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Home My WebLink About15-16820 � ' CITY OF ZEPHYRHILLS : 5335-8TH STREET ' (si3)�so-oozo 16820 BUILDING PERMIT PERMIT-INFORMATION �LOCATION INFORMATION Permit Number: 16820 Address: 7209 GREEN SLOPE DR Permit Type: ADDITION/ALTERATION ZEPHYRHILLS, FL. Class of Work: 434-ADD/ALT RESIDENTIAL Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 34-25-21-0000-00300-0091 Improv. Cost: 97,518.00 OWNER INFORMATION Date Issued: 12/11/2015 Name: CASELNOVA, MICHAEL &ANGELA Total Fees: 715.50 Address: 11335 FORT KING RD Amount Paid: 715.50 DADE CITY FL 33525 Date Paid: 12/11/2015 Phone: (813)788-0411 Work Desc: FOUNDATION STABILIZATION ( COMPACTION GROUTING & UNDERPINNING) CONTRAGTOR S � � APPLICATION FEES C& FOUNDATI TECH OLO ES LL BUILDI EE 715.50 �� ✓� � ,� �� Ins ections Re uired FO TER 2ND ROUGH PLU B MISC INSULATION CEILING FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: (c)With respect to Reinspection fees will comply with Florida Statute 553.80 (2)(c)the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection,whichever is greater,for each such subsequent reinspection. NOTICE: In addition to the requirements of this permit, there maybe 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. "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." Complete Plans,Specifications Must Accompany Application.All work shall be pertormed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. , �,�, I � CON RACTOR SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER POINT Point West Engineering ` ��T Civil • Environmental Engineering ,1t� P.O.Box 360035•Tampa,FL 33673-0035 r Phone(813)232-1997 N�?°IN�+'�iliN� Email: mkellevC�pointwestengineerin�.com Web: pointwestengineering.com CERTIFICATION , ENGINEERING CERTIFICATION I hereby certify that I am a registered professional engineer in the state of Florida practicing with Point West Engineering Inc. under license number 27663 issued by the Florida Department of Business and Professional Regulation and the Board of Professional Engineers. I certify that the compaction grout and underpinning work performed at this property was completed in accordance with the intent of our recommendations and in substantial accordance with our specifications. Caselnova Site— 7209 Green Slope Dr. Zephyrhills, FI., 33541 Certification—Stabilization Activities SIGNATURE• NAME: Michael F. Kellev \ �� .� F K �� 6 LICENSE#•45914 ��\ Q��GENSE��C. ��% . �� ,.* � ; V'• q�59��' � DATE: 05/11/2016 � �„_��a. W_ �* � * �-►_ ' F ' Z; i�Q•�� 5-�P'�E�P.•'� C'�\: i�A••�'• FLOR��' �� /��'��FSS I ON P��`�\\ iii►i m � � /�� Il1Ufl ~ ' �'�� 'si'-.�-e,e� -�k. . l ' • , _ '-, City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: C �} � �oVNOATid�t! �re/� Date Received: /Z. — � — !S site: ?20q GR�ivsc,oPE �Q PermitType: ��NKNOLF I F�JN4ATro�U I�ENO��q7`dlV Approved w/no comments. Approved w/the below comments: ❑ Denied w/the below comments: ❑ This comment sheet shall be kept with the pernut and/or plans. i � ' '�.� Kalvin S itze — s Examiner Date Contractor and/or Homeowner (Required when comments are present) I S�r� �-- � �� a�a-�aaoozo City of Zephyrhills Permit Application Fax-813-780-0021 ��3„��LI.,6 �Zy Building Department . ` Sm,"lt ela�nFo�.�t Date Received phone Contact for Pertnitting �'S ��` - �/ /� Trrrrr OwnersName (,',q e�4 •va /Ulicl�c.z� t, � au_ {V1 OwnerPhoneNumber Owners Address //33S Fo�fi �:��n, �� +dt ct� 33S S Owner Phone Number Fee Simple Titleholder Name Owner Phone Number Fee Simple Titleholder Address JOB ADDRESS �ZA� G l^� S�a Q � Zt v �n ( F/ i 3523� LOT# � SUBDIVISION PARCELID# , -ocJr'" ��U -n Qo•�no� 1 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED e NEW CONS7R� ADD/ALT 0 SIGN 0 0 DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM � OTHER TYPE OF CONSTRUCTION Q BLOCK Q FRAME � STEEL Q DESCRIPTION OF WORK _a ia '" O�.h"�i�u q"�� ! �vlvii, - �uv►�I�!°fl S't'�h!I Z� d:, BUILDING SIZE SQ FOOTAGE HEIGHT `,w� TI"ITTI"ITTTrT TI"ITTTrTI"ITT1"IT 1 Y-V/ �,r�v OBUILDING $ �� VALUATION OF TOTAL CONSTRUCTION �� DELECTRICAL $ AMP SERVICE Q PROGRESS ENERGY Q W.R.E.C. ' OPLUMBING $ 1.��'Q. �1G J � S L��"'I �MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION l �� OGAS Q ROOFING Q SPECIALTY 0 OTHER � , � C��S FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA �YES NO ��/� ��...r......r.�G��.��.-.-..�r:-.�-r�''��:..�T:-:-:-7-: • •-.��:�:-F� . . ...-r..-.��.��...r...r� \ BUILDER C. COMPANY �J�I�lM�t"�'IOL leUtir+o{v �e, SIGNATURE � REGISTERED Y/ N FEE CURREA Y/ Address PU ' > �Zl3 sct,.� ,�✓�-{-dW a /L � License# C+��a-��y ELECTRICIAN COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# PLUMBER COMPANY SIGNATURE REGISTERED Y! N FEE CURRE� Y/N Address License# MECHANICAL COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# OTHER COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII11111111111 RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Fortns;R-O-W Pertnit for new consWction, Minimum ten(10)working days afte�submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence instalied, Sanitary Facilities&1 dumpster;Site Work Pertnit fo�subdivisionsAarge projects COMMERCIAL Attach(2)complete sets of Building Plans plus a Life Safery Page;(1)set of Energy Forms.R-O-W Pertnit for new construction. Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stortnwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster.Site Work Pertnit for all new projects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. ""*PROPERTY SURVEY required for all NEW construction. .�1--��1--�1-��I-�1-��1..1-4-�1-S�.T�I-�I-.F�1-��1--�1--FFS�...r�l--�'.�.-.�.��.�.�.-.�-r�1.��4.1-{..f..4- Directions: Fill out application completely Owner&Contractor sign back of application,notarized If over$2500,a Notice of Commencement is required. (A/C upgredes over$7500) " Agent(for the contractor)or Power of Attomey(for the owner)would be someone wilh notarized letter from owner authorizing same OVER THE COUNTER PERMI7TING (copy of contract required) Reroofs if shingles Sewers Service Upgrades A/C Fences(PIoUSurvey/Footage) Driveways-Not over Counter if on public roadways..needs ROW �`, '4 • �NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to"deed"restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or ° contractors to undertake work,they may be required to be licensed in accordance with state and local regulations. If the � contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work,they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847- 8009 Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the"contractor Block"of this application for which they will be responsible. If you, as the owner sign as the contractor, that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings,change of use in existing buildings, or expansion of existing buildings, as specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands,that such fees, as may be due,will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a"certificate of occupancy"or final power release. If the project does not involve a certificate of occupancy or final power release,the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due,they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW(Chapter 713,Florida Statutes,as amended): If valuation of work is$2,500.00 or more,I certify that I, the applicant, have been provided with a copy of the "Florida Construction Lien Law—Homeowner's Protection Guide"prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the"owner", I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner"prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction,zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other 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 ailowed in Flood Zone"V"unless expressiy 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 wali. - If fill material is to be used in any area, I certify that use of such fill wiil 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 fili,an engineered drainage plan is required. If I am the AGENT FOR THE OWNER,I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, weils, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate,cancel,alter,or set aside any provisions of the technical codes,nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans,construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced. An extension may be requested, in writing,from the Building Official for a period not to exceed ninety(90)days and will demonstrate justifiable cause for the extension. If work ceases for ninety(90)consecutive days,the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. FLORIDA JURAT(F.S.117.03) OWNERORAGENY� G✓i �t'• � 0�/41 CONTRACTOR �/ �/lJ• 1Y�u�� Y1.L�Ja�! Subscribed and sw to or a�rmed before me this Subscribed and sw n to or affirmed)before me this lA�l P 7�l� <<SONW. 17�✓M 11 �. .X�N 2E�'�v � :—(r/ �L't✓a+�-�+N41 Who is/are ersonall known to m or hasfiave produced Who is/are ersonall known to me r has/have produced as identification. as identifica6on. � � Notary Public ~�'�V(_�--�-V ---�`�— ` J Notary Public Commission No.�� "�Q b `� Commission No. �T `� 1�\` Nam�e'�ec� s i I '�~��u� ��En ` MICNELLE BENNETT .. .•��„�,,. ` : °o`�'Y°�ei'': MMtry MNe-SW�of Flarlda � ;?. �+; Noury Po6!!c-SUb of Ftorid� • ��CIIMINstbn I FF 199011 ` ' ' ;;� ;�� •= Comml�iton�FF 199Q11 ,,,�� M�Coanan.E�pins Jun 6.20 1 9 ;9,F ,� MY Comm.ExplrM Jen B,2019 �O�iaMuOu�(i�ian�l Notary Assn. "''��°��`'`, Y,,■��.� b � , �"_^�'•��. A�ER�CO��,G-,��TO: � IIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIiIIIIIIIIIIII 2015194970 CSN POLRiDATZON TECHNOLOOZES, LLC 12630 CURLEY 3T. SAN ANTONIO, FL 33576 PqULR S 0'NEIL�Ph D PRSCO CLERK 6 COMPTROLLER Rcpt:1732299 Rec: 10.00 12/07/201��.e34�m 1 929 D5: 0.00 IT: 0.00 . OR BK ,'5 PG 12/07/2015 K. G., Dpty Clerk PERMIT NUMBER: NOTICE OF COMMENCEMENT The undersigned hereby gives 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. 1 DESCRIP7'ION OF PROPER7'Y(L.egal desc[iption of fhe property&street eddress,if available)TAX FOLIO NO.: �25-z�-0000-0030D-0091 SUBDIVISION BLOCK TRAGT LOT BLDG UNIT COM AT NE OF SE1/4 OF SEC 34TH ALG NORTH LWE TMEREOF N89DE0 58'3SW 1345.17 FT TO NLY EXTENSION OF WLY RIOM OF WAY-7209 GREEN SIOPE DR ZEPHYRHILLS R 335C1 2. GENERAL DESCRIPTION OF IMPROVEMENT: FOUNDATION STABILI7ATION AND/OR REPAIRS , 3. OWNER INFORMATTON OR LESSEE INFORMATION IF TAE LESSEE CONi'RACTED FOR THE ll1iPROVEMENT: e.Namea�daddress: CASELNOVA,MICHAEL L 8�ANGELA M-11335 FORT KING ROAD DADE CITY FL 33525 ' b.mterestinpraperty: FEE SIMPLE OWNER . N/A c.Name end eddress of fee simple tiUeholder(if diiTerent from Owner listed above). a.CONTRACI'OR'SNAME: �ASON W. NEUMANN FOR CS�N FOUNDATION TECHNOLOGIES, LLC convac�or•sade�ess: 12630 CURLEY ST.,SAN ANTONIO, FL 33576 b.phon�numy�r: 352-588-0910 � 5. SURETY(ifepplicable,a copy ofthe payment bond is attached): Q� W � c� z�V � � a.Name and address: N�A - � � � O= � � b.Phone number. c.Amount of bond:3 � Z;U N F—� � �' � 0 Q — � N� � 6,a.LENDER�sNnME: N�A � w Q �� Lcnder's eddress: b.Phone number; � O=Z J � �' LL~� Q O 7. Persons�vithin the State of Florida designated by Owner upon whom notices or other documents may be served as provided by 1— W tL�C� (y Section 713.13(1)(a)7.,Florida Statutes: _ �� a.Name and address: V Q O()_� (L' =UUZ Lil b.Phone numbers of designated persons: �H��ar —� 8.a.In addition to himself or herself,Owner designates of � �i i�Z p J to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b),Florida Statutes, p ��T Q W c�i ��>- � b.Phone uumber of person oz entiry designeted by Owner: � O Q�� 9. Expiration date of notice of commencement(the expiration date may not be before the completion of construction and final O �— Z O�� ' pa y ment to the contractor,but will be 1 year from the date of recording unless a different date is specified): ,20_ L!J tn Q J� g {-- � LL1� z� WARNING TO OWNER• ANY PAYMENTS MADE BY THE OWNER AFI'ER THE EXP�ATION OF THE NOTICE OF COMMENCEMENT �.�.. _ � z F Q } ARE CONSIDERED DvIPRQPER PAYMENTS UNDER CHAPTER 713 PART L SECTION 7l3 13 FLORIDA STATUTES AND CATI �/} �--. �— Q � p. Cp RESULT IN YOUR PAYING TW ICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON TE�JOB S1TE BEFORE TI-IE F1RST INSPECTION IF YOU INTEND TO OBTAfN FINANCING CONSULT i'TH YOUR LENDER OR AN ATTORNEY BEFORE COMMFNCING WORK OR RECOADING YOUR NOTICE OF COMMENCEMENT Under penalty of perjury,I declare that I have read the foregoing notice of commencement and that the facts stated therein are true to I ]�} }R � the best of my knowledge and belief. ��'e . •• � � b �� 2�ert� U/�lC�L �- C��CNd�f� �v �d� (Sigoature of Owner or Lessee,or Owner's or Lessee s (Print Name and Provide Siguatory s Title/Office) � � � � • a� tti � Aut6orized OfficedDirectodPartner/Manager) � �"-' � i�o rj�. State of FLORIDA �� - � ��u County of alSc�b � � �^ � -�Q Tha foregoing instrument was acknowtedged before me this��day of (x-t�� ,20 �S �► . � !� by '(� h0.'e.� �QS��nc7J �. ,as �� h—Q-r �� '� • � pame of erson (type of authority,...e.g.officer,trustee,attorney in fact) for Y�,C�ti 2.\ �Q C{��V��°� (name of party on behalf of whom instrument was executed) Personally Known .✓or Produced Identification Type of Identification Produced � .� MICI#LLE BENNETT � � :F`�11 NatuY P�•Sttle ot Florlds Co1niM t ��M�Ff 199011 '-� • Aty Camm.E�plre�Jun 8,2ot9 (Sienature of Notarv Publicl ,�'�%��n�� gppbtlrpu�fbtfontlPblayAasn. ��I�� Point West Engineering �� Civil • Environmental Engineering - P.O.Box 360035•Tampa,FL 33673-0035 Phone(813)237-1585•Fax(813)232-1998 ��i�� Email: mkeilevna,nointwesten�ineerin�.com Web: pointwestengineering.com September 28,2015 Geohazards, Inc. _ P.O. Box 14566 Gainesville,FL 32604 Attn: Atilla Bodo, PE Phone: 352-371-7243 I Reference: Dr. Michael Caselnova's Office Zephyrhills FL Geohazards, Inc. File No. 2008674 Atilla Bodo,PE Point West Engineering, Inc. (PWE) hereby notifies you that I am now the Engineer of Record for the Dr. Michael Caselnova's Office project located in Zephyrhills FL. Dr. Michael Caselnova's Office is located at 7209 Green Slope Drive in Zephyrhills, Fl; Sta.te � Farm Claim No. 59-D216-257. Please make note of this change. Sincerely, POINT�EST ENGINEERING r/ /�' . %/� ' /' S -- �Michael F. Kelley,'PE I Florida License No. 45914 CC: Michelle Bennett 1 , . . , ' .� - � �„r,,,��,,,,�� STANDARD RENETRAT[ON . . TEST BORING ! ! Project: Caselnova Propert}r � Zephyrhills, Fiorida ; Six�icholes �Exp�nsive CXays �Laxid Subsidence Repart Na: 2C}08674 Geolagist on Site: A. Marin Boring Designation: B-5 Shee# 3 of 3 ; s , s A SLdWS Y . DEPTH P per 6 in. N-vatue w-� g ; ��'� L increment{biows�ft.� a DESCRIPTION E �, 70 �� . .� �� i �� - � 18 20,5414 in. R �.- � Uery light gray moderateiy hard limesfane{E.S} � 75 �„ ' �� Hard drilling fram 75 ta 78.5 ft. i s� `� ! � } �� i �� 19 16,17,23 40 � � Very ligh#gray sc�ft limestane(l..S)with calcareous clay �� i $� 20 27,5415 in. R �'�� Very(ight gray maderately hard limsstone(LS) ! � � Boring terminated at approximately 84.5 ft. 104°lo LOG af 58.5 ft.,withaut recovery i 1 � � i �y��}�� E � �� .�� , .. C'f��`9�Q�� ( ��:r�p�,�'q��CD.y�� C-. . I �'"=f '��`?�`��'�l"��'��A •'''n',;��1'�+'�'lp �� + �'�'��'��9��'� ' �.,•�4 C'C, .�G '� � , �"p� �� .� � i r''� ';�`,+��, �G' .�s`� �� ; 1 � � % .� o� � � � � ' � �- �- �- � Professiottal Geological, Geophysical mzd Geotech�tical Engineering Ser��ices P.O.Box 14566 Gainesville,Florida 32604 Anfhony F. Itandazzo,Ph.D. David Bloomguist,PL.D. Attila A.Bodo,P.E. Dougtas L.Smith,Ph.D. ' Geologist Geotechnical Engineer Structuml Fxigineer Geophysicist i Florida PG*U003 Florida PEk 37235 Florida PEY 15834 Florida PGN OOl6 GeorgiaPGfll136 GeorgiaPG#I]40 PROPOSED REMEDIATION PROGRAM � Dr.Michael Caselnova's Office 7209 Green Slope Drive,Zephyrhills,Florida � State Farm.Florida Insurance Claim No. 59-D216-257-Geohazards,Inc.Project No. 2008674 � December 9,2008 Geohazards, Inc. has performed a geotechnical investigation at the above property. Based on the WOH�WOR/LOC zones identified in the SPT borings, sinlchole activity is considered to be a contributi.ng source of distress. Subsurface compaction grouting, a common ground modification technique, is indicated to mitigate raveling and fill void spaces adjacent to and i below the structure. The following is a basic plan, including estimated quantities, to remediate the sinkhole I conditions. � Task Description Estim Su Quantity i rv y 1 Mobilization/Demobilization 1 ea. � Pernuts � 2 Site Preparation 1 ea. � Injection Pipe Installation; I 36 total grout points, 2,3401f.total 3 South half of the Building-18 points, Soutlt ltalf of tlte building to competent Iimestone estimated 1,170 lf approximately 65 ft.below the surface � i 250-350 cy.total 4 Grout Injection ,S"outli half of tlze builcling � � 125-175 cy. � I 5 Monitoring/Certification 1 ea. � � (352)371-7243 (800)770-9990 Fax:(352)371-4410 � www.sinkholes.com adminCa,sinkholes.com � � , � i : I ' Dr.Michael Caselnova's Office 2 � Geohazards ProjectNo.2008674 ` December 9,2008 I i The observed distress does not indicate the need for underpinning at this time. i The above lan does not include an remedial re air of the dwelling interior or exterior, slabs p Y P on grade, nor vegetation removaUreplacement. Any cracks in the slab on grade should be repaired as part of the cosmetic repair work. Cosmetic repairs should begin no sooner than 60 � days after the completion of the subsurface remediation program. � This grouting program is not necessarily intended to be used solely as the final mitigation � design. The suggested plan provided by Geohazards,Inc. should be used by the contractor as a ' basis for bidding, since site conditions may require the re-location and/or addition/deletion of j insertion points (e.g., septic tanks, drain fields,underground sprinkler pipes,utilities, etc.). I i i � David Bloomquist,PhD,PE � Geotechnical Engineer , I Florida License Number 37235 � 4 r � � � � � f I I � � l , � � � � i i 1 , � ' . i ��i � � 4 � � PROPOSED G�Z.OUT INJECTION � �,�,,.� .��„r- �.�..- LOCATIC}NS a"�inkltales�Fxpansive G1ays�Land Subsidence Dr. Micha�Caselno�a's Office I",O.Eox 2456& Gainesville,FL 32604 7209 Gxeen Slope Drive 1 (352)372 7243 �-soo-��o-�9go ZephyxhilIs,Florida Fa�c:(352}371-�.4IQ , FCaR: �tate Farm Florida Insurance DATE: �.2 09-Q8 SY: David Sloomquist,PhD,PE Investigatian#2008674 ' j . 1 2 3 � � 6 ' �j� � � � � 'y NC?RTH I � � " '� I �� `� ; , Graphic Scale ` 0 x0 20 � 35 �.�_�}..}� �c 1"-20' 3� � � -� � : Covered � � Pedi��i��ic C�e Ce�itez�of j , �n�u•�� cot��t� � P�sco,Inc. (72"1� � siciex�lk �3 f � 7.0 n � y� i?7 i ' 1. �� •�� i r�� 30 � ;13::.. .��ix I . -:.1;'_' .'�:;''= Concrete I �'"' Sidewa]k � 29 �:��=;; r`f<"-F_ � 2$ �1 `15�� , I , A� Dr.Michael easelnova s �-;r��':' . A� d�IC� {�� :r'_' : i 27 � x+6':x. � I �.'=`.i � 2f � ' Covered ' , 7'�� ' - Enhyway i ' 25 �:1S '� � I s;;-; � ;;`.:.-.__ ,s_...:: i 36 Total Injecfion Poinf Locations i i O i Appxo�cim.a�ely 8`-10`between paints 24 23 22 27. 20 19 Estimated average insertion depth:65 feet � Iz�jection Point � Note: Some injeciiazt point Iocations may be inaccessible due to � Axtgled�ijection Point �--� p�structions and mianar relacation aE the discretion of the confractor � t may be requixed. j ( I " � i� .�. � � � 1 � � �� Professional Geological, Geoplrysical a�id Geotechnical Engineering Services P.O.Box 14566 Gainesville, Florida 32604 � Anthony F. Randazzo,Pi�.D. David Bloomquist,Ph.D. Attila A. Bodu, P.E. Douglas L.Smith,Ph.D. ( Geologist GeotechnicalEngineer Shvctural Engineer Geophysicist Florida PG#OOD3 Florida PE#37235 Florida PE'�15834 Florida PC#OD18 Georgia PG#1136 Georgia PG#1 L40 I I i TECHIVICAL SPECII'ICA`TIONS FOR SUBSURFACE STABILIZATION PRESSURE GROUTIN�AT THE ' ', Dr.Michael Caselnova's Offrce ; 7209 Green Slope Drive,Zephyrhills,Florida ' State Farm Florida Insurance Claim No. 59-D216-257-Geohazards,Inc.Project No. 2008674 � December 9,2008 � I 1.0 DESCRIPTION The following specifications are for stabilization and remediation of subsoil conditions. The work consists of furnishing all labor,equipment and matexials required to inject cementitious grout to an � estimated average depth of 65 feet.Do not drill beyond 80 feet unless prior permission is obtained by the Engineer of Record. The stabiliza�ion program is intended to stabilize possible unstable subsurface soils by compacting any loose soils via densification,where present,sealing the � limestone surface,voids and any partially in filled cavities, and to minimize the potential for future , ground subsidence due to raveling activity. ; i '� 2.0 SCOPE I The scope of the stabilization program includes vertical andlor angled grout injections. The total ' estimated grout quantity,injection pipe footage and grout point locations are attached. However, , the grouting program may be modified by the Contractor and Geotechnical Engineer(ox his or her I representative) as dictated by the actual field co�ditions. In these specifications,"Geotechnical � Engineer"refers to Geohazards,Inc.'s geotechnical engineer. � i If directed by the Geotechnical Engineer or his or her representative, additional grout locations may � be required based on the site conditions encounterecl. Injection point locations are planned around the perimeter of the struciure on 8 - 10 foot centers. Altemative grout locations may be required. ; However,the Contractor or Geotechnical Engineer(or his or her representative)will establish the 1, fmal grout injection locations in the f eld. � 3.0 CONTRACTOR � The pressure grouting Contractor shall submit his or her qualifications to the Geotechnical � Engineer. The Contractor shall have at least three years of experience in cement pressure grouting i jobs,and shall submit references of his or her activities if requested. (352)371-7243 (800)770-9990 Fax: (3�2)371-4410 � www.sinkholes.com adminCa�sinkholes.com I • 1 � , i , ; Dr.Michael Caselnova's Office 2 Geohazards Project No.2008674 I December 9,2008 � � I 4.0 EQUIPMENT i Grout Injection Equipment A continuous flow,positive displacement model capable of pumping cement grout with a slump (ASTM C-143) of 3 to 6 inches maximum andpressures up to 600 psi(i.e., Schwing Model BPA ; 750D-15R or equivalent) shall be used. A pressure gauge shall be located in-line at the top of the ; casing or imtnediately before the top of the casing. The gauge shall be capable of reading pressures ; up to 600 psi in increments of 25 psi or smaller. Alternate equipment may be used at the discretion � of the Geotechnical Engineer or his or her representative. Approval of any and all onsite equipment does not infer final acceptance. � � Injection Pipes � Minimum inside diameter: 2 inches,Maximum inside diameter: 3 inches.Use of reducing nipples , is not allowed. j ( 5.0 GROUT NIIXTURE � General The materials used in this work shall conform to standard grouting practices as follows: • Portland cement will conform to ASTM C-150. Aggregate will be natural sand material I wrth percent passmg the No. 200 sieve not greater than 30 percent.No maximum grain size is specified,however,it must not create sand blocking at the nozzle at the specified � operating pressures. I • Lime will be hydrated if utilized. � � • M�water shall be potable. ' • Once mixed,the cement/sand grout(including approved additives) sha11 obtain a minimwn 48-hour compressive strength of 200 psi. Grout Mig i The mixture used for grouting shall be a creamy consistency which will permit the grout to flow. If � requested,when samples of the grout mixture are set aside for at least 12 hours in a standard f concrete test mold,the resulting free surface water height shall be less than one percent of the $ initial sample height. Slump shall not exceed 6 inches. However,the slump may be varied � throughout the grouting operation at the discretion of the Geotechnical Engineer or his or her I representative.The grout rnix shall not contain more than 0.6%by weight(221bs/cy)of bentonite. I If bentonite is to be used,it must be hydrated prior to the addition of cement to minimize bleeding � and segregation. The use of bentonite in compaction grouting can cause a�loss of compressive strength of the grout mixiure. � I 6.0 GROUT MIXING&PLACING � If on site mixing is used,facilities sha11 be provided for accurately measuring the ingredients i.n � each batch of grout. The ingredients shall be thoroughly mixed and immediately pwnped to the I grout pipes through a flexible hose not more than 250 feet long. , . � r ' • . i � Dr.Michael Caselnova's Office 3 , Geohazards Project No.2008674 � December 9,2008 I I i 7.0 PRE5SURE GROUTING PROCEDURE � Pipe InstalIation ! Grout pipes shall be installed to a depth sufficient to encounter bearing limestone or other bearing i material(e.g., dense sand),approximately 65 feet on average below the ground surface. If this � estimated average depth is exceeded by more than 15 feet,the drilling procedure shall cease and the ' Geotechnical Engineer notified. Drilling may continue at the Geotechnical Engineer's discretion. l The Contractor may rotary drill or drive the injection pipes to the refusal depth. However,the j method of installation shall ensure a good seal between the pipe and the surrounding soil. The � installation method may be modified subject to the Geotechnical Engineer or his or her i ' representative's approval if grout seeps up around the outside of the pipe during injection. � i Grout Inj ection ' Following satisfactory installation of an injection pipe, grouting operations may begin. During the � grouting operation the injection pipes shall be incrementally raised to inject the entire zone between � depths of approximately 65 feet and 10 feet below the ground surface. If feasibie,the sequence of grouting should be performed at altemating locations to allow sufficient time for the mix to set � prior to drilling and grouting adjacent points. The rate of pumping shall not exceed twelve cubic � feet per minute. The pumping pressure at the top of the casing is planned to be in the range of 200 j to 300 psi or as required by the Geotechnical Engineer or his or her representative. � Unless otherwise directed by the Geotechnical Engineer or his or her representative,pumping shall cease for at least a 24-hour period if a 1-foot zone takes 20 or more cubic yards of grout at a slump a of 4 inches. If this excessive pumping occurs,the grout pipe shall be raised and flushed to prevent � the pipe from being cemented in place. Pumping can then proceed at another grout pipe location. , � Pumping may resume at the excessive grout pipe location and depth after a period of 24 hours has I , passed. The slump maybe reduced further to 2 inches if a grout point fails to produce resistant i pressure during the pumping operation. Once a resistance pressure of 250—300 psi is reached,the slump may be increased to not more than 6 inches to improve migration of the grout into the soil in � order to compact loose zones adjacent to the pipe. � 's E Grouting procedures should be terminated once the grout point is filled to within 6-10 feet of the �4 surface in order to minimize collateral damage to the structure. i Contractor Submittals � Methods of the work: ( a. Grout pipe installation procedures i b.Proposed grout pipe locations, depths,and intervals � c. Increments of depth for installation of grout d. Maximtun grout quantities at each increment of depth ' e. Grout pressures at depths ' f.Equipment to be used in the work i g.List of vendors and suppliers � h. Daily records I i. Grout mi.x design,design sluxnp and tolerances ; 1 � � • � • 1 � ' 1 Dr.Michael Caselnova's Office 4 { Geohazards Project No.2008674 I December 9,2008 I � � j 8.0 MONITORING BY THE GEOTECffi�IICAL ENGINEER OR HIS OR HER REPRESENTATIVE General The Geotechnical Engineer or his or her representative will monitor the pressure grouting � operations to document compliance with the specifications outlined above and the duties discussed i below. AlI injection pipe installations and grouting operations shall be performed in the presence i of the Geotechnical Engineer's representative. The Geotechnical Engineer or his or her � representative shall assume responsibility for verifying the quantity of grout pumped,intervals of i grouting and deciding if additional or less grout is necessary. I Compliance � The Geotechnical Engi.neer or his or her representative may stop the grouting operation at any time if,in his or her judgment,the operation does not comply with these specifications or the work is � unsuitable. I Daily Records � The Geotechnical Engineer or his or her representative will malce aIl measurements of ground , � heave or settlement,installed pipe Iengths and grout quantities pumped. Records of each day's ; ' grouting operation will be maintained for the benefit of the insurance company and Contractor. � The grout and pipe quantities recorded by the Geotechnical Engineer's representative shall be I, considered the final amounts for pay purposes. � ! Ground/House Movement � During grouting, the Contractor and Geotechnical Engineer or his or her representative shall i observe any vertical movement of the ground and house using a transit/level. If a downward movement of the ground surface is observed,the grouting operation shall cease and observations f shall continue for 30 minutes.Likewise if there is any upward movement of the house, grouting � should be temporarily suspended. If the ground does not return to its original grade,pumping sha11 � � be resumed at a lower rate of injection. If upward movement is observed,the grouting operation � shall cease. � Existin Utilities/Structures i g The Contractor shall exercise care when grouting beneath and adjacent to any underground utilities. � The Contractor is responsible for ensuring the grouting operation does not damage e�sting utili�ies, ; wells,septic tanks,etc. 1 � ; 1 , David Bloomquist,PhD,PE � Geotechnical Engineer i Florida License Number 37235 , i ( I � � i .� , i I I � , ' i - STANDARD PENETRATfON � TEST BORING � ' ' � Project: Caselnova ProperLy � Zephyrhills, Florida � I� Report No: 2008674 f li Sa��lcl.zoles o Expansive Clays o Laxzd Subsi.dence Geologist on Site: A. Marin , Borin Designation: B-5 Sheet 3 of 3 ' 9 + ; s s A BLOWS Y DEPTH M er 6 in. N-value W T M ; (ft.) P p (blows/ft.) B DESCRIPTION , � increment p E L 70 � � ' ' ��'�� , s��,�'"Y : � �� ; I 75 18 20,50/4 in. R �� e�; Very light gray mode�ately hard limestone(LS) � :�, i �� Hard drilling from 75 to 78.5 ft. � �:'' '�w� i �£ � i � •� ` � ..�a � 19 16,17,23 40 �;�� Very light gray soft limestone(LS)with calcareous clay 80 �� i ��r � �'��i � �..�� '�'�'�;�� i 85 20 27,50/5 in. R ��`''��"j" Very light gray moderately hard limestone(LS) ( � Boring terminated at approximately 84.5 ft. � 100%LOC at 58.5 ft.,without recovery i -0 C��G � � � � , �2N �� i `�� 'y� � � . c��o��'�l�o �� '�� , .�,��d�,��.��,� <�, �` �: ,.� � �,� � � :� .;�'.o �,L. o,�j 1 � v� 1 9 , f � n /' a C�(P�,�� F.V . � I `rQ��y�.� i ��o� ��. ! �n�� `' � � � i � � , . ' r� v i� � � � ' � , , �� Professiottal Geological, Geopliysical a�id Geotech�iical Engineering Services i F.O.Box 14566 Gainesville,Florida 32604 Anthony F.Randazzo,Ph.D. Davfd Bloomguist,PL.D, Attila A.Bodo, P.E. Dauglas L.5mith,Ph.D. • Geologist Gcotectu�ical Engineer Sdvctural Engineer Geophysicist j Flarida PGR 0003 Flarida PE#37235 Florida PE#15834 Florida PGN 0016 � Georgia PGN l 136 Georgia PG#1]40 I i PROPOSED REMEDIATION PROGRAM . � � Dr,Michael Caselnova's Office I 7209 Green Slope Drive,Zephyrhills,Florida State Farm Florida Insurance Claixn No. 59-D216-257-Geohazards, Inc. Project No. 2008674 � December 9,2008 I Geohazards, Inc. has performed a geotechnical investigation at the above property. Based on the WOH/WOR/LOC zones identified in the SPT borings, sinkhole activity is considered to be a contributing source of distress. Subsurface compaction grouting, a common ground ; modification technique, is indicated to mitigate raveling and fill void spaces adjacent to and below the structure. j � The following is a basic pla.n, including estimated quantities, to remediate the sinkhole i conditions. i I Task Description �stimated Quantity Survey � Mobilization/Demobilization 1 Permits 1 ea. , � 2 Site Preparation 1 ea. ! Injection Pipe Installation; � �, 36 total grout points, 2,3401f.total I 3 South half of the Building-I S points, Soutlt ltalf of t)te building � ' to competent limestone estimated 1,170 lf � approximately 65 ft. below the surface i� i �� 250-350 cy,total ' 4 Grout Injection South half of the building 125-175cy. ; ' � � 5 Monitori.ng/Certification 1 ea, ' ( I i , (352)371-7243 (800)770-9990 Fax:(352)371-4410 ' wivw.sinkholes.com adminCa?sinkholes.com i � . �. � i . ' i Dr.Michael Caselnova's Office 2 � Geohazards ProjectNo. 2008674 � December 9,2008 � � I The observed distress does not indicate the need for underpinning at this time. � � The above plan does not include any remedial repair of the dwelling interior or exterior, slabs � on grade, nor vegetation removal/replacement. Any cracks in the slab on grade should be repaired as part of the cosmetic repair work. Cosmetic repairs should begin no sooner than 60 ; days after the completion of the subsurface remediation program. ; � This grouting program is not necessarily intended to be used solely as the final mitigation ! design. The suggested plan provided by Geohazards, Inc. should be used by the contractor as a � basis for bidding, since site conditions may require the re-location andlor addition/deletion of � insertion points (e.g., septic tanks, drain fields,underground sprinkler pipes,utilities, etc.). I I , � � i David Bloomquist,PhD,PE � Geotechnical Engineer � Florida License Number 37235 E i i I i � � E � � � I � l I I 1 I i i � � I i ' I � � ` _--- — � • � J�"�``�`� PROPOSED t�ROUT INJECTICIN t 1�,,,. �,�. �,,,,� LOCATI(JNS ' Sinkholes�Expa.nsive Clays�Land Snbsidence Dr. Michael Caselnova's Office �.o.3aox�.�� 7209 Gxeen Blape D�ive Ga%nesville,FI,32604 Ze h rhills,Florida i (352)371-7243 1-8U0-770-9990 � � Fax: {352)871-4410 � FOR: State Farm Ploxida Insurance DATE: 12-09-08 BY: David Sloomquist,PhD,PE ; Investigaiion#2008b7� � 1 2 3 � � � ' I � � �, � �ti� � � i NC}RTH � � `� � � ' 3b � Graphic Scale g. s 0 10 20 s� �� H+r+-}+�-H �� .��=�oi � � .� � � 3� '� covered i Pec�irlfi�ic C�u�e�e��t��• of Entrpt+•ay � c�,Y�-�Et� I'asco,Inc. {72"I7} � � Sidctivalk 33 ,� f�✓ "I.0 � 3? ,� �� 11 � � � 31 v' �� c 30 � �13`'- I ��.� CoztCrete 29 " Sidewalk �A�14'' , ,`, = i 2$ � �15�. E �� Dr. Michael Caselnova's -- � �'� O£fice (7249) ' ` ; 27 � 26'� �, � 2� � i17;� Covered ' - _ Eniryway � j _ i 25 , _ �18 �` � 3-:.: � 36 Tata1 Injection Point Lacatians # * � � rv Approximately$`-1Q`between points 24 23 22 21 20 19 I Estimated average insertion depth:65 feet ; Nate: Some injectian po%nt locations may be ianaccessible due to � Injeciion Point � obstructions and minor xelocation at the discretion af the confractor , Angled Injection Point �—�"'- may be required. � i � ' � � � � � � � � � - �� i Professio�zal Geological, Geophysical and Geotechrtical Engineering Services , P.O.Box 14566 � Gainesville, Florida 32604 Anthony F. Randazzo, Ph. D. David Bloomquist,Ph. D. Attila A. Bodo, P.E. Douglas L.5mith,Ph.D. � Geologist Geotechnical Engineer Structural Engineer Geophysicist Florida PGN 0003 Florida PE#37235 Florida PE#15834 �lorida PG#ODlB Georgia PG#1136 Georgia PG#1 I40 � t TECIiNICAL SPECIFICATIONS FOR SUSSURFACE i STABILIZATION PRESSURE GROUTING AT THE ' Dr.Michael Caselnova's Office i 7209 Green Slope Drive,Zephyrhills,Florida State Farm Florida Insurance Claim No. 59-D216-257 - Geohazards,Inc.Project No. 2008674 December 9,2008 1.0 DESCRIPTION ° The following specifications are for stabilization and remediation of subsoil conditions. The work consists of furnishing all labor, equipment and materials required to inject cementitious grout to an i � estimated average depth of 65 feet.Do not drill beyond 80 feet unless prior permission is obtained by the Engineer of Record. The stabiliza�ion program is intended to stabilize possible unstable subsurface soils by compacting any loose soils via densification,where present, sealing the limestone surface,voids and any partially in-filled cavities, and to minimize the potential for future ground subsidence due to raveling activity. " 2.0 SCOPE The scope of the stabilization program includes vertical and/or angled grout injections. The total � estimated grout quantity,injection pipe footage and grout point locations are attached. However, ! the grouting program may be modified by the Contractor and Geotechnical Engineer(or his or her � representative) as dictated by the actual field co�ditions. In these specifications,"Geotechnical Engineer"refers to Geohazards,Inc.'s geotechnical engineer. i If directed by the Geotechnical Engineer or his or her representative, additional grout locations may � be required based on the site conditions encountered. Injection point locations are planned around � the perimeter of the structure on 8 - 10 foot centers. Alternative grout locations may be required. ; However,the Contractor or Geotechnical Engineer(or his or her representative)will establish the fmal grout injection locations in the f eld. 3.0 CONTRACTOR � The pressure grouting Contractor sha11 submit his or her qualifications to the Geotechnical Engineer. The Contractor shall have at least three years of experience in cement pressure grouting jobs,and shall submit references of his or her activities if requested. i. i I i i (352)371-7243 (800)770-9990 Fax: (3�2)371-4410 ' wwtiv.sinkholes.com adminCa�sinkholes.com � I • I � Dr.Michael Caselnova's Office 2 Geohazards Project No. 2008674 � December 9,2008 ! s 4.0 EQUIPMENT � Grout Injection Equipment I A continuous flow,positive displacement model capable of pumping cement grout with a slump (ASTM C-143) of 3 to 6 inches maximum and pressures up to 600 psi(i.e., Schwing Mode1 BPA ; 750D-15R or equivalent) shall be used. A pressure gauge shall be located in-line at the top of the ' casing or immediately before the top of the casing. The gauge shall be capable of reading pressures up to 600 psi in increments of 25 psi or smaller. Alternate equipment may be used at the discretion j of the Geotechnical Engineer or his or her representative. Approval of any and all onsite I equipment does not infer final acceptance. j I Injection Pipes � Minimum inside diameter: 2 inches,Maximum inside diameter: 3 inches.Use of reducing nipples is not allowed. 5.0 GROUT MIXTURE � '� General I I' The materials used in this work shall conform to standard grouting practices as follows: � � • Portland cement wi11 conform to ASTM G150. Aggregate will be natural sand material ' I with percent passing the No. 200 sieve not greater than 30 percent.No maximum grain size , I is specified,however,it must not create sand blocking at the nozzle at the specified i operating pressures. � � Lime will be hydrated if utilized. i • Mix water shall be potable. � • Once mixed,the cement/sand grout(including approved additives) shall obtain a minimum 48-hour compressive strength of 200 psi. Grout Mix � The m�ture used for grouting shall be a creamy consistency which will permit the grout to flow. If ' I requested,when samples of the grout mixture are set aside for at least 12 hours in a standaxd � concrete test mold,the resultmg free surface water height shall be less than one percent of the � initial sample height. Slump shall not exceed 6 inches. However,the slump may be varied � throughout the grouting operation at the discretion of the Geotechnical Engineer or his or her representative.The grout mix shall not contain more than 0.6%by weight(221bs/cy)of bentonite. I If bentonite is to be used,it must be hydrated prior to the addition of cement to minimize bleeding � and segregation. The use of bentonite in compaction grouting can cause a loss of compressive � � strength of the grout mixture. ; 6.0 GROUT NIIXING&PLACING ' If on site mixing is used, facilities sha11 be provided for accurately measuring the ingredients in � each batch of grout. The ingredients shall be thoroughly mixed and immediately pumped to the i grout pipes through a flexible hose not more than 250 feet long. ; � . ; , � ' i - ' i Dr. Michael Caselnova's Office 3 j Geohazards Project No. 2008674 ; December 9,2008 ; j 7.0 PRESSURE GROUTING PROCEDURE � Pipe Installation i Grout pipes shall be installed to a depth sufficient to encounter bearing limestone or other bearing i material(e.g., dense sand), approximately 65 feet on average below the ground surface. If this ' estimated average depth is exceeded by more than 15 feet,the drilling procedure shall cease and the � � Geotechnical Engineer notified. Drilling may continue at the Geotechnical Engineer's discretion. � The Contractor may rotary drill or drive the injection pipes to the refusal depth. However,the i method of installation shall ensure a good seal between the pipe and the surrounding soil. The i installation method may be modified subject to the Geotechnical Engineer or his or her representative's approval if grout seeps up around the outside of the pipe during injection. � � Grout Injection ' ' Following satisfactory installation of an injection pipe, grouting operations may begin. During the � grouting operation the injection pipes sha11 be incrementally raised to inject the entire zone between � depths of approximately 65 feet and 10 feet below the ground surface. If feasible,the sequence of � outin should be erformed at alternatin locations to a11ow sufficient time for the mix to set �' g P g �, � prior to drilling and grouting adjacent points. The rate of pumping shall not exceed twelve cubic � � feet per minute. The pumping pressure at the top of the casing is planned to be in the range of 200 � , to 300 psi or as required by the Geotechnical Engineer or his or her representative. � Unless otherwise directed by the Geotechnical Engineer or his or her representative, pumping sha11 I � cease for at least a 24-hour period if a 1-foot zone takes 20 or more cubic yards of grout at a slump : of 4 inches. If this excessive pumping occurs,the grout pipe shall be raised and flushed to prevent i I the pipe from being cemented in place. Pumping can then proceed at another grout pipe location. I , ' Pumping may resume at the excessive grout pipe location and depth after a period of 24 hours has I � , passed. The slump maybe reduced fiu-ther to 2 inches if a grout point fails to produce resistant � ' pressure during the pumping operation. Once a resistance pressure of 250—300 psi is reached,the I slump may be increased to not more than 6 inches to improve migration of the grout into the soil in , order to compact loose zones adjacent to the pipe. I { i Grouring procedures should be terminated once the grout point is filled to within 6-10 feet of the ( surface in order to minimize collateral damage to the structure. { Contractor Submittals � I Methods of the work: � a. Grout pipe installation procedures b. Proposed grout pipe locations, depths,and intervals � c. Increments of depth for installation of grout � d. Maximum grout quantities at each increment of depth f e. Grout pressures at depths i f. Equipment to be used in the work , g. List of vendors and suppliers ! h. Daily records � i. Grout mix design, design slump and tolerances I i � I � i 1 � � . ' � ^ } Dr.Michael Caselnova's Office 4 i Geohazards Project No.2008674 � December 9,2008 � � s 8.0 MONITORING BY THE GEOTECHNICAL ENGINEER OR HIS OR HER ; REPRESENTATIVE � General The Geotechnical Engineer or his or her representative will monitor the pressure grouting operations to document compliance with the specifications outlined above and the duties discussed � below. All injection pipe installations and grouting operations shall be performed in the presence i of the Geotechnical Engineer's representative. The Geotechnical Engineer or his or her � representative shall assume responsibility for verifying the quantity of grout pumped,intervals of ; grouting and deciding if additional or less grout is necessary. � Compliance � The Geotechnical Engineer or his or her representative may stop the grouting operation at any time i if,in his or her judgment,the operation does not comply with these specifications or the work is I unsuitable. j � Daily Records The Geotechnical Engineer or his or her representative will malce all measurements of ground , heave or settlement,installed pipe lengths and grout quantities pumped. Records of each day's grouting operation will be maintained for the benefit of the insurance company and Contractor. � The grout and pipe quantities recorded by the Geotechnical Engineer's representative shall be ; considered the final amounts for pay purposes. ; � Ground/House Movement � During grouting, the Contractor and Geotechnical Engineer or lus or her representative shall ( observe any vertical movement of the ground and house using a transitJlevel. If a downward movement of the ground surface is observed,the grouting operation shall cease and observations � sha11 continue for 30 minutes. Likewise if there is any upward movement of the house, grouting should be temporarily suspended. If the ground does not return to its original grade,pumping sha11 I be resumed at a lower rate of injection. If upward movement is observed,the grouting operation � shall cease. i Existing Utilities/Structures � The Contractor shall exercise care when grouting beneath and adjacent to any underground utilities. j The Contractor is responsible for ensuring the grouting operation does not damage existing utilities, � wells,septic tariks,etc. j l y ; � David Bloomquist,PhD,PE ' Geotechnical Engineer ! Florida License Number 37235 � I i I � I ; . Y ' • - _ - � s 1 � 1 �� Professio�tal Geological, Geophysical and Geotecltnical Engir:eering Services P.O.Box 14566 Gainesville, Florida 32604 Anthony F. Randazzo, Pli. D. Davld Bloomquist, Ph. D. Attila A. Bodo, P.E. Douglas L.Smith,Ph.D. , Geologist Geotechnical Engineer Shvc[ural Engineer Geophysicist Florida PG#0003 Florida PEJt 37235 Florida PE#I5834 Flarida PGN 0018 Georgia PGKI I36 Georgia PGH I 140 I �..��G � � � % �?i��.c��0�. TECFINICAL SPECIF'ICATIONS FOR SUBSURFACE � � �°�STABILIZATION P1aESSURE GROUTING AT THE ��ti� �ij� �,� �� Dr. Michael Caselnova's Office , , 'l� �� `l,, 209 Green Slope Drive,Zephyrhills, Florida ��'y�G State Farm Fl ida�is �•�laim No. 59-D216-257 - Geohazards,Inc. Project No. 2008674 �'�+j,��l��s� � December 9,2008 0,�. 9ff�c 9l� � ' ��',,o��, CRIPTION �� ring specifications are for stabilization and remediation of subsoil conditions. The work , � � 'shing all labor, equipment and materials required to inject cementitious grout to an � �i depth of 65 feet. Do not drill beyond 80 feet unless prior permission is obtained a by �f Record. The stabilization program is intended to stabilize possible unstable � subsur�.��,�, (�`y compacting any loose soils via densification, where present, sealing the ' limestone s�ce, voids and any partially in-filled cavities, and to minimize the potential for future ground subsidence due to raveling activity. � � 2.0 SCOPE � The scope of the stabilization program includes vertical and/or angled grout injections. The total � estimated grout quantity, injection pipe footage and grout point locations are attached. However, the grouting program may be modified by the Contractor and Geotechnical Engineer(or his or her representative) as dictated by the actual field conditions. In these specifications, "Geotechnical ; Engineer" refers to Geohazards, Inc.'s geotechnical engineer. ; If directed by the Geotechnical Engineer or his or her representative, additional grout locations may ; be required based on the site conditions encountered. Injection point locations are planned around the perimeter of the structure on 8 - 10 foot centers. Alternative grout locations may be required. However, the Contractor or Geotechnical Engineer(or his or her representative) will establish the � final grout injection locations in the field. ; 3.0 CONTRACTOR � The pressure grouting Contractor shall submit his or her qualifications to the Geotechnical Engineer. The Contractor shall have at least three years of experience in cement pressure grouting , jobs, and shall submit references of his or her activities if requested. (352)371-7243 (800)770-9990 Fax: (352)371-4410 . www.sinkholes.com admin�?a,sinkholes.com � i - � Dr.Michael Caselnova s Office 2 Geohazards Project No. 2008674 i December 9,2008 i 4.0 EQUIPMENT i Grout Injection Equipment ; A continuous flow,positive displacement model capable of pumping cement grout with a slump (ASTM C-143) of 3 to 6 inches maximum and pressures up to 600 psi (i.e., Schwing Model BPA ' 750D-15R or equivalent) shall be used. A pressure gauge shall be located in-line at the top of the � casing or immediately before the top of the casing. The gauge shall be capable of reading pressures ' up to 600 psi in increments of 25 psi or smaller. Alternate equipment may be used at the discretion j of the Geotechnical Engineer or his or her representanve. Approval of any and all onsite I equipment does not infer final acceptance. Injection Pipes ; Minimum inside diameter: 2 inches,Maximum inside diameter: 3 inches. Use of reducing nipples � is not allowed. � � i �� SA GROUT MIXTURE � � General � The materials used in this work shall conform to standard grouting practices as follows: � ! • Portland cement will conform to ASTM C-150. Aggregate will be natural sand material � with percent passing the No. 200 sieve not greater than 30 percent.No maximum grain size � is specified,however, it must not create sand blocking at the nozzle at the specified ; I � , operating pressures. � j • Lime will be hydrated if utilized. � i • Mix water shall be potable. j i • Once mixed,the cement/sand grout(including approved additives) shall obtain a minimum � 48-hour compressive strength of 200 psi. � � � Grout Mix � , The mixture used for grouting shall be a creamy consistency which will permit the grout to flow. If I I requested,when samples of the grout mixture are set aside for at least 12 hours in a standard concrete test mold,the resulting fiee surface water height shall be less than one percent of the i initial sample height. Slump shall not exceed 6 inches. However,the slump may be varied � �� throughout the grouting operation at the discrerion of the Geotechnical Engineer or his or her representative. The grout mix sha11 not contain more than 0.6%by weight(221bs/cy) of bentonite. I If bentonite is to be used, it must be hydrated prior to the addition of cement to minimize bleeding � and segregation. The use of bentonite in compaction grouting can cause a loss of compressive i strength of the grout mixture. ; , 6A GROUT MIXING&PLACING I If on site mixing is used, facilities shall be provided for accurately measuring the ingredients in � each batch of grout. The ingredients shall be thoroughly mixed and immediately pumped to the � 'I grout pipes through a flexible hose not more than 250 feet long. � i � � � I • � i I . I Dr. Michael Caselnova's Office 3 Geohazards Project No.2008674 December 9,2008 f � 7.0 PRESSURE GROUTING PROCEDURE I Pipe InstalIation Grout pipes shall be installed to a depth sufficient to encounter bearing limestone or other bearing ' material(e.g., dense sand), approximately 65 feet on average below the ground surface. If this '' estimated average depth is exceeded by more than 15 feet,the drilling procedure shall cease and the � Geotechnical Engineer notified. Drilling may continue at the Geotechnical Engineer's discretion. i The Contractor may rotary drill or drive the injection pipes to the refusal depth. However,the j method of installation shall ensure a good seal between the pipe and the surrounding soil. The j installation method may be modified subject to the Geotechnical Engineer or his or her 1 '� representative's approval if grout seeps up around the outside of the pipe during injection. j I Grout Injection � Following satisfactory installation of an injection pipe, grouting operations may begin. During the i grouting operation the injection pipes sha11 be incrementally raised to inject the entire zone between 1 depths of approximately 65 feet and 10 feet below the ground surface. If feasible, the sequence of i grouting should be performed at altemating locations to allow sufficient time for the mix to set prior to drilling and grouting adjacent points. The rate of pumping shall not exceed twelve cubic feet per minute. The pumping pressure at the top of the casing is planned to be in the range of 200 to 300 psi or as required by the Geotechnical Engineer or his or her representative. j Unless otherwise directed by the Geotechnical Engineer or his or her representative,pumping shall � cease for at least a 24-hour period if a 1-foot zone takes 20 or more cubic yards of grout at a slump : of 4 inches. If this excessive pumping occurs, the grout pipe shall be raised and flushed to prevent �i the pipe from being cemented in place. Pumping can then proceed at another grout pipe location. ; Pumping may resume at the excessive grout pipe location and depth after a period of 24 hours has � passed. The slump maybe reduced further to 2 inches if a grout point fails to produce resistant � pressure during the pumping operation. Once a resistance pressure of 250—300 psi is reached,the � slump may be increased to not more than 6 inches to improve migration of the grout into the soil in � order to compact loose zones adjacent to the pipe. � i Grouting procedures should be terminated once the grout point is filled to within 6- 10 feet of the 4 surface in order to minimize collateral damage to the structure. ' i Contractor Submittals � ' Methods of the work: � � a. Grout pipe installation procedures � b. Proposed grout pipe locations, depths, and intervals � c. Increments of depth for installation of grout ; d. Maximum grout quantities at each increment of depth ! e. Grout pressures at depths ' f. Equipment to be used in the work ; g. List of vendors and suppliers ' h. Daily records � i. Grout mix design, design slump and tolerances i � I i I ' ` i . i . ; Dr.Michael Caselnova's Office 4 Geohazards Project No. 2008674 December 9,2008 � i I ! 8.0 MONITORING BY THE GEOTECHIVICAL ENGINEER OR HIS OR HER , REPRESENTATIVE General The Geotechnical Engineer or his or her representative will monitor the pressure grouting � operations to document compliance with the specifications outlined above and the duties discussed j below. All injection pipe installations and grouting operations shall be performed in the presence i of the Geotechnical Engineer's representative. The Geotechnical Engineer or his or her � representative shall assume responsibility for verifying the quantity of grout pumped,intervals of i grouting and deciding if additional or less grout is necessary. Compliance I The Geotechnical Engineer or his or her representative may stop the grouting operation at any time i if, in his or her judgment,the operation does not comply with these specifications or the work is ' unsuitable. i Daily Records � The Geotechnical Engineer or his or her representative will malce aIl measurements of ground , heave or settlement,installed pipe lengths and grout quantities pumped. Records of each day's i grouting operation will be maintained for the benefit of the insurance company and Contractor. � The grout and pipe quantities recorded by the Geotechnical Engineer's representative shall be ` considered the final amounts for pay purposes. � Ground/House Movement ( During grouting, the Contractor and Geotechnical Engineer or his or her representative shall � observe any vertical movement of the ground and house using a transit/level. If a downward movement of tfie ground surface is observed,the grouting operation shall cease and observations ' shall continue for 30 minutes. Likewise if there is any upward movement of the house, grouting should be temporarily suspended. If the ground does not return to its original grade,pumping shall ! be resumed at a lower rate of injection. If upward movement is observed,the grouting operation i shall cease. � Existing Utilities/Structures � The Contractor shall exercise care when grouting beneath and adjacent to any underground utilities. ; The Contractor is responsible for ensuring the grouting operation does not damage existing utilities, f wells, septic tanks, etc. ! � i ; I David Bloomquist,PhD,PE � Geotechnical Engineer � ; Florida License Number 37235 ! i � i I i � � I , , I . i � CONCLUSIONS ' � Dr. Caselnova's office is located at 7209 Green Slope Drive, Zephyrhills, I Florida. This site includes the southern half of a sin le-sto concrete masonry ; g rY , commercial structure with a partial brick and stucco exterior. The structure was � built in 2002 and the southern half of the building is owned by Michael and I Angela Caselnova. Dr. Caselnova's office manager, Betty Fulghum, stated that i she has not noticed any distress within Dr. Caselnova's portion of the office i building, but she was aware that distress had been noted within the northern i section of the office building (the Pediatric Care Center of Pasco, Inc.). Limited � minor interior distress and widespread minor exterior distress was observed at the ; Caselnova property. i � I Hand auger borings penetrated fine sands and clayey sands with limestone � fragments within the upper 5 feet depth. No organic-rich or highly plastic clayey � � materials were detected in the hand auger borings. Cone penetrometer tests indicate that the near-surface materials range from very low to moderate bearing ; strength. �j � Electrical resistivity results are indicative of clayey sands within the upper � 15 to 25 feet depth, overlying sands. No electrical evidence of the underlying ; limestone surface was detected in the areas and depths surveyed. Ground ' penetrating radar signals interpreted as anomalous were detected along 6 of the 32 traverses. � � E The enclosed floor elevation survey documents a total interior elevation ''� difference of approximately 1.5 inches. The foundation test pits revealed the ' depth of embedment to be in accordance with current construction codes (at least ; 16 inches at TP-1 and at least 18 inches at TP-2). The structural evaluation � yielded no evidence of a significant loss of structural integrity. � 4 Five standard penetration test borings were conducted at the Caselnova � property. Loose to very loose clayey sands were penetrated within the upper 6 to z 8 feet depth in four of the five SPT borings. Limestone was initially penetrated at � depths ranging from 48.5 to 69.5 feet depth in the five SPT borings. The � differential in depth to limestone is indicative of a paleosink environment � underlying the Caselnova property. A low N-value (N = 1) was recorded in I limestone at the 60 feet depth sample interval of SPT boring B-5. A partially iri- filled cavity, defined by a 4.5 foot weight-of-hammer condition, was penetrated in � limestone at 68.5 feet depth in boring B-2. Weight-of-rod conditions of 1.5 and 6 ; i I 17 ' � � i feet were recorded at 58.5 and 63.5 feet depth respectively in boring B-3. These ' weight-of-rod conditions were recorded in sediments located above the upper ; limestone surface, and are consistent with raveling conditions. Raveling is the ; vertical or lateral migration of sediments to deeper locations within limestone. It ' is a mechanism for sinkhole formation. Raveling is also an indication that the � paleosink is likely in a state of reactivation. Complete loss of drilling fluid circulation was experienced in four of the five SPT borings. � i Based on the results of this investigation, Geohazards, Inc. is of the opinion i that evidence of sinkhole activity (reactivation of paleosink environment, low N- � value in limestone, partially in-filled cavity, raveling associated with weight-of- rod conditions, losses of drilling fluid circulation) was detected at the Caselnova � t t' se of distress � property and that smkhole activity is identified as a con nbu ing cau , at the site. The observed distress can also be attributed to differential movements j associated with the hydraulic loosening and recompaction of near-surface sandy ' soils, and to natural aging of the structure, including material expansion and shrinkage. i i � I � s I � II t k FI 1 ! � � I . i I rl I 18 � ; ; a_�� - � ' ' � SI'I'E PLAN �� , Sinkholes•Expansive Clays�Land Subsidence Dr. Michael Caselnova's Office ' P.O. Box 14566 7209 Green Slope Drive � Gainesville,FL 32604 Zephyrhills,Florida (352) 371-7243 1-800-770-9990 , Fax: (352) 371-4410 � FOR: State Farm Florida Insurance DATE: 11-20-08 BY: G.M. Kibilko,Geologist ' Investigation#2008674 � � P-11 P-12 P-13 P-14 B-4 � � ' NORTH � A-5 ��-z ` �-15 I � ;� � �, P-10 � �-B-5 � ediatric Care Center r� � HA-4 of Pasco,Inc. 721 P-16 'i ��HA-6 �� i , i � P-9 � Retention ' , n Basin � � - o � � -17 Entryway i , � � i � � � ' � '� � �B-3 � � ;� � , � i � -1 � P-8 �,_ , ' Dr.Michael Caselnova's ! � Office 7209 -1 � ' HA-3 j � i ' �B-1 � ; , P-7 ``.� j � k � : � � _1 � �1'_2 � ; , �t � ,' -6 -5 � P-4�--�'-3 ; ' HA-2 ,• B 2 i KEY: _ ' , ; Hand Auger HA-1 Q � Location ' � ; i Cone Penetrometer - ' Test Location P-1 � � Asphalt Parking Lot � Test Pit TP-1 0 � Location Graphic Scale � 0 10 20 30 SPT Boring B_� ' Location �'�=30�H � � STANDARD PENETRATION � � � , TEST BORING Project: Caselnova Property Zephyrhills,. Florida , � ��x-el<8�ofes m�x��nsive Clays �L,and Subsid�Ytce Report No: 2008674 I i t on Site: J. Mi l ler Geo og s Date Started:9-23-08 Boring Designation: B-1 Sheet 1 of 2 Date Finished: 9-23-08 Water Table (ft.): Not Observed Drilled By: Central Florida Geotech, Inc. Type of Sampling: SPT-Mud Rotary Location: 11 feet east and 21 feet north of the southeast corner of the structure s s A BLOWS M DEPTH M er 6 in. N-value W T �ft'� P inorement�biows�n.) o DESCRIPTION L , E L � � NA 1 HA NA Brown fine sand(SP) 2 HA NA Orange fine sand(SP) , 5 3 2,3,4,6 7 Orange loose fine sand(SP) � 4 16,10,10,15 20 Orange medium dense fine sand(5P) , /'J i !'✓•/' i 5 19,12,12,11 24 Orange medium dense clayey sand(SC) ; 10 .%' i � ;/;�• ,��• � �//• � 15 6 10,11,10 21 . Orange medium dense fine sand(SP) ' � 7 7 8 9 17 . • . Oran e medium dense fine sand SP trace silt 20 9 ( ) � . � 25 8 11,12,11 23 Orange very stiff sandy clay(CL) � � 30 9 13,15,15 30 Orange very stiff sandy clay(CL) 35 10 13,18,20 38 .� Gray hard sandy clay(CL) STANDARD PENETRATION TEST BORING , � � � � Project: Caselnova Property � �_ Zephyrhills, Florida ' �inl<h�les � Lx�attsive Clays �Land Subsicieilce Report No: 2008674 � Geologist on Site: J. Miller i Boring Designation: B-1 Sheet 2 of 2 i g S � A BLOWS Y DEPTH M N-value M �ft� P per 6 in. �biowsln.) W'T' B DESCRIPTION � � increment o E L • I 35 ' � � �, , ; 40 �1 12,14,20 34 :� Tan hard sandy clay(CL) i i 45 12 11,10,32 42 •' Tan-blue hard sandy clay(CL) ; � i � � � 50 13 50/5 in. R Tan moderately hard limestone(LS) � I I i 55 14 26,3,29 32 Tan soft limestone(LS) � i - 100%Loss of Circulation(LOC)at 56 ft. I i i 60 15 50/5 in. R Tan moderately hard limestone(LS) ` i i ' � � 16 50/5 in. R Tan moderately hard limestone(LS) i 65 Boring terminated at approximately 64 ft. , 100%LOC at 56 ft.,without recovery � I STANDARD PENETRATION II � � � � TEST BORING v�- Project: Caselnova Property Zephyrhills, Florida Sii�l<t-►oles • Lr.paiisive Clays �L_.�191G� St1L"�S1C�CI1C� Report No: 2008674 Geologist on Site: J. Miller Date Started: 9-23-08 Boring Designation: B-2 Sheet 1 of 3 Date Finished: 9-23-08 Water Table(ft.): Not Obseroed Drilled By: Central Florida Geotech, Inc. Type of Sampling: SPT-Mud Rotary Location: 6 feet south and 20 feet east of the southwest corner of the structure s S A BLOWS Y . '' DEPTH M N-value M � �ft� P per 6 in. W.T. g DESCRIPTION ' (blowslft.) j � increment O E L i � NA : 1 HA NA � Tan fine sand(SP) i 2 HA NA Brown fine sand(SP) i � 5 3 2,2,1,1 3 . Orange very loose fine sand(SP) , 4 1,1,1,1 2 �� Orange very loose clayey sand(SC) .1;�:' i•.r•i• 10 5 5,5,5,7 10 '.1,�; Orange loose clayey sand(SC) j �•,'�� •i�f �� ,��, i 'l•':�:%' �5 6 9,10,18 28 ��': Orange medium dense clayey sand (SC) 1�.� .��. i l��• � .�� 20 7 15,17,17 34 . Orange dense fine sand(SP) � � ; , � i �, 2� 8 4,5,7 12 Orange medium dense fine sand(SP) I • ; 30 9 9�7,$ 15 . Orange medium dense fine sand(SP) 100%Loss of Circulation(LOC)at 31 ft. 35 10 8,9,10 19 ' Orange medium dense clayey sand(SC) STANDARD PENETRATION TEST BORING � ' • � Project: Caselnova Property Zephyrhills, Florida t Si�llcholes •�xpaytsive Clays � Laizd Siilbsicience Report No: 2008674 � Geologist on Site: J. Miller � i Boring Designation: B-2 Sheet 2 of 3 � � S S � A BLOWS Y ' DEPTH M per 6 in. N-value W T B ; (ft.) P (blows/ft.) DESCRIPTION � increment o E L � 35 i � �� .�f�. ��;. ; i 4� 11 7,8,10 18 Orange very stiff sandy clay(CL) � � i i • k � I I I i 45 12 10,10,11 21 '��: Orange medium dense clayey sand(SC) ; ,•;•;•' i .�i�' I .�� I I i �O 13 8,7,10 17 Tan very stiff sandy clay(CL) � i i � i � � 55 14 , 9,9,14 23 ��' Orange medium dense clayey sand(SC) � .�.�•. � /'l��; � .��'•: � /�''�: ' i 60 15 10,12,16 28 Tan and blue very stiff clay(CL) � � 1 i � 65 �6 50/5 in. R Tan moderately hard limestone(LS) - I � i 32, � �� NS WOH/4.5 ft WOH Weight-of-Hammer(WOH)from 69 to 73.5 ft. ' i , i i �� STANDARD PENETRATION : TEST BORING � � � � � Project: Caselnova Property � � Zephyrhills, Florida � �, Si�z]<l�o.les •�xpaalsive Clays •Land SiiUsidence Report No: 2008674 ; Geologist on Site: J. Miller � � Boring Designation: B-2 Sheet 3 of 3 I s S A BLOWS Y DEPTH M er 6 in. N-value W,T, M I �ft'� P i n rement �biowsin.) � DESCRIPTION , e L I 70 ; I Partially In-filled � Cavity 17 50/5 in. R Tan moderately hard limestone(LS) i 75 Boring terminated at approximately 74 ft. ; 100%LOC at 31 ft.,without recovery i � i � i I ! � I � ; i I' � i � ; ; � i � ; i I i i � i � � � � I � .,.��,,,,�r,,,�.,,,-�„�, STANDARQ PENETRATION { ! � � � TEST BORING ��r .,,,__�� ,,�,,, Project: Caselnova Property Zephyrhills, Florida j Siez2c9�e�ies • Lxpartsive CIays �1Laizd BuUsidexzce �eport No: 2008�74 i Geologist an Site: J. Miller ; i Date Started:9-23-08 Boring Designation: B-3 Sheet 1 of 2 Date Finished:9-23-08 Water Table{ft.): Not Observed ' Drilled 8y:Central F(arida Geotech, Inc. `i`ype af SampCing: SPT-Mud Rotary � Location: '!1 feet east and 78 feet south of the northeast corrser of the structure i ! S s � A B�OWS Y ! DEPTH M p�r 6 in. �-va(ue W.T. � � �ft'� P increment tblowslft:) o DESCRIPTION }! E � I , � Q NA � � i _ � 1 HA NA Tan/orange fine sand(SP) ; �� { 2 HA NA .�•� Tanlorange clayey sand(SC) { 5 �"•'./•.i�' i 3 7,8,8,8 16 ��1,.! Orange medium dense clayey sand(SC) � jrl�f.l� ( 4 7,8,6,6 14 �''"� Orange medium dense clayey sand(SC) � 1�� ?''�. I ,10 5 12,12,16,31 28 f!'f,�✓'. Orange medium dense clayey sand(SC) .•r.•i� �� : ; { , � ,�� C 94,11,13 24 Orange medium dense fine sand{SP) i i I E � � 20 7 8,8,14 22 Orange medium dense fine sand(SP) � i � ` � I 2� 8 12,19,13 32 Orange dense fine sand(SP) � i ( i I � 30 9 9,16,24 40 l�j,�'� Tan dense clayey sand(SC) i ,�',�!l'• � ��• ; i 35 10 7,9,13 22 Tan very stiff clay(GL) � i �I . • ; � ' I �_ STANDARD PENETRATION . TEST BORING � ` ' � Project: Caselnova Property , Zephyrhills, Florida i , S.ii�l<hc�l.es e i:,xpansive Clays ��anci Sui�sidcilee Report No: 2008674 ; Geologist on Site: J. Miller ! Boring Designation: B-3 Sheet 2 of 2 ' I � �� s s A BLOWS Y DEPTH M er 6 in. N-value W T M . (ft.) ►' P (blows/ft.) B DESCRIPTION � increment o E L 35 i i I , 40 11 _14,18,14 32 , Tan hard sandy clay(CL) � I � i � 45 12 8�11,17 28 Tan/gray very stiff sandy clay(CL) I � I i i i , i 50 13 6,4,7 11 ' Tan stiff sandy clay(CL) i • 100%Loss of Circulation(LOC)50 ft. i I i I 55 14 5,4,6 10 Tan/gray stiff clay(CL) � I I i 60 WOR/1.5 ft. WOR Weight-of-Rod(WOR)from 58.5 to 60 ft. 15 2,2,3 5 Tan/gray soft sandy clay(CL) , . � � , WOR from 63.5 to 69.5 ft. - ! 65 NS WOR/6 ft. WOR ; No sample recovered; Presumed very soft sandy clay(CL) ; 70 16 50/0 in. R Tan hard limestone(LS) Boring terminated at 69.5 ft. j 100%LOC at 50 ft.,without recovery i STANDARD PENETRATION , • � s , TEST BORING Project: Caselnova Property ' Zephyrhills, Florida � SiaZi<l�oles o�,xpailsive c1ay5 •LaxZd SuUsidexice Report No: 2008674 ; Geologist on Site: A. Marin i ; Date Started:9-23-08 Boring Designation: B-4 Sheet 1 of 2 I Date Finished: 9-23-08 Water Table (ft.): Not Observed Drilled By: Race Drilling, Inc. Type of Sampling: SPT-Mud Rotary � Location: 1 foot north and 2.5 feet east of the northeast corner of the structure ! S S � A BLOWS Y i DEPTH M N-value per 6 in, W.T. g DESCRIPTION (ft.) � increment�biows�tt.) o E L � NA ; 1 HA NA �� Brown clayey sand(SC)with cemented sand ! � ��f' 1 2 HA NA �l�' Brown clayey sand(SC) ; 'l•'�:�' I 5 3 1,2,1,2 3 ��• Orange very loose clayey sand(SC) � 1�.�• , � .�� I 4 3,4,4,9 8 ,�'��• Orange loose clayey sand(SC) � .�� 10 5 9,9,21,16 30 ;�;�� Orange medium dense clayey sand(SC) � �. I ��' i •'l•':�:' I �/'l•' � , � 15 6 4,6,9 15 •, Orange medium dense fine sand(SP)trace clay � 20 7 4,5,6 11 Orange medium dense fine sand(SP)trace clay I I i � { 25 8 5,5,6 11 • Light brown and orange medium dense fine sand(SP)trace clay __ i i � • i i I 30 9 4,6,11 17 �, Light orange and light brown very stiff sandy clay(CL) ; 35 10 8,10,12 22 .• Light orange and light brown very stiff sandy clay(CL) � � STANDARD PENETRATION TEST BORING ' � • • � ' Project: Caselnova Property , Zephyrhills, Florida S.iiticttoles @ Gxpaiis.ive Clays 0I..1Y1C1 SU�3SICICYICC Report No: 2008674 ; Geologist on Site: A. Marin � I Boring Designation: B-4 Sheet 2 of 2 s s , A BLOWS Y ' DEPTH M N-value M � �ft� P per 6 in. �blowsltt.) W'T' B DESCRIPTION : � increment o ,� E L 35 ; I � � � � � { 11 6,8,15 23 � Light brown very stiff sandy clay(CL) I 40 � I , � � i 12 6,8,14 22 • Light brown very stiff sandy clay(CL) G 45 I ( i � 29,34, ' � 50 13 50/2 in. R Very light gray hard limestone(LS)with clay j i i I 55 14 50,50/5 in. R Very light gray moderately hard limestone(LS) ; � i � 15 50/3 in. R Very light gray moderately hard limestone(LS) j . i � Boring terminated at approximately 57 ft. ' I 60 � Circulation of drilling fluid was maintained throughout the boring i � � I � i I � I � � _� STANDARD PENETRATION � e e � TEST BORING Project: Caselnova Property Zephyrhills, Florida Sia�l<lic�les • L?C�J1I1S1VC' Clays •i�and. Si�L�sic�en.ee �eport No: 2��8674 Geologist on Site: A. Marin Date Started: 9-23-08 Boring Designation: B-5 Sheet 1 of 3 Date Finished: 9-23-08 Water Table(ft.): Not Observed Drilled By: Race Drilling, Inc. Type of Sampling: SPT-Mud Rotary Location.23.5 feet south and 19.5 feet east of the northeast corner of the structure S S A BLOWS Y DEPTH M N-value M �ft� P per 6 in. W.T. B DESCRIPTION L increment�blows/ft.) � E L � NA i 1 HA NA Dark brown fine sand(SP) 2 HA NA Brown fine sand(SP) ' i 5 3 1,3,6,9 9 �� Dark orange loose clayey sand(SC) ��f� 4 12,13,16,17 29 � ,f l�' Dark orange medium dense clayey sand(SC) 'l•'��. 10 5 7,8,11,15 19 ��• Orange medium dense clayey sand(SC) .��. , 1.��. , .�� 15 6 5,8,8 16 � • Orange medium dense fine sand(SP)trace clay and cemented sand 20 7 3,4,6 10 Orange and red loose fine sand(SP) 25 8 6,6,8 14 � Orange medium dense fine sand(SP) ' I � 30 9 7,10,14 24 . Light orange very stiff sandy clay(CL) 35 10 7,9,12 21 .; Light brown medium dense ciayey sand(SC) STANDARD PENETRATION TEST BORING � ' ' � Project: Caselnova Property ; , Zephyrhills, Florida ' SiQilcholes • Cxpansive Clays m L,and S�rUsielence Report No: 2008674 Geolo gist on Site: A. Marin Boring Designation: B-5 Sheet 2 of 3 s s A BLOWS Y DEPTH M er 6 in. N-value W T M ; (ft.) P p (blows/ft.) B DESCRIPTION � increment o E L i 35 � �� ' ' 'l.�!• : �� 40 11 6,7,9 16 � Light brown very stiff sandy clay(CL) , ' I i 45 12 6,7,10 17 . .l Light brown medium dense clayey sand(SC) � �� .�; ' ��1� � .�!•f >%:•%' ; 5� 13 6,5,6 11 � Light brown stiff sandy clay(CL) i i � :�, i WOH/6 in. : 55 �4 2,3,2 5 Light brown firm clay(CL) ' 100%Loss of Circulation(LOC)at 58.5 ft. I 60 15 2,0,1, 1 Very light gray very soft limestone(LS)with calcareous clay i 65 16 30,21,46 67 Very light gray medium hard limestone(LS) �� 17 7,9,20 29 Very light gray soft limestone(LS)with calcareous clay STANDARD PENETRATION TEST BORING � � � � Project: Caselnova Property Zephyrhills, Florida � r;it.Yl<hol.es a L:.xpansive Cl�ys 0 Y:.and Subsidence Report No: 2008674 Geologist on Site: A. Marin Boring Designation: B-5 Sheet 3 of 3 S S , A BLOWS Y DEPTH M N-value M �ft� P per 6 in. �biowsifc.) W'T' B DESCRIPTION � � increment o E L ' � 70 I � � 75 18 20,50/4 in. R Very light gray moderately hard limestone(LS) Hard drilling from 75 to 78.5 ft. f i I 19 16,17,23 40 Very light gray soft limestone(LS)with calcareous clay � 80 � � i � , 85 20 27,50/5 in. R Very light gray moderately hard limestone(LS) i i Boring terminated at approximately 84.5 ft. � 100%LOC at 58.5 ft.,without recovery j i il i I I � i � i � ' _ - � • � � ' � � �� Professiatal Geological, Geophysical a�td Geotecl:�tical Engirreeri�2g Services ' P.O.Box 14566 Gainesville, Florida 32604 � Anthony F. Randazzo, Ph. D. David Bloomquist, Pli. D. Attila A. Bodo, P.E. Douglas L.Smith,Ph.D. i Geologist Gcotechnical Enginecr Structural Engineer Geophysicist Florida PG#0003 Florida PE#37235 Ftorida PEq 15834 Florida PG#0018 � � Georgia PG#I 136 Georgia PG#I 140 � PROPO5ED REMEDIATION PROGRAM Dr. Michael Caselnova's Office ' 7209 Green Slope Drive, Zephyrhills, Florida State Faim Florida Insurance Claim No. 59-D216-257 - Geohazards, Ine. Project No. 2008674 � December 9, 2008 ; i Geohazards, Inc. has performed a geotecluiical investigation at the above property. Based on the WOH/WOR/LOC zones identified in the SPT borings, sinkhole activity is considered to be a contributing source of distress. Subsurface compaction grouting, a common ground , modification technique, is indicated to mitigate raveling and fill void spaces adjacent to and � below the structure. i The following is a basic plan, including estimated quantities, to remediate the sinkhole , ; conditions. � � I Estimated Quantity � Task Description Surve ' Y i Mobilization/Demobilization � 1 Permits 1 ea. � 2 Site Preparation 1 ea. ; Injection Pipe Installation; , 36 total grout points, 2,340 lf. total 3 South {:alf of the Building-18 points, Sotrtlt Italf of tlte buildi�tg � to competent limestone estimated 1,170 If ; approximately 65 ft. below the surface i- 250 - 350 cy. total 4 Grout Injection Soc�th ha�of tlee buildifig 125-175 cy. i � 5 Monitoring/Certification 1 ea. , � (352)371-7243 (800)770-9990 Fax: (352) 371-4410 www.sinkholes.com admin�a�,sinkholes.com � I Dr.Michael Caselnova's Office 2 , Geohazards Project No.2008674 December 9,2008 i The observed distress does not indicate the need for underpinning at this time. ; The above plan does not include any remedial repair of the dwelling interior or exterior, slabs � on grade, nor vegetation removal/replacement. Any cracks in the slab on grade should be � repaired as part of the cosmetic repair work. Cosmetic repairs should begin no sooner than 60 ; ' days after the completion of the subsurface remediation program. . i This grouting program is not necessarily intended to be used solely as the final mitigation { design. The suggested plan provided by Geohazards, Inc. should be used by the contractor as a basis for bidding, since site conditions may require the re-location andlor addition/deletion of � insertion points (e.g., septic tanks, drain fields,underground sprinkler pipes, utilities, etc.). •'. l � � David Bloomquist,PhD,PE ` Geotechnical Engineer � Florida License Number 37235 � � I i I � � � ! I , i i I � ; . , . � � ��- � , � � PROPOSED GROUT INJECTION ; �� .�� LOCATIONS i Sinkholes�Expansive Clays�Land Subsidence , � Dr. Michael Caselnova s Office ! P.o. Eox 14566 7209 Green Slo e Drive � Gainesville,FL 32604 � (352) 371-7243 1-800-770-9990 Zephyrhills,Florida Fax: (352) 371-4410 FOR: State Farin Florida Insurance DATE: 12-09-08 BY: David Bloomquist,PhD,PE � Investigation#2008674 � � 1 2 3 � � 6 ---- ; � � � � NORTH � � I �' . � i 36 • Graphic Scale 0 10 20 3� ,. � g ; a� I ! 1°=20' � 34 � Ca�ered � Pediati'IC CBre Center of F11lf�N'AV � C'oticrete Pi15CO3 TI1C, �72�1�� j Sicic��alk 33 P� 7.0 i i 32 � �1 i �. I ,1 = 12 I , :;c , I � 30 � ;13 , ' Concrete 29 � 14 Sidewalk i � 28 � :15, � A� Dr. Michael Caselnova's � 27 ''� Office (7209) � 16 , � 26 � 7 Covered � . Entryway � i 25 � 18' i 36 Tofial Injection Point Locations i • • • ; Approximately 8` -10'between points 24 23 22 21 20 19 � Estimatecl average inseriion depth: 65 feet ' Injection Poutt � Note: Some injection point Iocations may be inaccessible due to , Angled Injection Point �� obsfructions and minor relocation at the discretion of the contractor ; may be required. _ _ • � �♦♦♦♦♦♦♦♦♦♦♦♦♦/ . ' , , � �♦♦♦♦♦♦♦♦♦♦♦♦. � �♦♦♦♦♦♦♦♦♦♦♦♦/ � ►♦♦♦♦♦♦♦♦♦♦♦♦♦ • � ♦♦♦♦♦♦♦♦♦♦♦♦♦/ . .` ►♦♦♦♦♦♦♦♦♦♦♦♦� � �� ►♦♦♦♦.♦♦♦.♦♦♦♦ f ♦♦♦♦♦♦♦♦♦♦♦♦♦1 � I , , _ ►♦♦♦♦♦♦♦♦♦♦♦♦♦ /. � �♦♦♦♦♦♦♦♦♦♦♦♦/ �♦♦♦♦♦♦♦♦♦♦♦♦♦ , ♦♦♦♦♦♦♦.♦♦♦♦♦/ � ►♦♦♦♦♦♦♦♦♦♦♦♦♦ • I ♦ �, ♦ , � � • � , � ♦� = I ►♦ � • ' ♦ � � � ♦/ ♦ I • ♦ , ♦ • � _ �♦ � . I I ♦1 , . _ ��♦ ♦ , . i �♦ ♦' ►♦♦♦♦♦♦♦♦♦♦♦♦♦ •I � I � � ♦♦♦♦♦♦♦♦♦♦♦♦♦' , • ►♦♦♦♦♦♦♦♦♦♦♦♦• = , �� ►��♦ . . - ♦�� _ ,►��♦ , , _ ��1 . � �►��♦ , , - ♦�� . ►�� : ♦��♦ . � - ►��v , . �. . 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