of sufficient scope to identifY sinkhole activity as a possible cause of the damage described within a reasonable professional probability. Limitations The geotechnical investigation and report deals only with the soil zones and strata located within the area represented from the ground surface to the termination depth of the boring. It is not intended to predict or accept responsibility for sinkhole development, but rather, to define the soil profile consistent with determining if sinkhole related activity is present under the property. This determination of activity cannot construct a time frame to past action or predict a time period to future activity. Generally accepted soil mechanics and foundation engineering practices were utilized in the preparation of this report; and no other warranty, either expressed or implied is made as to the recommendations provided. This report is for the exclusive use of our client and may not contain sufficient information for other uses, such as quantity take-offs, or for interpretation by other parties for bidding purposes. In the event others make conclusions and/or recommendations based on our data, such conclusions and/or recommendations are not our responsibility unless we have been given an opportunity to review and concur with them. If borings were not staked by a registered land surveyor but were located by our drill crews, the following method was used: Distances are generally measured using a 200 foot tape measure with right angle approximation used to turn comers. Scaling from prints or surveys with reference points shown on the plan or geographical references will produce a degree of accuracy that is typically + 5% for length and + 10 degrees for angles. Soil strata delineations are estimated in the field by color changes, texture differences and penetration resistance values. These may be more gradual transitions than those shown on the boring log representations of strata delineations. The ground water depth determination shown on the left side of the boring log was measured in the borehole at the time of drilling, unless noted otherwise. This depth does not reflect seasonal high water levels and would fluctuate as expected with variations in rainfall or other factors not present at the time of our soils investigation. Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL ,Lab No. 190442 Page 16 The boring data represents only that data obtained during this investigation at the approximate locations shown on the site schematic or plan. Should significant variations of soil or subsurface conditions exist between boring locations and be encountered by future exploratory work or site preparation efforts, our office should be notified so that supplemental borings, or data gathering determinations can be made to update our report and recommendations at a minimal expense to our client. It is the responsibility of our client to inform our office of these variations if possible modifications of the report is warranted. We appreciate the opportunity to have been of service. If any further evaluation of the site or testing services is needed, please do not hesitate to contact our office. Sincerely, ORIDA TESTING LABORATORIES, INe. u-Mr I Chris A. Stolze~P.G. ~!'-' 1/6? Vice President.-Geotechnical Assessments Florida License No. 1694 JAC/CAS/GCS/cb Attachments. Central Florida Testing laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 SQUTHSIDE DR fortKlnfACrti Central Florida Testin --, ~ <"'O/s ~S ~ \ I \ HtGt\'.-jlHOLOOf' ~ fr':- NCIR \~: jf D I~ I ~ I. zl tL-o-_ I: ~ ~ m r, -0:::::::;..".-__ I 1~ \\ ~- ~ " m \\ ~ \\ CA~~\"'- CIt~ \\"\\ \~. '~\~ 0 'NUI \ RIO lJ'j \ :WlI~8 \itJ~Qj ~'""~1rr l3J l>.-eJ ~ DII . Inc. ~\l.S~EO . "'PPF/Ori~D Center for Radiation Oncology CFTL 7315 Green Slope Drive 'J,~ ,,~ Zephyrhills, Florida ~ "'(OF/'D"'TESllNGL"~015 Report No. 190442 I 2 L' CAMEL DR EGGSHELL DR ~D CORNflOWER AVE POND Ro MEDICAl ARTS cr 301 MISSION HILLS AVE I~ GRA"oA AVE ~~ ~ ~ ~ RICARDO AVE I 6ISCA'(A AVE 1 ~ ,D! I~ MADRID AVE I Legend Figure 1 - Location Map * Site Location - Toll Road C\ D Land @= US Highway II Park ... Interstate . Water ~ State Route / River/Stream - Local Road "IN I County Boundary - Railroad Legend Central Florida Testin Labs, Inc. Figure 4 - Aerial Photograph .~ iN D DENOTES APPROXIMATE SITE LOCATION ~~ CFTL :; ":!-i< Cl13' FtOf/'OA TESTING LA'ii:>Y:t . APPf/Ov~o Center for Radiation Oncology 7315 Green Slope Drive Zephyrhills, Florida Report No. 190442 Year of Photo: 2006 Sec-Twp-Rng: 34-25-21 County: Pasco Checked by: JAC State: Florida Date: 05-21-07 Legend Central Florida Testin Labs, Inc. Figure 5 - Aerial Photograph 1 N D Year of Photo: 1957 Sec-Twp-Rng: 34-25-21 DENOTES APPROXIMATE SITE LOCATION County: Pasco Checked by: JAC State: Florida Date: 4-11-07 F"~;;:'" ."\ "\ 'IC"'" ;;: ~. ,....."'1'......,: 'ilr ~\ , . I - :: ;./:: ....- ~~ ) \~41 .lZ:.~ /'/ pII r.J ~I" 1I".~1 /~ H ~ -;, I .1 1:' ~ io' -= P't"4 ,;.If:!1 ftim~; ~~. &~ I. i ~ t:==/~~~ ''''~ ~-- ~~- ~ iII\:~' :::~" ~'i ~... ;r:. ~ ~ ~--~~~~~~ ~ .. ,-""='- ~, .~ ,......, I . ,;(- ~~ . - ....... w.. :_- :"'~~::': ~ ~ ~ ~}...A". ~. ~ _ ~ ~ ;';F~. . ;\ \ ~ .~, ~.:~-:'): :.,~.\ ". '\ .~' ~ ~ ,cP '---- "- ----- ':..." - / .';Jo\..~J~:.,~\( ~ ~~~~~ ~~ t\.l;~~"L", ,'\ \ ~~.... ..... ~. -.", ~~7 <....1i::~!:~ \ .:: ~ ~ , '" ~ ~~.. .... ,J.... W ~V.92"\ ~ r-.~ "," ~"',," .. I \B D~ '-'i~1. ~ ~1r - ~ :\. (.. -'1' ~--/~ -",.~- . . ~. _,.. -= . '--jI' II ...IIIIII!l. "-...... ~.,\_..... .."1 r;:;r' .. I :.Ita 51 ..I Legend Central Florida Testing Labs, Inc. Center for Radiation Oncology 7315 Green Slope Drive Zephyrhills, Florida Report No. 190442 1<<1 Sand D Site Location r .... ~ 1 Wetland ~ Intermittent - ~Water _ woodland. Water !'@'IMJ Contours _Stream t\ N - J. J JJj V } 1 ~ ,~( l ( j ~ tr'~~~",-.r \~~ I ~<<~ Q \ .11 L ~! ~ J _.~ ~ II - ~'~L ~~~ 11"~~-'.-""'~ ~ .. ," ~. "'''~ ..~ ~j'~ ~11~~' I I. ~~~~_ . .,. I...'l.. .f"" '~I . .. ....J:li"':I Contour Interval = 5 ft. Figure 6 - Topographic Map USGS Quadrangle Name: Dade City. FL Map Year: 1990 Site Elevation: 26 -116 ft. NGVD State: Florida County: Pasco Nationwide Insurance - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 ' . Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nati9nwide Insurance - ~enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 . , Central Florida Testing laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 6 - Detailed view of crack (from above) looking northwest Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL . , Lab No. 190442 , 7 - Detailed view of crack extending southeast which has also cracked the glass block wall 8 - Water staining on the east interior wall of the simulation room Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance - ~enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 . I 9 - Detailed view where water intrusion occurred along the east wall of the simulation room \ \ \ 10 - Deformation of a ceiling panel in the central hallway Central Florida Testing laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nat~onwide Insurance - ~enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 I 11 - Hairline vertical separation cracking along the south utility room door in the dark room 12 - Hairline cracking in the curved wing wall along the east side of the building Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nat~onwide Insurance - ~enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 . . 13 - Hairline step cracking along the east exterior wall of the simulation room 14 - Hairline cracking and oxidation of the exposed metal along a vertical control joint in the east wall of the simulation room Central Florida Testing laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insur~nce - ~enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab ;No. 190442 15 - Hairline step cracking along the east exterior wall of the simulation room near the northeast corner of the building 16 - View of 7-foot high retaining wall that was recently installed on the north adjacent property and is located approximately 25 feet from the north side of the building fI'- Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insur~nce - ~enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 . 17 - Older hairline vertical cracking in the stucco texture along the north side of the building 18 - Older hairline cracking in the masonry wall located along the north side of the building Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nat~onwide Insurance - ~enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 . , 19 - View of western slope and neighboring retention pond 20 - Older hairline cracking in the west side of the north masonry wall near the base Central Florida Testing laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nat.ionwide Insur~nce - ~enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 . 21 - 1/8" separation cracking at the joint of the north masonry wall and the northwest corner of the building 22 - Grade beam added along the west side of the building Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nat,ionwide Insurance - ~enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 ' 23 - Older cracking in the nothern masonry perimeter wall of the raised rear deck 24 - 1/16" vertical cracking along the west exterior wall of the block room Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nat~onwide Insurance - ~enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 ' . 25 - Older cracking in the mortar joints of the perimeter wall of the raised rear deck 26 - Additional cracking in the mortar joints of the perimeter wall of the raised rear deck Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Natjonwide Insur~nce - {:enter for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 . 27 - Hairline cracking at the lower left corner the west window of the physics/dosimetry room 28 - Hairline cracking at the lower right corner the west window of the physics/dosimetry room Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL . , Lab No. 190442 29 - Hairline cracking in the west exteror wall of the lab room 30 - Hairline cracking at the lower left corner the west window of the lab room Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nat~onwide Insurance - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL Lab No. 190442 ' 31 - Up to 1/4" wide separation between the raised concrete deck and the west elevation 32 - Hairline cracking below the west window of the southwest office Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance - Center for Radiation Oncology, 7315 Green Slope Drive, Zephyrhills, FL . . Lab No. 190442 33 - Hairline vertical cracking near the center of the south elevation 34 - Hairline cracking at the joints between the precast concrete windowsills Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Client: Nationwide Insurance Project: Center for Radiation Oncology Location: 7315 Green Slope Drive City / State: Zephyrhills, Florida Subsurface Profile Description Blow Count Consistency ~ <5 i ~ :Jg.oi ~ , ro E I ~ i~~i I ' --, o ~ i Ground Surface ~ Sand ~ Qark .9@l'Ls!1 brown (2.5Y 4/2), fine grained. " I i 5~-1[::.:j\Sand / I " firm I -< ..... \Brown (7.5YR 5/4), fine graine~sl. c1ay~, ~'. . " Clayey Sand , /:medium dense I 10-t7~\ \Reddish yellow (2.5YR 6/6), fine grainl:l~~ / stiff -j:%1" . .1\ Sand I ~.: . .: \ Very dark grayish brown (10YR 3/2), fine 15 --j... ., 'grained, slightly silty. " very stiff Clayey Sand .: :i\ Yellowish brown (10YR 5/6) to brownish .. :! \yellow (10YR 6/8), fine grained. Hand Auger 4-4-4 5-6-7 4-4-5 10-10-15 20 /'1 dense 9-13-17 . .1 -t. .:. '1 25+. -1'.::' .., l....j 30-1.' .: .' :1' ~.' .. Silty Sand Reddish yellow (7.5YR 6/6), fine grained, sl. clayey. I medium dense I 11-12-16 'medium dense' 13-20-15 35 -f.::::/1 V:.J 40 -=><] ~~~~o:a(~~y 8/4), fine grained. 45J/1 ~/j ClayeySand- 50~:::.1 White (2.5Y 8/1), fine grained, trace '.'1 cemented fragments. very stiff 8-13-17 stiff 7-10-13 very stiff ---7-9-15 --. soft WOH/12"-4 ... 55 .j.: ......., Sandy Clay ~ Light gray (2.5Y 7/2), trace cemented 60 ~..:. fragments, occas~onal green mottling. i ,Limestone ~.. . Pale yellow (2:5Y 8/2), weathered. 65~" \ Limestone ! \White (10)"R 8/1), hard driiling. 70 End of Boring very soft WOH/24" v.sofUv. hard! WOR/12"-50/5" c--- /1 very hard 50/0" " i 75~ Notes: 50% loss of circulation at 51 ft. 100% loss of circulation at 61 ft. Ground elevation assumed as 0.0' at B-1 Borehole was plugged and grouted Drill Method: Rotary Sampling Method: Splitspoon ASTM 0-1586 WOR = Weight of Rod WOH = Weight of Hammer Report No: 190442 Log of Borehole: B-1 Date Drilled: 04/25/07 I Q) Standard Penetration Test Lab/ , ~ (blows/ft) ,Notes ~ 9 12.0 I 4.0 I 6,0,8.0 ,1901 i I'll ~ ! ' : i, , ! :~!,.I' !::~---~ 'OO:--;---r- r--:-. . I 1 , , ! , , 8 " I ~ 1, I ! '~-', -ri-.. ,13 ,=-", " '. , ~! " i 9 rl ~ I ~ ; ; i.: -t-'!~ 1 I ',: "--+- +-t---< i30~' Im:l: i.S~ i l. :~,.! i' '~ I i I ii' .' '. i 28: :: .il, I , -------.;--.+- 35 l i i : 1': 30 :ttti i ~! ]/1: ::-r- { I , I 13 I ~ I! ~ ! 25 I i '------'-------1 . I:-+---, : i +-i--4-~ I ~, IhiJ I , 23 \ 1 ~' :---+---t-- ' ~ ~ --+----~I 4 , . I ~ , i,1 ! ! i +-1 .. 1 ;-c-~ 50% LOC ~".U :IH~ll !!!!-Uj ilii+H':t=::j 1100+1 ! i i I Ii "1 !t~ 100% LOC I I' ,I ',i ~ i : : 1 IITrffi , ! ! ! i ' J --r i : ! ! i i i 'i I;!! I! L--j .' - -:---;Tl Hll' i. I L~t. ' .; i i i ! ! -t----1 ~ I : ~~~i._ll~-~.~---:---tj Water Table: NM Ground Elevation: 0.0 ft. Drilled by: PRI KJ Compiled by: TR Sheet 1 of 1 i ~IT~-'-"-' ,i,., i i ~W i ' 1 T-:r~i.U --~".,' 'I I! , 13 ~ . ~ ii, i : I.! ! i I i I i i, i : ----r---:'1-- -'~ I , i ! I : : t :'--'-r'! I F I ! I 21 ~=:_~~~~ Client: Nationwide Insurance Project: Center for Radiation Oncology Location: 7315 Green Slope Drive City I State: Zephyrhills, Florida Consistency Blow Count Subsurface Profile Description Ground Surface '\ Asphalt J"--:-:::'\ Silty Sand 5 --~.,,-: -: -:- ", \, Dark yellowish brown (1 OYR 4/4), fine ,I c-- tUff ;, '.' - - .'.' \ - d '! very s I ! --i-"- . . \ Igralne - / ~. ! ~:_: .. :!\ Clayey Sand ilmedlum dense, 10 -inn: >!\~~~:"ow;'"",owo (10YR~4) '''''_ j ~, stiff ~:-- .-:'\ Silty Sand ! ! 15 ~",t,\,,\C?arkgr~Y(10YR4/1)tobrown(10YR. 4/3), I i very stiff -!..... .'.j \flne grained. m__-------...-.J :::'-..:>, Clayey Sand 20 -i_ -:.:-:-. , '" Dark yellowish brown (10YR 4/4), to sl. . very stiff j-:::-'..::' \sand~_~__~______~ '), Clayey Sand : :t'. Dark yellowish brown (10YR 4/4), fine , \9!ainesl._____~___ o , I ,i Hand Auger 5-10-8 5-4-6 6-6-7 8-11-10 12-13-15 25 .1 /' , /medium dense. / ! 14-13-14 -in' :- :. :.1: 30-J::: 4 - . Silty Sand -1.- '. ":i Dark yellowish brown (10YR 4/6), tine ., grained_ 35-':' -1. '. i medium dense i 13-12-12 'medium dense' 11-12-11~_____, 23 '~.__~__ 'Un 40-=/~ Clay _~~~Io:i~_br~wn (10YR 5/4), sl. san~y_ 45~~ V.......... Clay '/../: Light greenish gray (5GY 7/1), interbedded 50 -i,/ /' with white clay_ =,//, ...,~' +- -1-------..-------- -~-.----- 55- . 'Limestone ~ . White (10YR 8/1), hocd d';Wo.. 60 -.-- ---------------------- End of Boring very stiff 8-8-9_~7 ~iy stiff 10-10-14--'-24 T 11-10-15 :-25- very stiff very hard 5011" i100+~~ very hard'~-5b~- 100+~ 65-- 70 75 i Notes: No loss of drilling fluid circulation Borehole was plugged and grouted Ground elevation assumed as 0.0' at B-1 Q) ::J (ij > z 28 27 24~ Report No: 190442 Log of Borehole: B-2 Date Drilled: 04/25/07 Standard Penetration Test (blows/ft) o 20 40 60 80 100. I I I I I I I I I I I i Lab/ Notes r----:---r- I : l=:=i-L~ -~--_..__._-....-----' Iii i 1 . i ( --+--~-'--1 -_._-~~ ~ , ,~ +--=: ! : i~+-H--I---+-i , ,; -1---- +--~--r---1 ..~ '7'--1 .' ! ~--r---+--<----j , ~! r-------r------ '---T---;-+ , , : I, ~ 1---1 I I.--t-~-r--r- c---t---~H-" , !;--~-r:l ...-------+~-..;..- , -;-. -+-~--t- 1 :-1 i.~ ! ! ! 1_ 1"---t-~ ! : ________ ' , I ,1--+--+----1 'l--.: i'--~ -+--- . ----------:!'; ~ 13,. i --. ;~-,..., --;':-~1 ---+-j i . , '----'- r--T~_~.~: , I ! i : ! ! I ! ! i ; ,--:---+--T: :------t--r, _ I . , -+---L--l"----.:.-~ : t--.;---;-----~-~-_h . i' -+--r I . ! i'i--+-"'~ ! i , '--;--..j.-+---< Ii +~-,j i ! I I . !----t- I, --:-~-+-~--+--', ~~--.J _.. , '-Tj--+---t-~~__..~. __;___~ _1-__ L ------'- _ " .-----1 , Water Table: NM Ground Elevation: -0.2 ft_ Drilled by: PRI KJ Compiled by: AC Drill Method: Rotary Sampling Method: Splitspoon ASTM 0-1586 Sheet 1 of 1 Client: Nationwide Insurance Project: Center for Radiation Oncology Location: 7315 Green Slope Drive City I State: Zephyrhills, Florida .c a. Q) o mO _.0 mE ~>- C/) C/) i Subsurface Profile Description ~~- "-- -'----------~._- o I Ground Surface I ::::~\ Sand Ii ~~. ,Dark grayish brown (2.5Y 4/2), fine grained. 5 -r~i':t S d V~J\\, R::diSh yellow (7.5YR 6/6), fine grained, sl. 10::':':,:::~\ \clayey. ~'\ Clayey Sand ~//':'::-' ::- 'jl'\\Strong brown (7.5YR 5/6), fine grained. 15~':.' .' ,\ Clayey Sand :.' : \\Lightgray(10YR7/1),finegrained. 201A1. : . Sand ~. : Very dark grayish brown (10YR 3/2), fine :' 25 ::.::. .: ,grained, sl. silty. _~_J 30~ ;::~t~~5YR 711), 'oe g,a;oed 35 7.. '.: :.).', Clayey Sand White (7.5YR 8/1), fine grained. ~/ 40 -_,: . / Sand Reddiish yellow (7.5YR 6/8), fine grained, sl. 45 ::1;:; clayey, trace cemented fragments. 50 '/::t---- -:"0'1,':::::-'" ClayeySand 3>-<<, Yellow (10YR 7/6), fine grained. 55-i ....., 7~--~"'--~-~----- ......-- .. ~ Sandy Clay 60 :~.bl9ht gray (10YR 7/1), yellow mottli~~___.._ . -j~ Clay 65 ~r../' Light greenish gray (1 OY 8/1), with white 70 ~ ."'meotedf'agmeots,_.___ _ _ ~ 75p \~ 80'~ 85 j~l' LI t _ \ mes one , \"",,~ite R~'( 8/1), weathered. End of Boring Sandy Clay White (2.5Y8/1), with common cemented fragments 90-=; Notes: 100% loss of circulation at 56 ft. Borehole was plugged and grouted Ground elevation assumed as 0.0' at B-1 Drill Method: Rotary Sampling Method: Splitspoon ASTM 0-1586 Consistency ,Ii ; /I--stlff I 111r-- stiff i / I medium dense I 1/ \ I! ! I , : very stiff // ' -~' ,r , , , , hard very stiff very stiff stiff ,medium dense ,medium dense i , t t very stiff stiff very soft stiff very soft very soft - __J ;- very hard Blow Count Hand Auger 5-4-6 3=5-4 4-4-6 9-13-15 10-10-16 10.::9-10 7-8-8 7-7-8 Report No: 190442 Log of Borehole: B-3 Date Drilled: 04/25/07 Standard Penetration Test \ (blows/ft) 1 o 20 40 60 80 100' I I I I I I I I I I I ! Labl Notes i !.': I j :P-l~ i~8Iill+!iill , :: rmrmr[IJ '- ii' ~ ' , , ' I -'-, i 'J ' , .,-i , : . , 31 ---+---'- - "1' .- --f-;---; 1.~ i ~~~_~. L~ - 16 I ~Ti'i~ ' : I : i: ' ! , .-+-:- . i ~ ! I---r--l ~ i t-. i 15 : I 7-9:'0--- 19 c--------'i' I +-----+----+--- ~--~+~---_:j-~-~--_:~_.~--+~ 6-7-6 u_.r--r:L-t ~! I i I i ~ i . i I I' ! I I I ! ! I ! 6-8-9 _-=, 17 ~--~~=U -L'-l=-~~ ~__--~----T/-'~-"-:-- , -~--~'+~~-; I , i 5-7-6 --c~_:~. -r~-u~~'~-~l: J 100% LOC WOH/24" ."~-.,:.~.------'-------___+_________l_~___;_-----'--_____r_________ o ...... ......-..--r----; 3-5-5 _ _ . .1([==-=-...,':':=-.- --,--~ i i WOR/3.0'-WOH/5.0' WOR/4.5' 50/5" WOR ::: Weight of Rod WOH ::: Weight of Hammer ---,-~. I I ~ ":H o . t __~_j_.! . ~ I , ! 1+--;--1 t J i i ! 'J-;=j .. ih ! . .. i -+-Lr--,' ~-;--; ! 0 ,~-N :+It--i!~ tmu+1-':[.+-T t +~i t . ~ i ~r---L--~, .-t.--t---1----i~--1----J=--~_~=_=~: .~ ~-__~ ; ~_l_: t-==____i ~._~ Water Table: NM Ground Elevation: -1.6 ft. Drilled by: PR/ KJ Compiled by: AC Sheet 1 of 1 Client: Nationwide Insurance Project: Center for Radioation Oncology Location: 7315 Green Slope Drive City I State: Zephyrhills, Florida .c. coE Ci.liiiE Q) ~ >Oi o !U)U): i Subsurface Profile Description o ...... Ground Surface ~\ ~:~~",y ( 10YR 411). fioe ,,,,;oed 5-=::-':.::' Clayey Sand ~ .... .::..\.\.... Dark yellowish brown (10YR 4/4), to sl. ~::.. .' .\ ,sandy. 10 -....::::::\\ Clayey Sand ~:::::::i \ \yellowish brown (10YR 5/6), fine grained.J! i i.' .::-, .. Silty Sand ! i '"" .:-.:.[ Clayey Sand ! ,""':'.' : . Dark yellowish brown (10YR 4/4) /1 20 -:{ ::: :! Silty Sand ~'.' .: :.., Dark yellowish brown (10YR 4/6), fine ,....... :'"',,grained, minor cemented sand. 25:.':'1''.:1'-::'1 '1'.' '.1 t'.:.:':'..:..i 30 -=:'Il.:: i.:... :..:1 ~~___...___n~n 35 ~~ Clay ~. Light yellowish brown (10YR 6/4) 40 ~ Sandy Clay 45~: yell~'h ",owo (10YR 4/4) 50 ~~ Clay ~~ Pale brown (10YR 6/3) 55j~i. ~ 60~ Sand Yellowish brown (10YR 5/6), sl. silty, occasional limestone fragments. Clay Light greenish gray (5GY 7/1), with white clay laminations. 70 End of Boring 65-' ~ Limestone White (10YR 8/1), hard drilling. 75-~ i Notes: 50% loss of circulation at 54 ft. 100% loss of circulation at 70 ft. Borehole was plugged and grouted Ground elevation assumed as 0.0' at B-1 Drill Method: Rotary Sampling Method: Splitspoon ASTM 0-1586 . ! i '. 'r-:--H--i ~~------I---~~ ~_ ; i : __~_.__ 'nn '. -,--_~' Ii i ! . . , ----~----.-____r_~~---+-----i : - - t-+ 9-10-12 --: 22 , n-! i i i i 8.8-12 nn!,"'; t 'Lxctt150%LOC \.: . '. i ; I : : '-JlI----- ~--1---~--~~ 'n30 --f---r-in:-io-.! ,; I ' ---i-----:-: -, T T --~1', ; I ~ .-1'~, ~.., : 11 I ~_~__._ ~" L~ : '. +,: ! ! WOH~~(~,,__ _.100+--.-_-+:: . : . ;L4~ . --n----;---~:L~n I ' . . -1100';:----':":__1.._, ! ! ~ 100% LOC -- --!-~ _u_____----.-----+---l----+' i I Consistency Blow Count Hand Auger /1 10-9-10 4-4-5 12-13-18 very stiff / ./ slightly loose hard hard 15-20-19 dense 8-16-15 /~ very dense 7-15-40 dense 17-17-19 .- . very stiff "1"2-13-13 hard 10-19-20 --hard 8-14-20 very stiff very stiff ! '1 very stiff 4.12-18 [_.very hard ~..'!ery hard 50/1" Report No: 190442 Log of Borehole: B-4 Date Drilled: 04/25/07 Q) Standard Penetration Test ~ (blows/ft) . > I 0 20 40 60 80 100 i Z~-L_IIIIIII i I I Lab/ Notes ~ I . . ! i--+--'--....'-+" --+----~ . 1 "19 ~ . ~.~~c~ 31 , . . ~------M- i " 1 ' . .~ 39 ~ I : I ~ r---+--t++ I , 1, !' L-+--+- , +---1 , , i~ : ; i~ ~ , . !-1 , - _ ---+-------i ! : i : : ill~ I I I , I ' I -i-~ 31 '-+-t--. , ' -i. ' ~~1 I ~ i 55 ! ,: .1 . r-:- i : rn . 1 ! , , I , ~ T ~---..l.~~___~ ; , . j -3(5-- I .'-+--",-- ~---'----;-~ 26 ~ .' n~"__"'--:_,__ . , ~'c~:-+ i ~=~~=-i"-H -'-39"-' ,------------,------o-------r-+-n. , , ' , ~=_"______.t~=:__; : ,-+-i-=t~tj I Water Table: NM Ground Elevation: -0.1 ft. Drilled by: PRI KJ Compiled by: TR Sheet 1 of 1 Central Florida Testing Laboratories, Inc. ClatlnfJ r.hE.l7dapmuzt and cRE-Uatah 12625 - 40TH STREET NORTH' CLEARWATER, FL 33762 Tampa Bay Area: (727) 572-9797 Florida: 1-800-248-CFTL Fax: (727) 299-0023 Lab No.: 190442 Client: Nationwide Insurance HAND AUGER BORINGS BORING DEPTH SOIL NO. (ft. BLS) COLOR MUNSELL NO. SOIL DESCRIPTION HA-1 0.0 - 2.5 Reddish yellow 7.5YR 6/8 Sand, fine grained wI clay inclusions 2.5 - 3.8 Yellowish brown to white 10YR 5/8 to 10YR 8/1 Sand, fine grained wI cemented sand & clay inclusions 3.8 - 6.0 Reddish yellow 7.5YR 6/6 Clayey Sand, fine grained Water table @ time of test (ft. BLS): >6.0 HA-2 0.0 - 1.5 Reddish yellow 7.5YR 6/8 Sand, fine grained wI clay inclusions 1.5 - 3.0 Yellowish brown to white 10YR 5/8 to 10YR 8/1 Sand, fine grained wI cemented sand & clay inclusions 3.0 - 6.0 Reddish yellow 7.5YR 6/6 Clayey Sand, fine grained Water table @ time of test (ft. BLS): >6.0 HA-3 0.0 - 2.8 Yellowish brown to white 10YR 5/8 to 10YR 8/1 Sand, fine grained wI cemented sand & clay inclusions 2.8 - 6.0 Brownish yellow 10YR 6/6 Clayey Sand, fine grained Water table @ time of test (ft. BLS): >6.0 HA-4 0.0 - 2.8 Reddish yellow 7.5YR 6/8 Sand, fine grained wI clay inclusions 2.8 - 3.8 Brownish yellow to white 10YR 6/6 to 10YR 8/1 Sand, fine grained wI clay inclusions 3.8 - 6.0 Brownish yellow 10YR 6/6 Clayey Sand, fine grained Water table @ time of test (ft. BLS): >6.0 HA-5 0.0 - 2.8 Brownish yellow to white 10YR 6/6 to 10YR 8/1 Sand, fine grained wI clay inclusions 2.8 - 6.0 Brownish yellow 10YR 6/6 Clayey Sand, fine grained Water table @ time of test (ft. BLS): >6.0 HA-6 0.0 - 3.3 Yellowish brown to white 10YR 5/8 to 10YR 8/1 Sand, fine grained wI cemented sand & clay inclusions 3.3 - 6.0 Brownish yellow 10YR 6/6 Clayey Sand, fine grained Water table @ time of test (ft. BLS): >6.0 HA-7 0.0 - 1.2 Very pale brown 10YR 8/2 Sand, fine grained 1.2 - 3.2 Yellowish brown to white 10YR 5/8 to 10YR 8/1 Sand, fine grained wI cemented sand & clay inclusions 3.2 - 6.0 Brownish yellow 10YR 6/6 Clayey Sand, fine grained Water table @timeoftest(ft. BLS): >6.0 HA-8 0.0 - 3.2 Grayish brown 10YR 5/6 Sand, fine grained wI clay inclusions 3.2 - 4.0 Yellowish brown to white 10YR 5/8 to 10YR 8/1 Sand, fine grained wI cemented sand & clay inclusions 4.0 - 6.0 Brownish yellow 10YR 6/6 Clayey Sand, fine grained Water table @ time of test (ft. BLS): >6.0 The above information represents only those materials within the specified limits of the individual test location at the time the test was conducted. 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DESIGNATES GROUT POINT LOCATIONS AND ORIENTATIONS Approximate Scale 1 inch = 20 feet Central Florida Testing Labs, Inc. ,~$'ED . A...."OI' Center For Radiation Oncology ~. 7315 Green Slope Drive " C FTL} Zephyrhills, Florida ~DATesnNGL~ Report NO.190442 ESTIMATED GROUT POINTS 38 ESTIMATED DEPTH 55 - 85 Feet ESTIMATED QUANTITY 400 - 600 Cubic Yards GROUT MIX REQUIREMENTS 1,500 28 days of age MAXIMUM PUMPING PRESSURE 100 psi above line pressure APPROXIMA TE SLUMP RANGE 4 - 6 Inches APPENDIX RECOMMENDATIONS FOR THE UTILIZATION OF COMP ACTION GROUTING IN SINKHOLE REMEDIATION PROGRAMS COMPACTION GROUTING PROGRAM The proposed grouting program shall be sufficient to densify and/or fill any voids or loose rock in the limestone, seal off the porous limestone surface from the overburden soils, and to densify the deep and intermediate overburden soils to prevent further detrimental settlement of the structure due to ongoing sinkhole related activity. This program is not intended to eliminate the possibility of subsequent or consequential damage occurring to the structure during the time, which the stabilization work is being performed. Any subsequent or consequential damage to the structure which may occur during the stabilization process is not the responsibility of Central Florida Testing Laboratories, Inc. (CFTL) which may act only as a third party inspector of such work. GEOTECHNICAL INVESTIGATION CFTL has prepared a geotechnical investigation report for the site. The information contained in the report is intended to assist the Contractor in preparation of his bid. Soil boring and test data represents 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. We strongly recommend that the Contractor visit the site prior to formulating his bid in order to familiarize himself with all site conditions stated or not stated in the report. SCOPE OF WORK The compaction grouting Contractor shall provide project control, supervision, labor, materials and equipment to accomplish the following items of work: . Submit a detailed compaction grouting program, including a description of the method used to install grout casings. This description should include the method of drilling, size and type of the casing to be used. Drilling methods will specify either rotary mud, auger, or hydraulic/pneumatic/percussion methods of installation, size and clearances required for drilling equipment and whether angle installation is possible and to what degree from vertical angling can be achieved. . Install and remove grout pipes according to the approved plan. . Monitor ground movements during compaction grouting operations. . Perform compaction grouting program under supervision of a qualified representative of the Geotechnical Engineer or Geologist of record. SITE CLEAN-UP 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. Nationwide Insurance - Center for Radiation Oncology, 7315 Green Slope Dr., Zephyrhills, FL Lab NO.:I 190442 Page 2 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 as specified by the Engineer. The grout mix will have a slump of 4 to 6 inches when measured with the current ASTM slump test (ASTM #CI43) at the hopper. The grout mix should be designed to achieved an average unconfined compressive strength of 1,500 psi at 28 days as performed in accordance with the current ASTM strength testing standards (ASTM #C39). 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 uncoated particles, conforming to ASTM C144-76 for aggregate for masonry mortar. The fine aggregate will have a fines content of not less that 10 percent and not more than 30 percent passing the No. 200 sieve, and will be approved by the Engineer. 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 and will be considered potable water unless prior approval is received from the Engineer for use of other water sources. No admixture will be used without the Engineer's approval and previous testing. 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 approval before starting grouting operations. GROUT PIPE INSTALLATION At each location shown in the approved grout plan 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. Installation of the secondary points will be specified by the Engineer or his representative, if warranted. The drilling equipment will install a minimum of 3-inch outside diameter flush joint steel casing to minimize flow restrictions and prevent plugging when injecting the grout material. The casing will extend at a minimum to the anticipated depth of bedrock as indicated in the site geotechnical report or to a depth considered sufficient to determine that competent soil or rock has been reached. The intent in the field will be to intercept the limestone/soil interface. Retraction of the grout pipes a minimal distance above the limestone/soil interface will be allowed to facilitate the start of pumping. Retraction will only be allowed immediately prior to the start of pumping and at the direction of the Engineer. 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 the compaction grout. Central Florida Testing Laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance - Center for Radiation Oncology, 7315 Green Slope Dr., Zephyrhills, FL Lab No.:~ 190442 Page 3 GROUT INJECTION PROCEDURES Compaction grout of 4 to 6 inches of slump will be injected into the casing. Grouting pressure will be continuously monitored in at least one location in the supply line with a suitably protected gauge. 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, typically 5 to 10 cubic feet per minute, will be required. Grout quantities will be monitored and recorded on a continuous basis. The grout pump counter (if used) will be in working condition. The criteria for raising the grout pipe to the next increment will be when one of the following occur: . The grout pressure at the gauge located in the supply line exceeds 100 psi over the necessary pressure to initiate grout take (line pressure). Only under direction of the Engineer this pressure may be increased or decreased due to site specific conditions. . When more than 20 cubic yards of grout has been injected per 2-foot interval. If the grout take exceeds 40 cubic yards per point location in a single working day, the injection point shall be raised 5 feet 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. A maximum grout quantity of 100 cubic yards per injection point is recommended. . When surface ground heave occurs or when lift to the structure that is not desirable begins to occur. The Contractor, at no charge to the client, will replace any holes lost due to faulty grouting equipment. QUALITY CONTROL All daily drilling and grouting reports will be reviewed by the Geotechnical Engineer/Geologist of Record within a reasonable time frame not to exceed 48 hours. Drilling reports 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 and depth to which casing was set. Grouting reports will be required and should contain at least the following information: name of Grout Crew Supervisor, name of grout Supplier, truck and ticket number of load, constituents and proportions of grout or Supplier's designation of grout mix, 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. Monitoring of adjacent structures, within 50 feet of grout installation, for lift or damage is also included. Central Florida Testing laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 Nationwide Insurance - Center f~r Radiation Oncology, 7315 Green Slope Dr., Zephyrhills, FL Lab No.:. 190442 . Page 4 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. The Contractor will furnish such pumps and equipment 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 approval by the Engineer, grout proportioning and strength data from previous projects, if requested. SUBMITT 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 approval prior to the commencement of work. The Contractor will provide a detailed work schedule outlining mobilization, drilling, grouting, testing and demobilization, if requested. PERMITTING If selected by the Client to perform the work, the Contractor will be expected to obtain all applicable Building Department permits that may be required from municipalities within which the work is being performed and to conform to any and all State or Local regulations or qualifications for obtaining those permits. Notifications for inspections required by Building Departments or by the permitting process will the responsibility of the Contractor to coordinate and obtain. These inspections are separate from those provided by the Engineer for the Client, unless prior approval is obtained from interested parties to substitute the Engineer's inspections for the Building Department inspections. The Building Department Permit will be prominently displayed at the jobsite and the Permit Number will be provided to the Engineer prior to the start of any portion of the Grouting Program. Central Florida Testing laboratories, Inc. 12625 - 40th Street North, Clearwater, FL 33762 ~ i:L. ~~ :s .E- o.. (1) N ~ ;;. 'C Cl (1) 0.. .Q r:/), l:: (1) (1) l-< o <rl .- M r--- rrl .Q o u l:: o l:: o .~ ~ ~ l-< <B l-< E l:: (1) U I (1) u l:: ~ ;::IN rn'<:t .,S'<:t (1)0 "'00\ .~ --: l:: 0 .2 Z ~~ z~ ~ - ... = - rFJ C).- gf ...... "'0 - ] (1) .s 4-< o ~ .;;; ...l:: en ....."'0 ;::l l:: o 0 rn U (1) (1) ...l:: rn ..... 0 bt) ~ l:: l:: o 0 ~N-d rn .- (1) c;l 4-< ~ ~ ~ 8 ..... bt)'R ti ~ 0 (1) l-< a ~(1)~ gf.g (1) .@ c;l 8 2 ..... rn c;l (1) <rl ~ !3 E- l:: ~ ..... E ~ U l:: (1) ~ c;l U l:: N ,~ c;l t "t: r= ~ ~ ;::;--c;l..o """" bt) ;::l p.. (1) rn o 8 "'0 '-'0 ~ 80m "'0 N (1) ~ c;l !3 bt).s t) l:: ...... ;::l ..= ~ ~ c;l "'0 rn b (1) ~ ~ l:: ~ (1) ~ l:: 0.. U "C "'0 rn 0 l:: rn ..0 ;::l c;l 4-< o ~ 0 So ~ l-< 0 o ...... '-'=< ~ (1) U ;:a .Q o l-< p.. . . N U<o Cr-- - ('I') fIJ'" ('I') aJ....J . i: IJ.. o ..: - (l) ~+-' .. m ] ~ ~ (l) t)lJO C.s;; . - 1:: ~ 0 aJZ I-+-' ~ ~ "'C.P . i: CJ) OL: - +-' 1.1.0 _'<:t ~ I btn CN aJ<O U~ .....:l ~ rJi' :::::: ...... ..c:: I-< E 0.. <I) N cU ;> 'C Cl <I) 0.. o US C <I) ~ lIJ ..... M r-- ~ 0/} ..9 o u C o C o ...... ...... ro :.0 ~ I-< t8 I-< <I) ...... C <I) U I <I) u 8 I-< ;:jN CIlV .sv (1)0 "'00'\ .~ --: C 0 .9 Z ...... Zro ro .....:l .. . N u<D Ct- - ('I') fIJ' ('I') CU...J "i: u. o - Q) ~- ... <0 o ~ .&J <0 ~ Q) ceU c~ .- t ~ 0 cuZ ~- ~ ~ -c~ "i: en O.I:: - - u..O _v ~ I '::1.0 CN cu<D U~ 'C C ro.l ;g; i <'5 - l. ~ - IJJ --d * <I) 8 gf 'x ~ 2 <I) 0.. 8 ~ .,c ~ ro ro ~ CIl ~ a ;:j ::: ~ 2<2 8 <I) u ~~ ~ f;l ro .D ~ f;l o 8 "'0 '--' 0 C I-< 0 ro .@ N ~ ~ ro S O/}..c:: ...... C .t:: 2u .;::: ~ ...... ~ "'0 CIl ~ S ~ ~ ~ ...... _ U I-< "'0 CIl 0 C CIl .D ::l ro '- o ~ 0 I-< CIl O/}uC 5 ~ .9 <".;;, C ~ <I) ~ u e ...... 0 o .~ ,....... I-< ..c:: ~E-< . . Nationwide Insutance"":' Center for Radiation Oncol Lab No. 190442 Start o I End o ~ ?' > ' '.' , ~,,"- ,~I<~.-i''''''''~" 10 I 20 I 30 130 I I 140 I 150 I 160 I 96.4 32.8 Iii .=. .~ f- 65.6 [Jp -T -T 'al Florida Testing Laboratories, Inc. - 40th Street North, Clearwater, FL 33762 Sink Hole Repair 1. Building Department will require a signed, sealed acceptance letter from the engineer of record after the final depth of grout inj6ction is determined the letter shall provide fmal boring depth numbers. I I 2. Steel reinforcement, if included, shall match detai1$ in plans given. I PERMITS R US 17128 DOWNS DR. ODESSA, FL. 33556 813-926-9965 (PHONE) 813-926-8536 (FAX) FACSIMILE TRANSMITTAL SHEET TO: FROM: Monica Watson Permitting COMPANY: City of Zephyrhills Bldg, Dept. DATE: July 11, 2008 FAX NUMBER: TOTAL NO. OF PAGES INCLUDING COVER: PHONE NUM8ER: SENDER'S REFERENCE NUMBER: RE: YOUR REFERENCE NUMBER: o URGENT 0 FOR REVIEW 0 PLEASE COMMENT 0 PLEASE REPLY 0 PLEASE RECYCLE Permit # n 42 Center for Radiation Oncology 7315 Green Slope Dr. Permitting, Please find the Final Grout Stabilization Monitoring report for the above referenced property. After review, please close out the permit. Please call if you have any questions. Thanks, Monica ~ Central Florida Testing Laboratories, Inc. ClE.~tU29 r.DE.fJ'E.lopment and cRE.~av.a.h 12625 - 40TH STREET NORTH. CLEARWATER, FL 33762 ENGINEERING BUSINESS NO. 1066 TAMPA BAY AREA (727) 572-9797 FLORIDA 1-800-248-CFTL GEOLOGY BUSINESS NO. 224 FAX (727) 299-0023 June 23, 2008 Nationwide Insurance Company P.O. Box 7267 Wesley Chapel, Florida 33545 Attn: Ms. Connie Riddling and Center for Radiation Oncology 7315 Green Slope Drive Zephyrhills, Florida 33541 Attn: Kathryn Kepes, MD Re: Ground Stabilization Monitoring at the Center for Radiation Oncology located at 7315 Green Slope Drive, Zephyrhills, Florida Nationwide Claim No. 7709 BO 355208 Our Lab No. 196241 Gentlemen: As authorized, our office has been present and monitored the subsurface grouting by Hayward Baker, Inc. (HBI) the contractor for the sinkhole remediation project at the Center for Radiation Oncology. Our company completed a geotechnical investigation of the property and claim in June of 2007 for Nationwide Insurance, under Lab No. 190442. It was our opinion, based on that evaluation that the reported damage to the Center for Radiation Oncology building was the result of a combination of factors including: the initial consolidation of fill soils, masonry mortar shrinkage, material shrinkage, construction defects, volume changes occurring within shallow clay soils and general ground subsidence due to sinkhole activity. Our geotechnical report included recommendations for subsurface grouting to stabilize the soils affected by sinkhole activity. The deep subsurface grouting was performed by HBI in accordance with those recommendations from April 15, 2008 through May 13, 2008 in a total of 22 working days. The sinkhole remediation consisted of the deep grouting around the perimeter of the building beginning up to 149 feet below the surface. The depths of grout points ranged from 55 to 149 feet, which was much deeper than our estimated depths of 55 to 85 feet, based on our SPT borings. The deeper depths were found generally along the rear of the building which is adjacent to a Sinkhole Stabilization Report for the Center for Radiation Oncology Lab No. 196241 large wetland complex. Page 2 Our monitoring efforts recorded the specific depths, grout quantities and locations of each of the 38 deep injection points through which the grout was pumped. This data is presented in graphic form on the attached schematic and in tabular form on the deep grouting summary sheet. A total of 654.7 cubic yards of cement grout were pumped under low to moderate pressures through grout pipes DG-1 through DG-38. Of that amount, 550.4 cubic yards (84%) of the total gout pumped was pumped through the deep grout points (DG-17 through DG-33) located along the western side of the building adjacent to the wetland. The remainder of the grout delivered to the site, 10.3 cubic yards, was returned to the supplier for disposal on the last day of the project. A total of 4,347 linear feet of grouting pipe was installed and removed, through which the grout was pumped. The total grout used in the stabilization program was over our slightly over our estimate of 400 to 600 cubic yards indicating that the sinkhole activity had a larger impact than what was originally anticipated. CFTL has reviewed the mix design submitted by the grout supplier, B.E.T. - ER Mix, Inc., for this project. The mix design supplied had a specified strength from the supplier of 1,500 psi at 28 days of age. This meets our recommended strength and therefore, it is our opinion that the grout material emplaced met our strength specifications. Therefore, in summary, based upon the monitoring of the ground stabilization work and the above information, it is our opinion that the deep grouting program has been completed according to our recommendations and that the sinkhole activity present at the time of the program has been stabilized and should no longer have the potential to affect the structure. It is our understanding, as noted in our original geotechnical report, that a structural engineer be retained to conduct a comprehensive structural assessment and make recommendations for any structural or non-structural repairs determined to be necessary. Bracken Engineering has completed that assignment. Any additional recommendations in the form of underpinning presented by Bracken may now begin with the completion of the grouting portion of the remediation work. The remainder of the repairs after grouting and underpinning have been completed should be above ground cosmetic repairs, which do not require engineering oversight. These repairs should not begin until at least 30 days after completion of the grouting to allow for equalization of stresses that may be imposed by the grouting. Daily report sheets, detailing concrete suppliers ticket numbers and field notes of the work efforts will be kept in our files for future review, if necessary. Central Florida Testing laboratories, Inc. EB#1066 GB#224 Sinkhole Stabilization Report for the Center for Radiation Oncology Lab No. 196241 Page 3 We appreciate the opportunity to have been of service. If any questions anse concerning this report, please do not hesitate to contact our office. DA TESTING LABORATORIES, INC. . .. f George C. Smn, Jr., P.E.f President &, -2~ ~ j/ FLN 16911 JAC/GCS/jc attachments cc: Ms. Karen Hecksher, Hayward Baker, Inc. Central Florida Testing laboratories, Inc. EB#1066 GB#224 Central Florida Testing laboratories, Inc. Ch5.tinf} :Del:Telopment and cRe5.E.atch 12625-40TH STREET NORTH. CLEARWATER, FL 33762 Tampa Bay Area: (727) 572-9797 Florida: 1-800-248-CFTL Fax: (727) 299-0023 ENGINEERING BUSINESS NO. 1066 GEOLOGY BUSINESS NO. 224 Lab No,: Project: Address: City / State: Client: 196241 Center for Radiation Oncology 7315 Green Slope Drive Zephyrhills, FL Center for Radiation Oncology Monitored By: Start Date: End Date: Grout Company: Date Reported: LGIWH/JC/SS 4/15/2008 5/13/2008 Hayward Baker, Inc. 6/23/2008 DEEP GROUTING SUMMARY DG-1 64 2.3 DG-2 64 0.7 5/6/08 - Returned 7.0 yd of grout to the supplier. DG-3 106 10.5 5/7/08 - Returned 3.3 yd3 of grout to the supplier. DG-4 111 0.7 DG-5 64 0.7 DG-6 84 2.3 DG-7 65 0.5 DG-8 78 1.3 DG-9 68 1.3 5/6/08 - Returned 7.0 yd3 of grout to the supplier. DG-10 55 0.7 5/7/08 - Returned 3.3 yd of grout to the supplier. DG-11 73 1.0 DG-12 104 5.6 DG-13 129 4.1 DG-14 119 7.9 DG-15 145 6.3 DG-16 143 5.2 DG-17 136 50.6 DG-18 145 45.6 DG-19 140 54.4 DG-20 148 90.9 DG-21 139 10.1 DG-22 164 7.9 DG-23 144 50.3 DG-24 148 50.0 DG-25 148 59.4 DG-26 149 40.7 DG-27 148 19.7 DG-28 144 5.9 DG-29 120 24.2 Total amount of grout returned: 10.3 yd3 DG-30 120 2.6 Page 1 of 2 Lab No.: Project: Address: City'/ State: Client: 196241 Center for Radiation Oncology 7315 Green Slope Drive Zephyrhills, FL Center for Radiation Oncology Monitored By: Start Date: End Date: Grout Company: Date Reported: LGIWH/JC/SS 4/15/08 5/13/08 Hayward Baker, Inc. 6/23/08 DEEP GROUTING SUMMARY DG-31 DG-32 DG-33 DG-34 DG-35 DG-36 DG-37 DG-38 120 120 120 120 120 100 101 81 9.8 23.9 16.3 11.9 9.4 2.1 1.2 16.7 Total amount of grout returned: 10.3 yd3 ~J ;,~ d 3S" .,. "'"~F" ;:;:;;:;;;6547;"..\2 Page 2 of 2 . . #28 . #27 . #26 #25 . . #24 . #23 . #22 . #21 . #20 #19 . .#18 #29 . Raised Concrete Patio/Sidewalk .#31 ~ #14 . #17 ~ #30. - lii .c a. III <( #37. .#16 #35. 1 Story CBS .#15 <5 ...J Cl c: :;;:: lii a.. #36 Concrete Sidewalk #7 #8 #9 Plant Bed Concrete Walk Asphalt Parking Lot N~ . DESIGNATES GROUT POINT LOCATIONS AND ORIENTATIONS Approximate Scale 1 inch = 20 feet Grouting Totals NUMBER OF DEEP GROUT POINTS 38 TOTAL LINEAR FEET DRILLED ACTUAL QUANITY INJECTED GROUT COMPRESSIVE STRENGTH 1500 Average PSI at 28 days of age QUANTITY OF GROUT RETURNED 10.3 Cubic Yards 4,347 Feet 654.7 Cubic Yards