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Home My WebLink About14-15148 CITY OF ZEPHYRHILLS 5335-8TH STREET (sis)�so-oo20 15148 BUILDING PERMIT SINGLE FAMILY RESIDENTIAL Permit#:15148 Issued: 4/01/2014 Address: 4615 BLOSSOM BLVD Permit Type: GENERAL BUILDING PERMIT ZEPHYRHILLS, FL. Class of Work: 434-ADD/ALT RESIDENTIAL Township: Range: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Sq. Feet: Est. Value: Book: Page: Cost: 119,325.00 Total Fees: 817.50 Subdivision: ORANGE BLOSSOM RANCH Amount Paid: 817.50 Date Paid: 4/01/2014 Parcel Number: Name: CERTIFIED FOUNDATION INC Name: ORANGE BLOSSOM RANCH Addr: 1306 BANANA RD Address: 4615 BLOSSOM BLVD LAKELAND FL 33810 ZEPHYRHILLS, FL. 33542 Phone: (863)559-8317 Lic: Phone: Work Desc: STABILIZATION OF FOUNDATION 17.5 V � N�v � �� . ;: ( � � ' � � 2 I N 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 necessaty due to any one of the following reasons: a) wrong address b) condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d) work not ready for inspection when called e) permit not posted on job site fl 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. "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 and Must Accompany Application. All work shall be pertormed in accordance with Ci Codes and Ordinances. NO OCCUPANCY BEFORE C.O. � CONTRAC O S NAT PERMIT OFFI PERMIT EXPIR N 6 MONTHS WITHOUT APPROVED INSPECTIO CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER � ��sS`��'�� t. City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: i i y �1�rT ,`��1 ��h�i�t�C-'Y�S' Date Received: ,�— �� C�� Site: �� JIUSS� ,� �f�,� � `1 (� Permit Type: �Lt,Li� Z� �7�C �� i � �'�1'1 i Approved w/no comments: Approved w/the below comments: `C�l Denied w/the below comments: ❑ r I - � , �`' �; �� 1, • � �-� ,��t� ��,-i� .�`�} '`�! �, ..� This comment sheet shall be kept with the permit and/or plan�, � �' �. ' � MA�t � i 2a14 s� Kalvin Switzer— Pla�ris Examiner Date Contractor and/or H meowner (Required when comments are present) 813-780-0020 City of Zephyrhilis Permit Application Fax-813-780-0021 Building Department Date Received Si � 5 __ � '� � Phone Contact for Permittin � Owner's Name ��'V� (�- � �AJ Owner Phone Number Owner's Address � � l.1"'�5 �(J y� Owner Phone Number � Fee Simple Titleholder Name Owner Phone Number � Fee Simple Titleholder Addreas JOB ADDRESS � S •�J LEJ SNM LOT# '" 'I�' SUBDiVISION �RAIJ(��O550h1 �EL ID# )s'�6•�-�-0)7 "�JQ�^ QpRO (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROP03ED e NEW CONSTR B ADD/ALT � SIGN Q � DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM � OTHER TYPE OF CONSTRUCTION Q BLOCK Q FRAME 0 STEEL Q DESCRIPTION OF WORK �V��j � '�� `f�-��1D BUILDING SIZE SQ FOOTAGE�� HEIGHT �] QBUILDING � �� VALUATION OF TOTAL CONSTRUCTION � QELECTRICAL $ AMP SERVICE Q PROGRESS ENERGY Q W.R.E.C. o � I��`� � �c1-� PLUMBING $ � �; a .:� QMECHANICAL $ VALUATION OF MECHANICAL INSTALLATION �)� �� ; / �� QGAS Q ROOFING Q SPECIALTY 0 OTHER ;�� !_� �� L� � FINiSHED FLOOR ELEVATIONS FLOOD ZONE AREA QYES NO , �ul � BUILDER � ,OMPANY �� O V �„�,� �� f�D 5 , �- SIGNATURE REGISTERED Y! N FEE CURRE� Y/N Address ,� � Y�' 3 3��a License# � ��Z') ELECTRICtAN COMPANY SIGNATURE RecisreReo 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 I N FEE CURRE� Y/N Address 'cense# � -� OTHER � COMPANY SIGNATURE REGISTERED Y/ N FEE CURR Y/N Address License# RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Forms;R-O-W Permit for new construction, Minimum ten(10)worlcing days after submittal date. Required onsite,Construction Pfans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities 8 1 dumpster;Site Work Permit for subdivisionsAarge projects COMMERCIAL Attach(3)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Forms.R-O-W Pertnit for new construction. Minimum ten(10)working days after submittai date. Required onsite,Constructlon Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facitities 8�1 dumpster.Site Work Permit for all new proJects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. ""'PROPERTY SURVEY required for all NEW consVuction. Directlons: Fill out appiication completely. Ovmer 8 Contractor sign back of application,notarized If over 52500,a Notice of Commencement ia required. (A!C upgrades over ET500) " Agent(for the conVactor)or Power of Attomey(for the owner)would be someone with notarized letter from ovmer authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(Plot/Survey/Footage) Driveways-Not over Counter if on public roadways..needs ROW 1306 Banana Road, Lakeland, Florida 33810 � C E RT I F 1 E D Local Phone.863-859-3889 FOUNDATIONS, INC. fOUNDATION SOLUTIONS SINCE 1989 Toll Free. 800-329-3889 August 9, 2013 Letter of Authorization I,James Joseph Collier, Pr ' nt of ' ied Foundations, Inc., authorize my employee, Richard Plage to act as my agent in securing r ' s. tand I am responsible for any and all work performed by my agent. RACTOR'S SIGNATURE License#CGC1519214 State of Florida County of Polk '�A Y"\ Sworn to and subscribed before me this day of � � �- , 2013. �o� �� _ Notary Public •iir�:r��;'�. KATHLEEN S.MORISSETTE :+R �? ''; `"c MY COMMfSSION#DD984968 �% �q;� �, EXPIRES August 14,2014 (407)398-0153 FlorMallotaryServlce.com � � AGENT/EMPLOYEE'S GN TURE State of Florida County of Polk Sw�rn to and subscribed before me this��day of �v :il��— 2013. � , Ui.� Notary Public ,�v"'!"�; KATHLEEN S.MORISSETTE ;,:,,,,,;'_ MY COMMISSION#DD984968 EXPIRES August 14,2014 (�07)398-0153 FlwidalloteryService.com Fo�rndation Solutions Since ig8g Sinkhole Remediation I Pressure Grouting I Underpinning I Chemical Grouting I Pre-Construction Piling www.cfi-i.com Florida State General Contractor's License CGCi5oyo67 IIIIIIIIIlIIIlllllllllllllllilllllllllllllllllllllllllllllll �� I 201404"i353 ��.__ ' 'I �Repl:1591113 Rec: 10.00 � � DS: 0.@0 IT: 0„@0 ��3�23/14 K._Ga�cia, Dp4.y Clerk i Pertnit Number -- -------- —.-_____ . , Paroel ID Number � �i -'t- � I'1 �(1CppA- v — . . � NOTICE OF COMMENCEMENT i ' State of Florid �f��r,;=,,._...:r:;_..��.:��o,._.:c;�r-:,.o�-i�i�:s•:;c:��,�c.:r��.-..,.,�;c;i, , ,:.;�..,. �.��., , County of f!1 CO ��` � � �"`�` ', THE UNDERSI�NED hereby gives notice that improvements will be made to certain real property,and in a ccordance with Section 713.13 of th e i Florida Statutes,the following information is provided in this NOTICE OF COMMENCEMENT. 1.Description of property(legaldescriptian):Q�a6� l��w��J� �Qpmo�f��.�66� (,�� a)Street(jol�Address: �{"LI �Lo � F� � 2.General description of improvements: FOUndetlOn Steblll ation and/or RehOvation 3.Oumer Information or Lessee information if the Lessee conVacted for the improvement: � a)Name and address: (yG4�16� 81.p�550P'�RAI�tiI ASSOG.Il�• �'6�s�+O5c5�M ,�-VQ Z�H� �i.�-5 fj-'.�5�'`f7— b)Name and address of fee simpie titleholder(if different than Owner listed above) c)Interest in property: 4.ConVactor Information ; a)Name and address: Certified Foundations Inc. 1306 Banana Rd Lakeland FL 33810 � b)Telephone No.: 863-859-3889 Fax No.:(optional) -m� S.Surety(if applicable,a copy of the payment bond is attached} `"�N� a)Name and address: �n�, ' b)Telephone No: x�� '� c)Amount of Bond: b �� 6.Lender �'�r a)Name and address: 1••�m o, b)Telephone No.: 613 $ 7.Persons within the State of Florida designated by Owner upon whom notices or other dacuments may be served as provided by Section .�.�o 713.13(1}(a)7.,Florida Statutes: c� � ' � a)Name and address: i�y+x � b)Telephone No.: Fax No.:(op6onal) ��.,�,`'� � 8.a.ln addition to himself or herself,Owner designates af � 3 to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b),Florida Statutes. o b)Phone Number of Person or entity designated by Owner. �� 9.Expiration date of nodce of commencement(tt�e expiration date may not be before the completion of construction and final payment to the �--� contractor but will be 1 ear from the date of recardin unless a different date is s ecified: 2p WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF CON9IAENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713,PART I,SECTION 713.13,FLORIDA STATUTES AND CAN RESULT IN YOUR PAYING T1MCE FOR IMPROVEMENTS TO YOUR PROPERTY.A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WURK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penaliy of perjury,I declare that I have read the foregoing notice of commencement and that the facts stated therein are true to the best of my kno edge a`d belief. � � a�v� — ��.Y_ L, g�c k M�,� -- �v�1'r- ignaWre of Oume�or Lessee,or Oxmers or Lessea's(Authorized OfficedDir or artnedManager) �'Pir 1t eme and Provide Signatory's TitlelOflice) I` The fore�oing instrument s acknowledged before me this day of f'14G{�GL! ,20 �7 bY �� as ' (lype of aufhority,e.g.officer,Wstee,attomey in fact) for B [ ,as (Name of Person) s0 . c{�ype ot authority,...e.g.otficer,trustea,aeomey in tacl) for (name of party on behalf of whom instrument was execute�. Personal(y Known Produced ID ❑ �� /-� � Type of ID Notary Signature ��'zl�G�+* ` T Print name '" u ' �'`;:��.",�e• WILLUMN.CAULFIELD * , Ah'COApHISSION I FF 014550 EXPIRES:M�y 5,2017 ��a hd� 6aMe0 iAru AWp�J Np�rY Senices �'-�' 1306 Banana Road, Lakeland, Florida 33810 ' ' �C b�l C'�� Lacal Phone .863-859-3889 G Il !f p Toll Free. 800-329-3889 �� F�U N�AT I O N�� 1 V� � Fax.877-859-8593 - FOUNDATION SOLUTfONS SINCE 1989 �ob # ►`7� y . Proposal Customer # 5�i Sinkho/e Stabilization Proqram Proposal # P a `� Orange Blossom Ranch Association Property 4616, 4618, 4620, and 4622 Blossom Bou/evard Zephyrhills, FL 33542 ENGlNEERS GEOTECHNICAL BCl ENG/NEERS&SCIENTISTS PROJECT#03-18613 Submitted to: Orange B/ossom Ranch Association—February 2014 cc: Citizens Property Insurance , C/aim No. 18002386 Foundation Solutions Since i98g Sinkhole Remediation I Pressure Grouting I Underpinning I Chemical Grouting I Pre-Construction Piling www.cfi-i.com , Florida State General Contractor's License CGCi5o4o67 `- 1306 Banana Road, Lakeland, Florida 33810 � �E R�TI F I E D Local Phone. 863-859-3889 �� F�lJ N DATI O i�S� �(V�. To II Free. 800-329-3889 � FOUNDATION SOLUTIONS SINCE 1989 Fax.877-859-8593 February 26,2014 REVIEW pq�� . -� �ITY OF��H' I_L.�� Proposal PLANS EXA � = - . Sinkhole Stabilization Proaram Orange B/ossom Ranch Association Property 4616, 4618, 4620, and 4622 B/ossom Boulevard Zephyrhills, FL 33542 -- _ ,_.�, ;_ tI � '. S ��i ..i'�L ��E�i1�'?L1... i._ � rn ,_'j 1,�,�,i�',a� ( ,�?� �. t 1 Ot.i�:��C'�L��r CC;��i. �','d�:�i''��::'�L I'i:�C i KiC�CODE�� We are pleased to present the following proposal for your consideratia(i3j:i�"��s`I.j�Pb`�"' �s��'o��e geotechnical exploration provided. All work shall be in accordance with this proposal and any further direction from BCI ENGINEERS & SCIENTISTS,the engineer of record. Our objective with this work is to remediate the effects of the sinkhole activity beneath this structure. Several remedial measures have been discussed in the referenced report; 1) Deep Subsurface Grouting will deal with the sinkhole grouting treatment as outlined in the attached plan. 2) Shallow Chemical Grouting is intended to help consolidate the shallow loose sandy soils around the perimeter of the buzlding. l�l�.l:SSiJI�I: t�l�.()iJ'1'Ii�T(� T'his Deep "Compaction" type grouting approach will attempt to "Seal Off' the top surface of the limestone and fill solutioning channels in the overburden soils. Based on the information provided, we expect the Grout Injection points to extend down to an estimated depth of 55' below grade. . Drilling equipment will install nominal3-inch diameter flush joint steel casing around at locations approved by the engineer. After the casing has been installed to the prescribed depth a specially designed grout pump (Capable of generating 950 psi & 45 Cubic Yards per hour) will inject grout through a continuous length of hosing to the particular grout injection locations. The injection of the grout will be controlled by both volume and pressure while the steel grout pipe is extracted on a semi-continuous basis. Visual monitoring points will be maintained as specified. � Approximately 32 Injection Points will be required to inject an estimated 350 cubic yards of grout material. Injection points shall be angle drilled on an alternating basis or as otherwise directed by the engineer. Any additional injection points required would be installed at the unit rates provided in the pricing section of this proposal. Initials� Foundation Solutions Since zg89 Sinkhole Remediation I Pressure Grouting I Underpinning I Chemical Grouting I Pre-Construction Piling www.cfi-i.com Florida State General Contractor's License CGCiso4o67 Orange B/ossom Ranch Association(2/26/14) C/aim No. 18002386 Paqe�2 of 4 It is very difficult to accurately predict the size of any voids that may be affecting this building; hence the grout quantities set forth herein are for estimating purposes only. A possibility exists that the voids and raveled zones affecting this property could be quite substantial. Should the actual billing quantities rec�uired to accomplish the engineers objectives be more/less than this estimate, an adjustment to the final billing will be applied at the unit rates set forth in this proposal. CI�I:�IICA�� (�1�.(liJ'1'I\T(� The "chemical" type grouting shall be performed using a smaller grout pump capable of generating the injection pressures necessary to accomplish the stated objective. Injection points on approximately 5' centers shall be drilled or driven to the prescribed depth, around the perimeter,to treat the affected areas. St;�)l�l; t)l� `1'[)l�,i� Certified Foundations Inc. will: 1. Furnish labor and material for the stabilization program outlined above. We will not be responsible for the removal/replacement of any inside furnishings, carpet, tile, air conditioners, decking, or drains. It should be noted that certain plants, shrubs, decking or screening may have to be temporarily removed to provide access for this work. Typically the location of the grout injection points can be adjusted slightly (at the discretion of the engineer)to deal with specific site conditions. 2. Our objective is to re-compact & densify the supporting soils as recommended by the engineer, as reasonably as possible without causing additional damage to the building or pool shell, if applicable. In undertaking this type of repair, however there is a chance that any cracks or stress points that were created from the sinkhole may become apparent during this procedure. CFI will do its best to minimize this but will not be responsible for any crack or cosmetic repairs in nature. We have not included an allowance for any additional engineering or third parly monitoring that may be necessary to permit & complete this work. 3. Proposal includes installing the grout points to 55 foot depth, injecting an estimated 350 Cubic Yards of grout material. In the event grout is delivered to the site but cannot be injected, we will be paid market price to cover our cost for the nzaterial. 4. We will contact the Sunshine State One Call of Florida. (The state regulated locating service) to have all member utilities located before we begin drilling. Responsibility for: and the location of all other utilities is to be provided by others. We will not be responsible for any wells or drain systems that may be affected by this process. (Note we expect to be grouting at a depth of 55 plus feet) We require that electric service of 110 volt 20 amp minimum, and fresh clean water be supplied within 100 feet of our operations. We will reimburse for any excess water usage when provided with 3 months previous water bills for averaging. 5. It is understood that in undertaking to correct/repair conditions present, other conditic�ns that were hidden may become known. Such consequences will be beyond CFI's control, and CFI assumes no responsibility for such consequences, CFI will however, use its best skills and experience to avoid or minimize them. The owner assumes responsibility for any hazardous waste uncovereci at this site. Initials �3u�/ Foundation Solutions Since ig8g Sinkhole Remediation I Pressure Grouting I Underpinning I Chemicai Grouting 1 Pre-Construction Piling www.cfi-i.com Florida State General Contractor's License CGCi5o4o67 Orange 8/ossom Ranch Association(2/26/14J C/aim No.18002386 Page 3 of 4 6. Assume noimal conditions, and that the area has not been previously filled with debris or trash. If obstructions or a collapse is encountered/significantly delaying our progress an additional charge may be assessed on a time and equipment replacement basis. We will not be responsible for any other hidden condition encountered or reparation required as a result of this or any previous repair. 7. Pre-bid Information used in planning the work covered in this proposal has been furnished to CFI by the buyer, and CFI assumes no responsibility for its accuracy or its fitness for purpose. If actual conditions encountered are not in accordance with the information furnished to CFI by the buyer or his representatives, the recommended procedures and scope of work in this proposal may not apply. Any additional expenses incurred by CFI as a result of this difference will be reimbursed to CFI by the buyer. 8. Any items of work not specifically included in this proposal shall not be the resporisibility of CFI. Any alteration or deviation from our defined scope of work, involving extra costs,will be submitted in writing for approval, and will become an extra charge over and above this proposal figure. All agreements are contingent upon strikes, accidents, or delays beyond our control. 9. We have included in this proposal an allowance of 1,600 lbs. of the "Chemical" type grout that will be injected during the shallow grouting approach. Any additional chemical grout material required will be provided for$14.00 per pound. 10. It is mutually agreed that CFI shall retain all rights conferred upon it by the lien statutes of any State, Federal, or Territorial Government. If CFI is not paid (within 30 days of the invoice date or as otherwise stipulated herein), interest of 1 1/2% will be charged per month for the delinquent balance. If the unpaid amount is referred to an attorney for collection, the buyer will pay all costs of collection including reasonable attorney fees and court costs. Should any legal action be required as a result of this contract, venue for such action shall be Polk County, Florida. 11. Our proposal is based on carrying out the work in a continuous unobstructed manner during regular working hours. Should our work be delayed or interrupted for any reason beyond oi�r control we will be compensated for standby of the crew and equipment. 12. If conditions beyond CFI's control make it impossible for us to render performance as specified, and the buyer elects to terminate the contract, CFI will be entitled to a cancellation charge for any job set-up, in addition to reimbursement in full for all of CFI's costs (including labor, materials and overhead), plus a reasonable profit for all work performed to date of written notification by the buyer. 13. CFI will replace any section of lawn andJor shrubbery that is damaged as a direct result of the deep compaction grout repair method. 14. If A/C unit must be removed/relocated for these repairs, CFI will coordinate with your A/C company, but will not be responsible for these repairs. Initials� Foundation Solutions 5ince ig89 Sinkhole Remediation I Pressure Grouting I Underpinning I Chemical Grouting I Pre-Construction Piling www.cfi-i.com Florida State General Contractor's License CGCi5o4o67 Orange B/ossom Ranch Association(2/Z6/14J C/aim No.18002386 Page 4 of 4 l�li�ICl: Due to the nature of this type of work it is difficult to provide a precise estimate for this portion of the repair. We have taken the information available (Typically tlte specific geograplaic area and the soil profile) then provided an opinion based in part on similar conditions encountered in the past. Based on the low end of the engineer's estimated ranges provided, we estimate this repair inay cost around $119,325.00. The cost of pennit will be added to the proposed contract price. We have pro��ided a unit price table below for our bud et considerations. PRICE TABLE DESCRIPTION ESTIMATED ��T PRICE QUANTITY Compaction Grout 1 $3,500.00 LS Mobilization Drilling 1,750 Lineal Feet $17.50/LF Compaction Grouting 350 Cubic Yards $178.00/ CY Chemical Grout Up to 500 Lbs. $7,500.00 LS Additional Material 1,100 Lbs. $14.00/Lb. Permit 1 rCBD The unit cost detailed in this proposal could be subject to revision if not accepted within 30 days from the date of this contract. We appreciate the opporiunity to quote this work and look forward to the possibility of completing this project for you.We can schedule this work upon our receipt of a signed work authorization.We expect this project will require 14-16 working days to complete. To the extent of the amount due to us from you under this contract,you assign ac�d grant a security interest in the insurance proceeds due to you from your insurance company and you authorize us to file a UCC financing statement and enforce this provision in accordance with Florida law. Respectfully Submitted, �� '. �� 53i��'a:u;�.eed � Work Auth.orization Work Authorization Bill Caulfield �—C��I Certified Foundations, Inc. Date Date I authorize Citizen's Property Insurance and my mortgage company(if applicable)to release information to Certified Foundations,Inc.regarding my sinkhole claim.I also authorize Citizen's Property Insurance and mortgage company(if applicable)to issue any and all payrnents required in settling my sinkhole claim with Certified Foundations,Inc.on the check.It is understood that all such payments will be made based on invoices submitted by CFI for work that has been completed to my satisfaction and approved by me. Foundatian Solutions Since ig8g Sinkhole Remediation I Pressure Grouting I Underpinning I Chemicai Grouting I Pre-Construction Piling www.cfi-i.com Florida State General Contractor's License CGCi5o4o67 CERTIFIED FOUNDATIONS�WARRANTY INFORMATION CFI is making available to you a separate ten(10) year Warranty for structural damage pursuant to the 2-10 Home Buyers Warranty Application for Home Improvement Enrollment for Florida Stabilization Projects, Form HBW 802 ("Application"). After the Application is completed and signed and the work under this Contract. is completed, CFI will cause the Application to be delivered to the Warranty Insurer. Upon completion of the work by CFI under this Contract and acceptance of the Application by the Warranty Insurer, a 2-10 Home Buyers Warranty Limited Warranty Coverage Validation Form HBW 820 ("Validation") will be mailed to you. We have provided you with the 2-10 HBW Home Improvement Warranty Booklet For All Florida Foundation Stabilization Projects, Form HBW 807 (''Warranty Booklet"), and you acknowledge receipt of the Warranty Booklet. The Application, Validation Certificate, and Warranty Booklet constitute an Express Limited Warranty ("Warranty") with respect to the work performed by CFI under the Contract. This Warranty is in lieu of any and all other warranties (express or implied) and in lieu of any other right or claim to recover damages from CFI. Your sole and exclusive remedy is to make a claim under the Warranty as set forth in the Warranty Booklet. TO THE MAXIMiTM EXTENT POSSIBLE UNDER THE LAWS OF THE STATE OF FLORIDA, ALL OTHER WARRANTIES, EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, ANY ORAL OR WRITTEN STATEMENTS OR REPRESENTATIONS MADE BY US TO YOU OR ANY OTHER PERSON, AND ANY IMPLIED WARRANTIES OF HABITABILITY, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE ARE HEREBY DISCLAIMED BY US, AND WAIVED BY YOU, AND YOU ACKNOWLEDGE THAT THE ONLY WARRANTY FOR THE WORK PERFORMED UNDER THIS CONTRACT IS SET FORTH IN THE WARRANTY BOOKLET. ALL CLAIMS UNDER SUCH WARRANTY MUST BE MADE IN ACCORDANCE WITH THE PROVISIONS OF THE WARRANTY BOOKLET. Foundation Solutions Since z98g Sinkhole Remediation I Pressure Grouting I Underpinning 1 Chemical Grouting I Pre-Construction Piling www.cfi-i.com Florida State General Contrador's License CGCi5o4o67 Mandatorv Disclosures: I. ACCORDING TO FLORIDA'S CONSTRUCTION LIEN LAW (SECTIONS 713.001- 713.37, FLORIDA STATUTES), THOSE WHO WORK ON YOUR PROPERTY OR PROVIDE MATERIALS AND SERVICES AND ARE NOT PAID IN FULL HAVE A RIGHT TO ENFORCE THEIR CLAIM FOR PAYMENT AGAINST YOUR PROPERTY. THIS CLAIM IS KNOWN AS A CONSTRUCTION LIEN. IF YOUR CONTRACTOR OR A SUBCONTR.ACTOR FAILS TO PAY SUBCONTRACTORS, SUB-SUBCONTRACTORS, OR MATERIAL SUPPLIERS, THOSE PEOPLE WHO ARE OWED MONEY MAY LOOK TO YOUR PROPERTY FOR PAYMENT, EVEN IF YOU HAVE ALREADY PAID YOUR CONTRACTOR IN FULL. IF YOU FAIL TO PAY YOUR CONTR.ACTOR, YOUR CONTRACTOR MAY ALSO HAVE A LIEN ON YOUR PROPERTY. THIS MEANS IF A LIEN IS FILED YOUR PROPERTY COULD BE SOLD AGAINST YOUR WILL TO PAY FOR LABOR, MATERIALS, OR OTHER SERVICES THAT YOUR CONTRACTOR OR A SUBCONTRACTOR MAY HAVE FAILED TO PAY. TO PROTECT YOURSELF, YOU SHOULD STIPULATE 1N THIS CONTRACT THAT BEFORE ANY PAYMENT IS MADE, YOUR CONTRACTOR IS REQUIRED TO PROVIDE YOU WITH A WRITTEN RELEASE OF LIEN FROM ANY PERSON OR COMPANY THAT HAS PROVIDED TO YOU A "NOTICE TO OWNER." FLORIDA'S CONSTRUCTION LIEN LAW IS COMPLEX, AND IT IS RECOMMENDED THAT YOU CONSULT AN ATTORNEY. II. FLORIDA HOMEOWNERS' CONSTRUCTION RECOVERY FUND PAYMENT MAY BE AVAILABLE FROM THE FLORIDA HOMEOWNERS' CONSTRUCTION RECOVERY FUND IF YOU LOSE MONEY ON A PROJECT PERFORMED UNDER CONTRACT, WHERE THE LOSS RESULTS FROM SPECIFIED VIOLATIONS OF FLORIDA LAW BY A LICENSED CONTRACTOR. FOR INFORMATION ABOUT THE RECOVERY FUND AND FILING A CLAIM, CONTACT THE FLORIDA CONSTRUCTION INDUSTRY LICENSING BOARD AT THE FOLLOWING TELEPHONE NUMBER AND ADDRESS: (850)532-1440. Department of Business and Professional Regulation, 1940 North Monroe Street,Tallahassee, FL 32399-1027. III. ANY CLAIMS FOR CONSTRUCTION DEFECTS ARE SUBJECT TO 'CHE NOTICE AND CURE PROVISIONS OF CHAPTER 558, FLORIDA STATUTES. Foundation Solutions Since ig8g Sinkhole Remediation I Pressure Grouting I Underpinning I Chemical Grouting i Pre-Construction Piling www.cfi-i.com Florida State General Contrector's License CGCi5oyo67 SUBSIDENCE INVESTIGATION ORANGE BLOSSOM RANCH ASSOCIATION INCORPORATED 4616,4618,4620,AND 4622 BLOSSOM BOULEVARD ZEPHYRHILLS, FLORIDA Prepared for: CITIZENS PROPERTY INSURANCE CORPORATION Tampa, Florida Claim No. l 8002386 Prepared by: � � S BCI Engineers& Scientists,Inc. 2000 East Edgewood Drive, Suite 215 Lakeland, Florida 33803 BCI Project No. 03-18613 March 2010 CERTIFICATION Engineering Certification I hereby certify that I am a registered professional engineer in the State of Florida practicing with BCI Engineers & Scientists, Inc., a corporation authorized to operate as a business providing engineering consulting services (EB 0007867) by the State of Florida Department of Professional Regulation, Board of Professional Engineers. I further certify that I, or others under my direct supervision, have prepared the geotechnical engineering evaluations, findings, opinions, calculations, conclusions, or technical advice hereby represented in this report. ;,,;,,,,r,�i��,r�s�,;,,,;: ��'�' ti�c c yo �% ..�;��J •� 'r� ��'; SIGNATURE: s ' � No. 66256 '. = NAME: Suppakit�l�ointid, Ph.D., P.E. : �'� = '. STATE OF ;�` LICENSE No.: 66256 :�p�. F��RiOa .•:�`�w�� .�� ii F` '• • . , . . � 'NC> �� DATE: //��'SS�,� t�ir��'�\//D Geological Certification I hereby certify that I am a registered professional geologist in the State of Florida practicing with BCI Engineers & Scientists, Inc., a corporation authorized to operate as a business providing geological consulting services (GB 0000013) by the State of Florida Department of Professional Regulation, Board of Professional Geologists. I further certify that I, or others under my direct supervision, have prepared the geological evaluations, findings, opinions, calculations, conclusions, or technical advice hereby represented in this report. ��E,��B�U Rk �''%, �� `�.' � �% SIGNATURE: ��'.� E '•. �` ' -`z � �� - - Q NAME: James F�i�e .G�� ' � � , �`��' C+`r �� LICENSE No.: 2354 ��=- '� ��. � � d`�'�,-��r'�`'�� -; AR�+ . , .�i�,�p,\\� DATE: C�'�� ` Report Title: Subsidence Investigation Orange Blossom Ranch Association Incorporated 4616, 4618, 4620, and 4622 Blossom Boulevard Zephyrhills, Florida Claim No. 18002386 TABLE OF CONTENTS 1.0 1NTRODUCTION...............................................................................................................1 2.0 BCI FIELD INVESTIGATION...........................................................................................1 2.1 Site Description........................................................................................................1 2.2 Site Inspection and Damage Assessment.................................................................2 2.3 Floor Elevation Survey............................................................................................3 2.4 Foundation Characteristics........................................................................................3 2.5 Hand Cone Penetrometer Probes.............................................................................4 2.6 Ground Penetrating Radar Survey...........................................................................4 2.7 Soil Survey Map Review.........................................................................................5 2.8 Hand Auger Borings................................................................................................5 2.9 Standard Penetration Test Borings...........................................................................5 2.10 Laboratory Testing...................................................................................................7 3.0 CONCLUSIONS..................................................................................................................8 4.0 REMEDIAL MEASURES...................................................................................................9 4.1 Compaction Grouting...............................................................................................9 4.2 Chemical Grouting.................................................................................................10 4.3 Project Costs ..........................................................................................................11 5.0 LIMITATIONS..................................................................................................................12 LIST OF FIGURES Figure 1 - Site Location Map Figure 2 - Test Location Plan Figure 3 - Floor Elevation Survey Figure 4 - GPR Transect Locations Figure 5 - Soil Boring Profiles Figure 6 - Recommended Grout lnjection Points APPENDICES Appendix A - Damage/Distress Inventory; Photograph Log/Property Conditions and Observations Plan; Site Photographs Appendix B - Ground Penetrating Radar Survey Information Appendix C - Hand Cone Penetrometer Table; Hand Auger and SPT Boring Logs; Laboratory Test Reports Appendix D - Discussion on Sinkholes and Subsidence Mechanisms Appendix E - Contractors Bid Sheet; Compaction Grout Specifications; Chemical Grout Specifications , � 1.0 INTRODUCTION This summary geotechnical report presents the results of a Subsidence Investigation of the Orange Blossom Ranch Association Incorporated property located at 4616, 4618, 4620, and 4622 Blossom Boulevard in Zephyrhills, Florida. As related to BCI Engineers & Scientists, Inc. (BCI), the property owner of Unit 4622 has reported recent distress to the unit. Due to some concern that the distress may be due to possible sinkhole activity, BCI was retained to conduct an evaluation of the property to determine the possible cause of the damage. As authorized by Ms. Teressa Kapp of Citizens Property Insurance Corporation, the following tasks were completed under the investigation: • A site inspection and damage assessment of the property; • A ground penetrating radar(GPR) survey of the property; • Completion of four hand auger borings, a series of hand cone penetrometer probes, and two shallow test pit excavations; • A floor elevation survey of the interior of the structure; • Review of area soil survey,topographic, and ayuifer potentiometric surface maps; • Completion of four standard penetration test (SPT) borings with laboratory testing on selected soil samples; and • Compilation of site data and evaluation of the potential for ongoing sinkhole activity at the property. 2.0 BCI FIELD INVESTIGATION 2.1 Site Description The subject property is a single-story wood-framed, quadruplex structure with a masonry stem- wall forming the lower portion of the perimeter walls. The building is situated on the north side of Blossom Boulevard in Zephyrhills, Florida. The subject property is located within Section I 5, Township 26 South, Range 21 East, in southeastern Pasco County, Florida. A site location map is shown on Figure 1. According to information obtained from the Property Appraiser, the building was constructed in 1983. Unit 4616 was purchased in 1996 by Velda Sanderson, Unit 4618 was purchased in 2009 by Jack and Adelaide Blume, Unit 4620 was purchased in 1989 by Brenda Kelly, and Unit 4622 was purchased in 1983 by Loretta Anderson. Unit 4616 comprises the southeastern portion, Unit 4618 comprises the northeastern portion, Unit 4620 comprises the southwestern portion, and Unit 4622 comprises the northwestern portion of the building. Units 4616 and 4618 are east facing, and Units 4620 and 4622 are west facing. Each unit includes an enclosed porch on the outer edge. A site plan of the property is shown on Figure 2. `>�il 'C�E''?b� �(i,'��I`.?2x'=.1C?i�f �C� ��'1'Oj�C? f°`�(i, if�' 3��1_, t C}'<;i�?,fr ?�`�0��'{;:Il I��i�i<;;? .tl tiSGC'1 it1 iCiIZ k i-ia.OJ'j�O�'c`1�f C� /�}Jt l`t :'Q�� i��fi:i"! IR�fi. �i\i,`��..j_��` k�' � �t� � C The subject property is generally flat and lies at an elevation of approximately 85 feet above sea level. The Southwest Florida Water Management District Potentiometric Surface Map (January 2010) depicts the potentiometric surface of the Floridan Aquifer at approximately 70 feet above sea level. 2.2 Site Inspection and Damage Assessment A site inspection and damage assessment of the Orange Blossom Ranch Association Incorporated property was completed by BCI Geologist, Joel Cornwall, on February 3, 2010. The inspection and assessment consisted of preparing a site map and inventory of visible cracking and settlement distress to interior and exterior portions of the building, with photographic documentation of relevant features. An interview with Mr. Charles Yapple, Association President, and Ms. Betty Walker, the resident of Unit 4622, regarding the type, extent, and history of the damage to the structure was also conducted during the site inspection. Selected photographs of the property are provided in Appendix A. In the interview, Ms. Walker reported noticing separation between the walls and ceiling in Unit 4622 approximately 7 to 8 weeks prior to our inspection. Mr. Yapple reported that approximately 5 to 6 weeks prior to our site inspection he inspected the separation, and also noticed localized cracks in outer edge of the building foundation. Mr. Yapple also reported that two large trees with canopies that extended over the building were removed in the west and northwest yard areas approximately 10 years ago. During our inspection of the property, we observed the reported distress, as well as widespread minor cracking in the exterior walls of Unit 4622., mainly focused at the building corners and window openings. We also observed that the rain gutter downspouts discharge approximately 2 to 3 feet from the foundation. A summary of the damage assessment is provided below, with a photograph log and property conditions and observations plan shown in Appendix A. Dama�e SummarX A) Hairline cracks in stucco covering wood-framed upper portion of perimeter walls (Photographs 4 and 5) B) Cracks and separation in lower masonry portion of perimeter walls, along mortar joints and between the building and enclosed porches (Photographs 6 through 9) C) Shrinkage cracks in concrete flatwork(Photographs 10 and 11) D) Separations along interior drywall joints, between panels and along wall/ceiling interface • Unit 46l 6—master bedroom (Photograph 12) • Unit 4622 — master bedroom, bedroom, hallway, and family room (Photographs 13 through 16) Sttt;s:c�ex;�r_� ir,:e�,is�ati��, �CI Prc,ject Nc�. 0_?-i861� C)ras,t�e =3lossc,rn �4xnc;i� Assacit<tic;if ��.,�j>c��-a�ec; f1�„ij ?01t) C,I�i��; 1�i��. 1��;�',%�S� , '�,`>e ,_ V E) Detached tiles in enclosed porch of Unit 4622 F) Deteriorated tree stumps on west and northwest sides of building Timin�of Dama�e According to Mr. Yapple, the interior of Unit 4622 was painted approximately 5 years ago. Based on this information and our observation that the separation between the walls and ceiling were locally patched and re-formed, a portion of the distress may have been present for up to 5 years. However, some of the distress appears to be recent and may be ongoing. 2.3 Floor Elevation Survey A floor elevation survey of the building interior was conducted in conjunction with the site inspection and damage assessment. The survey was completed using a manometer to measure relative floor elevations at locations inside the building. The data were normalized relative to a base station datum of zero (0) in each unit. The data were then plotted on a scaled map of the interior of the individual unit and used to construct a floor elevation contour map, which is shown on Figure 3. During the floor elevation survey, 8 floor slabs were identified, including the main interior portion and enclosed porch of each unit. Overall elevation differentials of l.2 inches, 1.0 inch, l.l inches, and 0.9 inch were measured across the respective slabs in Units 4616, 4618, 4620, and 4622. The patterns of elevation contours and local elevation gradients up to 0.6 inch over 5 feet show localized minor slopes associated with slightly lower areas in the northern bathroom of Unit 4616, the northern bathroom of Unit 4618, the master bedroom and southern bathroom of Unit 4620, and the kitchen closet of Unit 4622. We note that the areas of observed distress in Unit 4622 corresponded to a slightly higher area. In the enclosed porches, overall elevation differentials ranging from 0.9 inch to 1.4 inches were measured across the respective floor slabs. The patterns of elevation contours show consistent outward slopes to the floor slabs, which is a common construction practice to promote proper drainage for exterior slabs. 2.4 Foundation Characteristics Two shallow test pit excavations, TP-1 to TP-2, were completed in order to examine the type and condition of the building foundation and enclosed porches. The locations of the test pits are shown on Figure 2. Based on observations and measurements made within the test pits, the building foundation consists of a masonry stem-wall supported on a strip footing embedded approximately 22 inches below existing grade. The enclosed porches for Units 4620 and 4622 consisted of concrete slabs-on-grade. Hand cone penetrometer probes completed around the perimeter of the structure indicate the building foundation is bearing on very loose to medium dense soils (Appendix C). fSi#i)SiCFI�t;� �ii�'E:S�S<.?utiOC; � '� ?+2 '� � �,CZ f t'OJ?Ci l�E,. US��.c,�� {�i`c:t'if_',� i��C7SS0�1? �'�t<1!sCll f''.SSt):lti�±0(i il?C't�'�;Qld�f� f`n('si'Ei ��l�,'' t��i3i',.1 �'`�.1.,1. ��L'{3.'iuJ�i s�r- . �<!�.`. � 2.5 Hand Cone Penetrometer Probes A series of hand cone penetrometer probes was completed around the perimeter of the building, at the locations shown on Figure 2. These probes were completed by pushing a steel rod with a cone-shaped tip into the ground and measuring the deflection of a proving ring as the probe was advanced. The relative density of the shallow soils was then estimated. In general, very loose to loose soils were encountered around the perimeter of the building to depths of up to 102 inches below grade. The hand cone penetrometer data are summarized in Appendix C. 2.6 Ground Penetrating Radar Survey Ground Penetrating Radar (GPR) survey is a non-invasive geophysical test method that utilizes transmitted (and received) electromagnetic pulses (radar) to evaluate shallow surface soil and geological conditions. GPR measures the electrical properties of the subsurface soil materials and other buried objects and can only identify subsurface features that have a sufficient electrical contrast between the feature and the surrounding materials. The procedures used for testing were in general accordance with industry standards of care and established practices I Standard Guide for Using the Surface Ground Penetrating Radar Method for Subsurface Investigation ASTM D 6432). A site-specific GPR survey of the subject property was conducted in conjunction with the site inspection to aid in characterization of subsurface conditions at the site. The purpose of the survey was to evaluate the lateral continuity, thickness of soil, sediment, or bedrock. The goal was to identify geologic features or cultural conditions that may be of interest in our investigation and aid in the positioning of test borings. Information on settings and equipment used during the survey are included in Appendix B. The locations of the GYR transects are shown on Figure 4. Prints of the digitally recorded GPR profiles are retained in the project file and are available upon request. One reflective event was identified on the GPR profiles. Rl: Characterized by well defined, laterally continuous, undulating horizontal to broad overlapping convex reflections observed on the profiles between approximately 32 and 70 nanoseconds. The reflections correlate with the surface of the clayey soil unit encountered in the hand auger borings. Across the site, shallow chaotic hyperbolic reflections (<30 nanoseconds) were present on the profiles and probably represent areas with tree roots and/or utility lines. No features suggestive of obvious subsurface karst or sinkhole features were zdentified in the GPR survey. No downwarping of reflective layers or areas of deeper signal penetration was identified on the transect profiles. S�;t�s6c��;ce I��esti`�ati�r, BCl P��cject i�!cr. 0; 1�t�i> �li�3lif.?� i�I(�SSG213 I��ilC�l �5�04'i�i1i.,^,.;� iS?CC)i't>t�"<1t�C f'(J;li ��' �'i�elt`1 �`I!). ��.�e._i��L' J>;tl.?� 1 2.7 Soil Survey Map Review Soils data from the Soil Survey of Pasco County (USDA-NRCS, 2008) were reviewed as part of the subsidence investigation. The mapped soil unit at the subject property was identified as the Tavares sand, 0 to 5 percent slopes (map unit 6). According to the NRCS, Tavares soils are moderately well drained, sandy eolian and marine deposits found on ridges and knolls on marine terraces. Typically this soil unit consists of sand extending from the ground surtace to 80 inches below native grade. The water table typically occurs at depths ranging from 42 to 72 inches below native grade. The USDA Natural Resources Conservation Service classifications are based on an interpretation of aerial photographs and widely-spaced hand auger borings. Borders between mapping units are approximate and the transition between soil types may be very gradual. Areas of dissimilar soils can occur within a mapped unit. The soil survey provides a good basis for an initial evaluation of shallow soil conditions in the area and can provide an indication of changes that may have occurred due to land filling, excavation, and other activities at the site. 2.8 Hand Auger Borings Four shallow hand auger borings, HA-1 to HA-4, were completed during the site inspection, at the locations shown on Figure 2. The hand auger borings were advanced to depths ranging from l0 to 11 feet below grade. The borings generally encountered variably colored fine-grained quartz sand with local traces of silt, extending to depths of 9 to 10 feet below grade. In borings HA-1 and HA-4, a layer of clayey sand was encountered below the surficial sands, extending to the boring termination depths. The water table was not encountered in the hand auger borings. Soil boring logs are included in Appendix C. 2.9 Standard Penetration Test Borings Four standard penetration test (SPT) borings, SPT-1 to SPT-4, were completed at the subject property on February 17, 2010, at the locations shown on Figure 2. Boring SPT-1 was located on the west side of the building and was completed to a depth of 60 feet below grade. Boring SPT-2 was located near the northwest corner of the building and was completed to a depth of 51%2 feet below grade. Boring SPT-3 was located on the north side of the building, near the northeast corner, and was completed to a depth of 60 feet below grade. Boring SPT-4 was located on the east side of the building and was completed to a depth of 45 feet below grade. The borings were located near areas of observed distress or possible settlement. Drilling services were provided by Independent Drilling, Inc., using a limited-access, track- mounted drilling rig. Each boring was completed in general accordance with ASTM D 1586 using the mud rotary drilling method. Soil samples were collected from each borehole using a l.5-inch ID split-spoon sampler driven with a 140-pound slide hammer falling a distance of 30 inches. A BCI geologist familiar with field procedures and soil classification logged each boring in the field. Soil samples were placed in sealed jars and returned to BCI's office for further classification. Upon completion, each borehole was plugged with cement-bentonite grout. Boring logs are included in Appendix C. �_?s;s;c�e,c� �E�.esti��ti€,3s �3C1 Prc�jecT I`��o. x'.;;;-;�(�i:; (:1l'c ta�� i�41E} �UiT? ��c€i(';7. ft SC){:i��( i;il iili:Ci?'��C}t'?�T�Cs /;�1 i�i �!1��:. i�i:'is'� j`IE. i�'i;`:'1<',iS�; �-' s ;:�Yf' _3 The subsurface geology at the subject property. is illustrated in the soil boring profiles shown on Figure 5. The profiles were developed using subsurface data from the SPT borings. Based on these data, a layer of fill and four subsurface units, or strata, were identified at the site. These units are described below: Fill SAND FILL, variably colored, fine-grained quartz, local minor concrete fragments USCS classification�= SP Stratum 1 SAND, variably colored, fine-grained quartz USCS classification= SP Stratum 2 CLAYEY SAND and SANDY CLAY, variably colored, locally mottled, variably sandy and clayey, fine-grained quartz USCS classification = SC, CH Stratum 3 SAND, SAND with clay, and CLAYEY SAND, variably colored, interbedded fine-grained quartz, local minor clay, minor limestone fragments USCS classification= SP, SP-SC, SC Stratum 4 LIMESTONE, variably colored, variably indurated Strata 2 and 3 comprise a sequence of interbedded sandy and clayey soils. Localized narrow zones of very soft soils (weight-of-rod/hammer) were encountered from 43'/2 to 45'/2 feet and 53'/z to 55 feet below grade in boring SPT-1, 33'/z to 35 feet, 43'/2 to 46'/2 feet, and 47'/2 to 50 feet below grade in boring SPT-2, and 38'/2 to 40 feet below grade in boring SPT-4. In borings SPT-1 and SPT-2, these very soft soil zones occurred in the lower portion of Strata 2 and 3. In boring SPT-4,the very soft zone occurred within the limestone formation. During drilling, losses of drilling fluid circulation were recorded at depths of 43'/z feet below grade in boring SPT-1, 33 feet below grade in boring SPT-2, and 58 feet below grade in boring SPT-3. In borings SPT-1 and SPT-2, the circulation losses were associated with very soft soil zones. In boring SPT-3, the circulation loss occurred within the upper portion �f the limestone formation. The water table was not encountered in the SPT borings prior to the introduction of drilling fluid into the borings at a depth of 10 feet below grade. :S��bsrcie��ce (n�.esiig�tic,�� BCl Pr�i��ctNe�. O�-3�63� (�€-ar��e �losse;r� RaEzc�l� ,�ssor.,ia;io�� i�,e�r��>o�-ate� /��x�i; �£}10 �? - jF�� k°t��<.��f «it?; ;. f�<��e t� 2.10 Laboratory Testing Laboratory tests for natural moisture content (ASTM D 2216) and percent passing a No. 200 sieve (ASTM D 1140) were completed on selected samples from the SPT borings. The test data are summarized below in Table 1. Laboratory test reports are included in Appendix C. Table 1 Laboratory Test Results Orange Blossom Ranch Association Incorporated Sample Stratum %Moisture %-#200 Content Sieve SPT-1, 13'/Zto 15 ft. 2 18.1 28.5 SPT-1,23'/z to 25 ft. 2 25.4 35.6 SPT-2, 13'/z to 15 ft. 2 30.1 38.3 SPT-2, l 8'/2 to 20 ft. 2 55.6 75.5 SPT-3, 13'/z to 15 ft. 2 17.1 18.9 SPT-4, 13'/z to 15 ft 2 l 6.7 13.7 SPT-4, 18%2 to 20 ft 2 25.8 31.8 Notes: Borehole locations shown on Figure 2 Sample depths shown in feet below grade �t+�i�',sC��Pt<e �Il'v��l��i:?:1 �Cf �}2`t)J�Ca �`M�t�. i��' ��+:,�_`, E.�t'�131�u�:', 9�IOS`'C?ll Ia�tli4'�i fiSSl)<;ic�i=C'sli iilC'�iC�7Ct;"al�� f�'e��,3''=. ?J�:� �'!�?li?� �°�!C?. 1�u�,��'�"S�` • s�=i`�,'P / 3.0 CONCLUSIONS It is BCI's professional opinion that the distress to the subject building is the result of a combination of factors, including possible sinkhole activity. Based on the results of our investigation, the minor distress to the building is primarily due to minor differential settlement of the foundation and interior floor slab related to long-term densification of variably loose sandy soils that support the structure. Relict tree root systems within the shallow soils near Unit 4622 may have contributed to the distress to the northwestern portion of the building. In addition, we found evidence of sinkhole activity in two of the four SPT borings completed at the site. Given these subsurface conditions and the apparent ongoing cracking distress to the building, a minor component of the differential settlement may be the result of ground settlement associated with developing sinkhole conditions. The analysis described in this report is of sufficient scope to identify sinkhole activity as a possible contributing factor to the damage within a reasonable, professional probability, as defined by §627.706-707 Florida Statutes. Primary factors in our conclusions include the following: • Evidence of sinkhole activity was encountered in borings SPT-1 and SPT-2 Multiple narrow intervals of very soft (weight-of-rod/hammer) soils were encountered from 43%z to 45'/2 feet and 53'/2 to 55 feet below grade in boring SPT-1, and 33'/z to 35 feet, 43'/2 to 46'/2 feet, and 47'/2 to 50 feet below grade in boring SPT-2. In addition, losses of drilling fluid circulation were associated with the very soft soil zones in these borings. Borings SPT-1 and SPT-2 were located near Unit 4622, which contained a greater concentration and magnitude of settlement distress than the other units. • Based on observations in our test pit excavations, the building foundation is embedded approximately 22 inches below grade. The hand cone penetrometer probes indicate the surficial sandy soils around the perimeter of the building and enclosed porches are variably loose to depths locally up to 102 inches below grade. These data indicate the foundation for the building is locally bearing on very loose to loose sandy soils, which are susceptible to the effects of long-term densification. Given these conditions, some minor differential settlement of the foundation structures and associated minor cracking may occur. • We observed two tree stumps on the west and northwest sides of Unit 4622. According to Mr. Yapple, two large trees with canopies extending over the building were removed in these locations. Typically, large trees will have root systems similar in width to the tree canopy. It is likely the root systems extend below the building foundation,potentially causing ground settlement as the wood material decays. • The cracks observed in the exterior concrete flatwork (sidewalks;� are related to drying shrinkage of the concrete mass and relief of generated tensile stress. In general, this condition is managed with properly spaced and constructed crack control joints and/or expansion joints. However, following their formation the cracks may widen or experience minor vertical offset resulting from minor differential settlement. ��;E;stde:3c�� ►��;,;�,rs�ati�,�-, F3C3 1';ajUct 1`�lc�. Q;_;�b13 C�i`c1114^C,' ��C}5S0!YS I��?Il<'3't f't`SCCIctiOli !Il;`C?';�;01"�l�(;C� /��1RI 7��. l i:�lli ��i?. i t�()(i,'.;�y� 1�<F�E � , • The exterior cracking was consistent with normal levels of distress observed in other structures of similar age and construction. As wood-frame structures age, the wood and building components are subjected to repeated cycles of extension and contraction cause by seasonal variations in temperature, and to minor differential settlement resulting from soil densification. Because of the different rates of thermal extension and contraction of the materials, this results in hairline to minor cracks forming at stress points in the structures, primarily at window, door, and wall corners and along joints. The cracking is not structurally significant and does not reflect significant movement of the structure. • The limited cracking in the interior drywall sections is related to moisture and temperature fluctuations in the enclosed spaces of the walls and attic. Separation of corner bead and minor cracks in complex sections (such as the doorway arch in the hallway) are common. These are not considered a settlement related issue. • The delaminating tiles are related to poor bonding between the tiles and underlying concrete substrate. This condition is generally attributed to poor adhesion of the tile mortar used to set the tiles. This condition is not related to settlement of the foundation or floor slab. Overall, the current level of settlement distress to the house is minor. Ho�vever, remedial measures to stabilize the structure against further sinkhole related settlement should be implemented. These should include a program of compaction grouting to address the subsurface zones of loose and apparently raveled soils underlying the structure. Since the grouting will likely not be fully effective in stabilizing the shallow loose sands directly below the foundation, a program of shallow chemical grouting is also recommended. The floor elevation survey and limited cracking distress indicate the house has not been subject to significant differential settlement. Given these conditions, foundation underpinning and interior chemical grouting to re- level the structure is not necessary. We also recommend that rain gutters with downspouts that discharge rainwater a minimum of 5 feet from the foundation be installed on all roof drip edges. A remediation plan is included with this report. 4.0 REMEDIAL MEASURES 4.1 Compaction Grouting A program of subsurface compaction grouting is recommended to stabilize the subject building against further sinkhole or karst-related settlement. The intent of the grouting is to stabilize the raveled and very soft soil zones that may underlie the building and to seal and fill the karst- related fractures and/or cavities in the underlying limestone bedrock surface. The recommended grouting program should consist of a series of vertical and angled grout injection points around the perimeter of the building. A low slump grout (3 to 5 inches) should be utilized to ensure effective treatment of the loose soil zone(s) and reduce migration of grout beyond the affected areas. F �;��s=ae��c� ;nv°estigatia�-, �C1 1',•oj��ct�Jo. 0�-l f�6 i� C}�a��e l�i�ss;��r� R�r,c�lz l�sso��iat�o�� (nc��orate� fi��il 20?0 C1ai�:: 1�i._,. ;�t}„:�:��C� �t,`�e c,• Thirty-two (32) vertical and angled grout injection points are recommended at the locations shown on Figure 6. The grout casings should be installed into firm limestone bedrock or a competent soil stratum, which is estimated to occur at depths of 45 to 60 feet below grade based on the SPT borings completed at the site. Due to the local zones of very soft and raveled soils, appropriate drilling equipment should be utilized to ensure the grout injection pipes are installed to the required depths. During grout point installation, care should also be taken to identify the soil materials to ensure the grout pipes are not installed to depths significantly below the limestone surface, and should be limited to a maximum 10 feet into the limestone formation or a maximum depth of 70 feet below the ground surface without prior approval from the Engineer. The angled drill points should be installed at the appropriate angle to direct material under the structure footprint. The specific angle for individual points should be determined based on the structure dimensions and depth to competent bearing stratum at the site. We note that additional, intermediate grout points may be necessary if high grout volumes are recorded during the grouting program. In order to improve stabilization of the shallow sandy soils, use of progressively lower injection pressures may be needed at shallow depths. Around the structure, grouting should continue to a depth of 10 feet below the ground surface. During mobilization and prior to grouting, particular care should be taken to identify subsurface obstructions at the site that could potentially be damaged (underground utilities, septic tanks, water wells, etc.). A copy of our recommended specifications for the compaction grouting program and a contractor bidding form are included in Appendix E. Important provisions of the specifications include the following: • Installation of grout casings in a manner to prevent grout leakage and/or uplift of casing during grout injection. The contractors bidding the project should provide a description of their method of installing the grout casings. • Injection of a low-slump grout ranging from 3 to 5 inches, as measured at the hopper. Grout slumps as high as 5 to 7 inches may be acceptable during initial grout injection to fill and seal the limestone bedrock surface, as well as in areas of obvious soil cavities if grout takes are low. • Control of grout pumping rates and quantities, such that for each injection interval, injected grout quantities are limited to a maximum of 10 cubic yards (excluding obvious soil cavities). The recommended �routin�pumpin� rate is l to 5 cubic feet per minute. • Reduction of grouting pressures at shallower depths is recommended in order to stabilize any shallow loose soil zones. • Monitoring to limit uplift of the building and adjacent structures during grouting. 4.2 Chemical Grouting In order to stabilize the shallow loose soils underlying the building foundation, a program of shallow chemical injection grouting using a specially-formulated polyurethane expanding polymer is also recommended around the perimeter of the structure. This material cures to form a 5�;1,�;ic�e�ce I�Erest�gatia�-. �C1 I'��oiec; f�o. t}� l�bl� �}i`<ill4f� :��C?SS:;71 ��ils�iil�SSOC:1tt�ItT31Il�;i'{?2'ziC)f"c'it�C� fil7(i; ,'QfG� ��t>iSil T`�Cr. 3�'t��,_'.jc�'rF ��el.'f: ��i durable, high strength solid grout. Injection of the grout material reyuires drilling 5/8-inch diameter holes through the concrete flatwork or around the outside perimeter of the building on 4 to 6 foot centers, installing grout pipes, and injecting the grout under controlled pressure to fill voids, densify loose materials, and re-level slabs and foundation elements as deemed necessary by the engineer. The chemical grouting shall be done after the compaction grouting is completed and should follow the specifications provided in Appendix E. BCI can provide a detailed design layout and qualified foundation repair contractor prior to implementing the program, if requested. In order to allow time for re-distribution and equilibration of stresses induced by the grouting programs, we recommend that final cosmetic repairs of cracking and other damage to the building not be undertaken for a period of two months following grouting. 4.3 Project Costs A cost estimate for the proposed grouting program is presented below in Table 2. As shown, project costs are estimated at $ 116,695. It should be noted that these costs are estimated based on our experience with similar projects in the central Florida area. Costs for any needed structural ar cosmetic repairs to the building are not included in this estimate. Actual, final project costs for the grouting may be lower (or possibly higher) after the project is subject to final design, competitive contractor bidding, and any modifications during implementation. Table 2 Estimated Project Costs Subsurface Compaction and Chemical Grouting Orange Blossom Ranch Association Incorporated Subsurface Compaction and Chemical Grouting Quantity Units Unit Cost Cost a.Contractor Mobilization 1 each $2,000 $2,000 b.Installation of grout casings 1,750 feet $16 $28,000 a Compaction grout material(estimated) 350 cubic yds. $160 $56,000 d.Chemical Grouting(includes 500 lbs.of material) 1 day $7,000 $7,000 e.Additional chemical grout material 1,100 lbs $13 $14,300 Subtotal= $107,300 Engineering Supervision Inspection&oversight estimated cost $9,395 TOTAL ESTIMATED PROJECT COSTS= $116,695 In order to ensure compliance with the finding of this study and project specifications, we recommend that BCI be retained to evaluate the contractor bids and provide project monitoring and oversight services during the grouting and operations. S��i;�;c��.;�;U li�ze:sli�,<�Tic;,-r BCi P2�ciect ]`.�o. 0�- 1861� ��G.Iiz?�'. �!£)SSC)ti! �.'dilC3� f`�;Q;:it!(?Z�tl 'fi'Cfi?'€1i)12.if'CI ��Ji'I� ��i�Q ��<s.;'s'i �`Is;. ��'.>J,..�;4�, ��SLTf—. 1 � 5.0 LIMITATIONS The analysis described in this report is of sufficient scope to either identify or eliminate sinkhole activity as the cause of damage within a reasonable, professional probability. Our professional services have been performed using the degree of care and skill ordinarily exercised, under similar conditions, by reputable consulting engineers practicing in this or similar localities. The soil conditions indicated within this report are accurate with respect to the locations and extent of the soil borings. The findings presented in this report are based on the test borings drilled at the site, laboratory testing, and our professional judgment. Subsurface conditions different from those encountered during our exploration may exist. Opinions rendered regarding the building structure have been based solely on visual observations without benefit of any type of structural analysis, destructive or invasive testing to determine the structural integrity of concealed structural members, or review of design or construction drawings. No warranty regarding this investigation is intended, nor should any be implied. This report and information contained herein was prepared for the exclusive and specific use of Citizens Property Insurance Corporation. Any other use of this report or parts of this report shall be authorized in writing by BCI Engineers & Scientists, Inc. ��3bside��ce �r,�✓estig�Ti�ii BC1 �'t-o�fect rJ€�. (;3-I861� ��i`�;li�?E: ��iE35SC'iii �'t�t31£41 f�SSCiCic`1;5tii? 1�1vC71'�:)C)tc9l�Cs �1�7i� '7Qi(l ��;�:li`l7`��?. ��i''`t','�.:��u� � (.� <.u.�: l_. . FIGURES � Figure 1 : Site Location Map - Orange Blossom Ranch Association Incorporated � - ., �f � F . � _ __ ' �ur��ir�gham ` , . retty'isand��td = ..�: -- ��t�- , � ' � , �. . � � �n �'st'- �, . � � ' � _, �� ' , ; � r �� f �,�i� � i ' ' � ; � � � � , �t o ��:,,� 1 _ , , , , _ �t � _ °k ~�� d '� �' !, a u_ ; ��- � I '� i� � 3r � � � � ��:� a� _ � 54A,� , �- -� �: _ �.� . � _ ,�5 �� = �'a , �-_ ° ; � � _ ¢ / 9 � : � ��"�'` ��— �� _ . _ � �� t�, � ,i � _ � � ,6� � a i 38 � � �� '�3 t --p , r , _ �r `�'j ;� � m�''�t�j- � ,:r , s i � Eifand $Ivd �e r � _ i-*- i I � _ � , � , 301 . . � N �f�_ �< � A+�-= r ��1'+xth 1��= .. � ' � � � , ; � � � � su r � �, �. , ' '� } ' �� . �. f '.`� .. � ... :� -�-- i��+ .,�- T��i A�� r�� FC�. ''� ��; .n ! ��S�ESf!�e1� ! �►a , ' �^�� -� r �` �1 'V �� `�``��,j �� ( ,f . , � � _. �� . . ;� . _ � r � �� Zlf D�E , � ,� ��y'- ��,.�]r• � ` Z �, � 'i !�'� � � � � �t � .�:�� '�� ,I +� ��_ _.' I��` >.ti1 �,d'c�alF!t'�!� .a�� ' �eph 1 � + �_ �"�i1� � �I�81Gl�il1�1 ft�1G11: '�G. ft+i``l�i1i'8;� MU . , . . . � � � �� _'` � � ��4616,4618,4620, and 4622 � = � Ze h rhiNs FL 33542-5661 J � , _ � � L,1�n BlossomBoulevard � ��S{,afe--�a�d��e=�i�--�-- �,� -- P r , ,r�� J r , , � _ . _ ,, � _ �� ' 1 _; .� �� a� n, ?�� --. � j . � _ - �-� i � � L�f 1 � � _ ��` , a � � °� � : � �'�� ' j�� : .. ` � � - �}` r � � w � ;: � " ' 4 - � ' �' �' :l�sdi� t3r; _ . �� ►t�tarr--{�;'�._ � � �� , ' ,� �� g ' �� , �� ...�� '� . � � �� _� , t . � , � = : � ..�. � ; , N r . _� ( C. _ 'r'�- � �. , � _:, � ... �. � _�� .�_ �� .:: � � � �'-tst�k'�r 'R�,t ��,. � _ ��f�( � ��- m � , � ., �� ; �/r/�-,l ,..� � y�= . ;i r t l �M�i'�F �� Parg� � j : °=� � � . _ _ ,,r ,,. � 3 a.- � \, _ - l -,� r- � _� - . 301 � ..�. � �� __�E�y�; . 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SPT-1 SPT-2 SPT-3 SPT-4 0 a O O O O O O 7 4 O 6 O 5 O Ei O �p 5 10 6 F3 _ 1 0 17 10 13 2E3 O O 20 17 7 O 11 fi 20 28 2O 8 29 10 30 i i 5 , � a2 �� 30 100%' C � 5 WOR-1.5ft 43 6`i w 0 , O4 w � = 40 5 �,' O 4 4O 49 ;� O WOH-1.5f�: 40 `-' � 100� C O a o WOR-2ft O WOR-3ft 4 26 51 0 4 O WOR-2.5ft 50 O 6 O 50/0" 4 � 50 WOR-1.5ft 2 50/5" O 2 100% C 60 50/5" 32 4O 60 EXPLANATION ■ O SAND FILL, variably colored, fine—grained quartz, SP UNIFIED SOIL CLASSIFICATION local minor concrete fragments SYSTEM classification (USCS = SP) 78 SPT N—�alue � � SAND, variably colored, fine—grained quartz (USCS = SP) � Depth of water table 2 CLAYEY SAND and SANDY CLAY, variably colored, 100� �, � O locally mottled, variably sandy and clayey, � C Loss of Circulation o fine—grained quartz � (USCS = SC, CH) WOR Weight ��f Rod � � � O SAND, SAND with clay, and CLAYEY SAND, WOH Weight of Hammer °0 variably colored, interbedded fine—grained quartz, olocal minor clay, minor limestone fragments NR No Recovery M (USCS = SP, SP—SC, SC) � °0 � O LIMESTONE, variably colored, variably indurated 0 i N Q 2 d CITIZENS PROPERTY INSURANCE J FIGURE b � ��&� SOIL BORING PROFILES m 2000 E Edgewood Dr,Sle#215 ORANGE BLOSSOM RANCH ASSOC. Lakeland,FL 33803 w 863.6672345-wwwbcieng.com .��+n�pu***C' M Op*�� EB-0007867 fiGti7 I ifi�ii.iA t'L i1tL � m DATE: 2/5/�Q REVISED: 4/5/10 DRAWN BY:JMM SCALE: 1'� = 15� PRCAIECT NO.: 03-18613 , � o � �� w U � Z � �Z g�n z�Q o N z vVp - �za y, �O�aw � �oo� °m ``�c 0 � �� (�'�N N F O� V UO M � p �O � � I I � � \ M � � O O Z U p �yj w Z W U Q � U �n o a m n co rn o cv • `� � � s � � � •N . ��.'__ . -�-........ ..._.__ .. .. '. p O � } O� � O� m m m i � N � � . � > Q � ��.__....__ '., . a W a a W d �N � Z m W � C� 3 u � in ¢ w a '�i � M• •N � '� � O � U Q II I �• °' i N E � � �N . ,. . _.. � 8 � Pnca y�m0 �• � O O �. , �J�� . �� V � �K ' � +�cn � � < m� . . Z d Z d � �� Sinw ._.__. �_ _. W �F7 ..__ wl� II n• N � � M i � � . ._—..' .. . iD � V� M N � �� .- __ ._... . . II -___.___. .�. Z O ___.. N ....._._�� ,�i � I � Z Z a o a z � o U � W Z - Z � � H Z O � w � � W � -J Q � U W � J � � 7 Q ! F Q � � � � � `JM0�3115 £1981-£0�£L981f0\ZVH`J\�d�3ll� 1�8 APPENDIX A Damage/Distress Inventory Photograph Log/Property Conditions and Observations Plan Site Photographs DAMAGE/DISTRESS INVENTORY Page 1 of 3 Exterior Observations South (front)elevation • Hairline cracks in stucco in center of wall • 1/32-inch separation between blocks near southeast corner • 1/16-inch separation below block at base of east-facing section; 1/l6-inch crack in lower left corner of block East elevation • Crack at base near southeast corner, described on south elevation • 1/8-inch separation between blocks at center; 1/16-inch diagonal crack in block to left of separation • Offset at mortar joint just south of Unit 4618 enclosed porch • l/16-inch separation between stem-wall and enclosed porch of Unit 4618, south side • Base of Unit 4618 enclosed porch slab exposed on east side • Separation between blocks at northeast corner approximately 1/8-inch wide; separation up to 1/16-inch along base of wall to north of Unit 4618 enclosed porch • l/8-inch crack in sidewalk in front of Unit 4616 entry, up to 1/8-inch vertical offset • 1/16-inch crack in sidewalk in front of Unit 4618 entry North elevation • 1/8-inch diagonal crack in stem wall near northeast corner • Vertical hairline crack and horizontal crack in stucco to left of both center window openings and right of east-center window opening • Separation up to U16-inch along base of concrete blocks and between block at northwest corner • 1/32-inch diagonal crack in upper left corner of block to right of separation °;t€�'rSIC�:"1C;E il—t'�/�Si3`^<'.�;C??i �� 1'G'��i 1'��(). C`�._:-��Sf7!� �is"G 2"iL�' �iC?�54J='.i; ��11':<:11 /�i��C�(',i�� ii3 �('GG2'S)(i?�Yf'.� fi��CI3 �t}�l� C'?s:�� `1�. 'gi?C)�;�{, �;;,r �,c:i:. � DAMAGE/DISTRESS INVENTORY Page 2 of 3 West elevation • Separation up to 1/16-inch wide along base to north of Unit 4622 porch, and between blocks at northwest corner • 1/32-inch to '/4-inch separation at irregular joint between Unit 4622 enclosed porch slab and stem-wall of building • 1/8-inch separation between Unit 4620 enclosed porch slab and stem-wall • Deteriorated tree stumps on west side of building between Unit 4620 and Unit 4622 porches and on north side of Unit 4622 enclosed porch Interior Observations Unit 4616 Northeast bedroom • Hairline separation along drywall joint above south door in northeast bedroom Unit 4622 Enclosed porch • Detached tiles on edge of step below sliding glass door West bedroom • Separations up to 1/8-inch wide along top of north, east, and south walls Southwest bedroom • Separation along top of north wall,patched and re-formed up to 1/8-inch wide South bathroom • Hairline separation at top of west wall Center bathroom • Separation along edge of drywall tape at north edge of shower ceiling �ii�">'.'=C�f'i3C f� �Ii'4�€'�tl�,<3�iC?il �� i`G'''�C`S I`��i;, t�� j�{?�.3 (�r�r��e �ia�sar� h�,�cT� Fissc�:iatie7� =��c�r��orated �,rzil 20I� C';air=s 1��;. 1�i?�:�:3�G F}_;��ra��i:� �, DAMAGE/DISTRESS INVENTORY Page 3 of 3 Hallwav • Separation up to 1/16-inch along top of east and west walls Dinin rg oom • Separation along top of south wall, up to l/16-inch wide and continues with separation on east wall in hallway Livin rg oom • 1/8-inch wide separation along top of south wall, patched and re-formed • Hairline separation along ceiling joint near south wall Kitchen • Peeling drywall tape along west ceiling edge • Hairline separation along ceiling joint near west wall �;;!�,s;cir:;c� ►E��t��atic��; B�l P��e;ect 7`!c�. 0�-13bt� �TYc^�iif,P. ��gC��SCill .��:.�lti4�1 �;.SSt)i'1difCitl ;itC:E31`i"iC?3"Z��;Ci H(3til �Q�.: C'lai��s i�tc. 1��:?;�r, �i,,a�er��i:s ,4 � • � � � O � U � Z � � a '.� U�<<p o v�i Z �+0'=i�i F C F ��o�� a d � d ��om x z �� = � a E" � O U = M � o � � � �� ; ; : � � � a o 0 z � U p W w Z Q F O U Q � V In � 2 0] � .._____ _.. O O O �- O �` O �n s � O � � h m � � � __ _ _ � . o OO o r x x � � . o� �� m o� . m } m m w p p � �a o m o ! i zd aa a z � w o w �._... w n O w � z Y o O 3 c� � w � = a � 0 U Q �',, � , , _._ ._.__—.. � . �� I � 8 i � N�g� I pU o � pV � y$LL� I �� a o� f� � � �� _.----- g'� . z a z a .____._ .._ w4�w w w � , ..__ .� �+ wJ$ - � � O � � ' � N < r�-� _ I " � � � I _ �� " �� -- _ , � - __, � _ , _ �, __ o N> ............ � LJ O � a U N � (7 � � � Z W p Z J 0 � r- a Q U � O � O J - W U O Q N � Q w a o N w r� � 14=��O � ¢ `JMO'3115 £L981-�0\£1981£0\ZVH`J\�d�3lld 1�8 �� .. � .. . s�� t�' Photograph #1: West and south view of Orange Blossom Ranch Association Incorporated � *, .,�- ;t. 't ;\�.�., t l� � „�`� '^y..� Photograph #2: East view of Orange Blossom Ranch Association Incorporated -��,��: ,�� Photograph #3: North view of Orange Blossom Ranch Association Incorporated S�{b�%cexlcc �i�vesti�,<:t«}:� BC`I P:•r�;ect TJc�. 0� 1 SL 1� �;"ai`:Sre ��i0`.iSCill ��<ll?<'ll /�S�OCli?.t1011 �1'l�:,"�?O?"clleCl F��;71"IE ,�U��) ��a[i'1 I`�S). f c)f1Q�.7iJG p;.�);�(:'ilC'?:i. �. Photograph #4: Crack in textured stucco on south elevation Photograph #5: Crack in textured `` � stucco on south elevation � � ' li� Photograph #6: Separation along �� x � �:` mortar joint in masonry, lower portion - of perimeter wall near south :�,_�t;s€cie:�cf� �nEesti�rafior: RCI P��r� ec' N�. tr3-IbCil� �I}�i'..1L:;C', ��OSS(?;l-t �c�.!lt��l f15�t�C12:lEClt il-�Cf;�;`02nf.e� �'z(i�'tl �rS�}€(} ��ia.if'.' 7`��C), ic�i�}��.>�(i f`i�;�:t'li�l:i. F', 4<', � i� : , � '::. '*�'�_-+v{ �, 4 Photograph #7: Crack in masonry z x�� :�£:m . f.q ,�; section of wall on east elevation ��.' �,, ,. 4 . „ , . y. �� . N Photograph #8: Crack in masonry section of wall on east elevation near •� `; northeast corner ». � : v � � k �:'n�, �� i � d� � , �� ,�; ��h ��.„��. Photograph #9: Crack in masonry �� section of wall on north elevation near �*"` `�� northeast corner °� .f,� �s_,E�sic;e7:ce: E r��,eG:ti"�atic��, 3C( P�o;ec:t 1'.la ,ni:? i�£,� U,ai�`rye i3;ost>c;��i R_��r�cl� ��ssc�ci�t;��i 1��cc��>o�ated 61�r�s: 2i}:Q C'iai:» T`�<�, iS(}0<%;�E(-� �1�,�;e�;i.. A Photograph #10: Shrinkage crack in sidewalk concrete slab on east side of Unit 4618 f�-� ' �. � �' . , >::��,�_';. � �� ;` � ��:�:, Photograph #11: Shrinkage crack in sidewalk concrete slab on east side of Unit 4616 Photograph #12: Separation along drywall joint above south door in master bedroom, Unit 461b S�;l�s€de�.�ce I��;�eszi�ati��; BCI P��e_iect['Jc�. Q3-!�6:; C��•��s�e �los�c�n� �aslcl� Associatioii Ii�ec;•porateci P�.n��i: �0;0 C'ia'i;�; T!c,. 1�t;=Ou�86 A,,}-re::c�i� �, Photograph #13: Separation between north wall and ceiling in bedroom,Unit 4622 Photograph #14: Close-up view of Photograph #13 3 ;�.€:; '�: t,ya e W ^��r 4',�� Photograph #15: Separation between south wall and ceiling in living room, Unit 4622 S�3bs�ide:3:.e Ia��;�esti:,ati�� Ct �'?�ojec`�Tlo. O:-1861� ll!'i:31<>:' !��Ct�;�<'t;?�F 1 a'1C�i ��F>�OCi��;1Q11 [i?CC`i'(}OI`B�FC� F�=i�'!i ��:�} ��:��,, r��}. ��t;o:�� n,,,-;�,G�::; � . _ ' �;, ' �� ; �... ,.,: ^«g,F 2 A S 1=: �� .'� .��:. §�. ^�,. "°'�""�'�� 'F a Photograph #16: Close-up view of � Photograph #15 _�. z�; �,x ;� T�a S��E;sic;e�7c.e (r� e�t:.��iis�:� �CI PF�� ect Na ;3�-1�E=`•._, �?'c':iS�� i�fOSSt''.li �.�31iC�1 �ISSQCt2:t70li �}iCC3;'�)O?'u1�C� f°,(1'.'l: ur�i{�t C'la�:� 1��c�. ?�('��"�S6 A�;pr:r,tr;� A, APPENDIX B Ground Penetrating Radar Survey Information � � 8 GROUND PENETRATING RADAR SURVEY INFORMATION Client& Project Information: BCI Project No: 03-18613 Client Name: Citizens Property Insurance Corporation Project Name: Orange Blossom Ranch Association Incorporated Location: 4616, 46l 8, 4620, and 4622 Blossom Boulevard Zephyrhills, FL 33542 Claim No: 18002386 GPR Equipment& Operator Information: Control Unit: Noggin Plus/SmartCart Digital GPR Profiling System Onsite Geologist: Joel Cornwall Equipment Operator(s): Mark Erdly Date of GPR Survey: February 3, 2010 GPR Survey Information: The survey consisted of recording GPR data along measured transect lines established in a grid across accessible areas of the site, as shown on Figure 4. Test transects were first completed across the site to determine the optimum equipment settings for the particular property. A digital logger processes the reflected signals and produces a graphic cross-section of the soil profile. No. of Transects Scanned: 38 lines (TO to T37) Total scan distance: 1,682 feet Transect Locations: Transect locations shown on Figure 4 of BCI Subsidence Investigation report. Transects TO to T37 were completed with the 250 MHz antenna. Antenna(s): 250 MHz Time Windows: 250 MHz— 160 nanoseconds (ns) Signal Processing: temporal filter: DEWOW (high pass filter) time gain =autogain S�s�s;de;�cF� (m�est:��:tio�� BCI Pro;eet[Jc. v�_�861:i �Si`� :f?F'. 3��OiSC!:ll �C'cillC�;i �1S�Q�=I«`tIC)Il �i-ICCi!`j10!`�4�C{ �`,j�l'i: ��UI� C'!aie,•; �•lc�. i�(�(}::;&G Ft��pc:;d�:� F� APPENDIX C Hand Cone Penetrometer Table Hand Auger and SPT Boring Logs Laboratory Test Reports HAND CONE PENETROMETER TABLE DIAL READINGS (10"3 inches) Depth pl P2 P3 P4 PS P6 P7 P8 P9 P10 P11 P12 P13 P14 P15 inches 0 to 6 Ex 7 Ex 5 7 4 2 10 4 13 2 5 5 10 4 6 to l2 Ex 14 14 6 l 0 5 2 18 4 18 4 4 4 1 l 11 12 to 18 Ex 16 ]0 9 8 2 3 10 3 15 8 11 3 15 22 l 8 to 24 Ex 24 15 18 12 8 3 12 3 l3 13 14 6 22 R 24 to 30 11 R l 8 15 22 15 8 13 16 22 1 l 12 7 R 30 to 36 13 13 13 R 12 7 8 20 R 7 9 17 36 to 42 1 l 11 11 4 5 8 13 5 8 13 42 to 48 l0 11 11 4 6 8 13 5 8 11 48 to 54 6 6 8 1 5 7 6 5 4 5 54 to 60 8 6 9 1 6 6 6 6 6 6 60 to 66 8 9 l0 1 7 3 8 7 8 8 66 to 72 10 ]0 10 3 8 5 8 ]0 8 8 72 to 78 10 11 12 5 ]0 10 l 0 10 9 8 78 to 84 11 13 16 ]0 12 12 1 l l 1 11 10 84 to 90 ]0 11 20 14 14 15 11 l 6 13 11 90 to 96 5 11 R l 4 l 2 18 ]2 17 I 6 11 96 to �1 13 19 l2 ]02 Ex: Excavated R: Refusal Dia�Reading Cone Bear n�g Capacity Relative Density Consistency(clay) (10 mches) (sand) (tons per square foot) <5 <15 Very Loose Medium-Stiff 5— 13 15—40 Loose Stiff 14—38 41 — 120 Medium—Dense Very Stiff to Hard .`Sl��;t.'�;'.t'iCF` �IiV��<r`�'_t�.E;€}'-3 �'CI PiQiPCi T�<<). r`� .SLFi f_, , v_`, {�i'�7G�tTP �'tC)��Ci72 .F,rv`t':l';C:1't /.`;SC)('I�t�iCsli .'slii`C?;'�")C}1'��EC� f1f71i; ��.�} �il(iti �`��!}. �<.;�,'V<,��'i�7 . �',?��el;a'si� �` HAND AUGER BORING LOGS Page 1 of 2 Boring HA-1 Located 4 ft. S, 4 ft. E of SW corner of Unit 4622 enclosed porch Depth Description (USCS Classification� 0 to 3 feet SAND (SP), light yellow and yellowish brown, fine-grained quartz, trace silt 3 to 9 feet SAND (SP), light reddish yellow and pale yellow, fine-grained yuartz, trace silt 9 to 10 feet CLAYEY SAND (SC), very pale brown, fine-grained quartz Boring HA-2 Located 2 ft.N, l 1 ft. E of NW corner of Unit 4622 Depth Description(USCS Classification) 0 to 1%z feet SAND (SP), very pale brown, fine-grained quartz,thin top soil layer at top 1'/z to 2%z feet SAND (SP), brownish gray, fine-grained quartz, common peat and decayed wood fragments at base 2'/z to 6 feet SAND (SP), light yellowish brown and light reddish yellow, fine-grained quartz 6 to 10 feet SAND (SP), white and pale yellow, fine-grained quartz Boring HA-3 Located 12 ft. S, 3 ft. W of SE corner of Unit 4618 enclosed porch Depth Description (USCS Classification� 0 to 1'/2 feet SAND (SP), very pale brown, fine-grained quartz 1%2 to 2'/2 feet SAND w/silt (SP-SM), dark yellowish brown and brownish gray, fine- grained quartz, minor silt at top 2'/z to 6 feet SAND (SP), light reddish yellow to reddish yellow, fine-gr•ained yuartz 6 to 10 feet SAND (SP), pale yellow, fine-grained quartz :s��t,s�cler3ce i��Evest;�ati�;-� �Cl P�c_�ect i4Jc;. J? ]8b1�, �3`i'.I?Y?� I�IOS�t'lYt �id3lCli fiS�;OC:i�t�!<.it1 71'C-��I.,�;t1i�Cs /`t�7its �t}�i� ��cilai �IL?. 1�t;�?J�� _�7y?t;Ptc#`X C" HAND AUGER BORING LOGS Page 2 of 2 Boring HA-4 Located 4'/2 ft. S, 7 ft. W of SE corner of Unit 4616 Depth Description(USCS Classificationl 0 to 3 feet SAND (SP), grayish brown, light yellowish brown, and very pale brown, fine-grained quartz 3 to l 0 feet SAND (SP), light reddish yellow and pale yellow, fine-grained quartz 10 to l 1 feet CLAYEY SAND (SC), light yellowish brown, fine-grained quartz *Water table was not encountered in hand auger borings Hand auger boring locations shown on Figure 2 Borings backfilled with cuttings ;;t�i�%Ci�3iCE i:l;%��tl`.?Fti�i;i't �� ?'t)�f'.C1 �'��, i);-��J Q;`�I E�t' i3�ClS�Ci",1? �rtllC�i f�Sti£1:ic`t`tt!iIl �;'C: �3;Qi'��C� /�,�7i('_, �Q�v �:I%.i±?l 7`�O �c`�""st;+.)a.i��, ft_l)I"'k't'€�1\ � Project No:03-18613 Log of Boring SPT-1 Project:Orange Blossom Ranch Association Incorporated Client:Citizens Property Insurance Corporation Address:4616,4618,4620, and 4622 Blossom Boulevard City, Stafe: Zephyrhilis, FL GeologisbEngineer:J. Schuh 8` � � 0 Q y SOIL DESCRIPTION £ m o Z LAB TEST RESULTS!REMARKS v� U 0 SAND FILL(SP) � __ __ dark olive brown,fine-grained quartz °:` SAND(SP) 2 -- -- 5 : ? paleyellow,lightyellowishbrownto 3 1,1,1,1 2 yellowish brown,and dark olive brown,fine-grained quartz 4 2,2,2,2 4 5 2,2,3,2 5 10 `. � CLAYEY SAND(SC) � " �= very light gray to light gray,light 6 7,8,9 17 MC= 18.1%, �200='�8.5% 15 �;i brownish gray,reddish gray,and light � � reddish yellow,variably clayey,fine- � grained quartz n �"�: �E ' � ,1 '�� '�� 7 6,8,9 17 20 � ' ��!.; f � '� �;; r �' �,�: 25 �'f 8 3,8,20 28 MC=25.4%, -#200=:35.6% �, � ��. �;. ��`� "�'� 9 4,5,6 11 30 "�°,', ;yr ��i � � 35 �� ` �y 10 1,3,2 5 ::° SAND(SP) `:, light brownish gray,fine-grained 11 3,2,3 5 40 .: ' quartz 45 ' NO SAMPLE RECOVERED �2 WOR Loss of circulation at 43 5 ft WR-2', f � LIMESTONE 6,3 white,weakly indurated SAND(SP) 13 3,2,4 6 50 .: ', gray,fine-grained quartz,minor limestone fragments 55 NO SAMPLE RECOVERED 14A WR-1.5' WOR LIMESTONE 146 22,50l5" 50/5" pale yellow and white,well indurated 15 42,50/5" 50/5" Drilled by: Independent Drilling Inc. Borehole Size:3 inches MC=%moisture content Drill Method: Mud Rotary-ASTM D 1586 Datum: Ground Surface -#200=%passing#200 sieve Drill Date: February 17, 2010 Sheet: 1 of 1 OC=%organic content Borehole Location: 8.5 ft. S, 0.5 ft. E of SW corner of Unit 4622 enclosed porch LL=liquid limit PI=plasticity index Project No:03-18613 Log of Boring SPT-2 Project:Orange Blossom Ranch Association Incorporated Client:Citizens Property Insurance Corporation Address:4616,4618,4620, and 4622 Blossom Boulevard City,State: Zephyrhills, FL GeologisbEngineer. J. Schuh 8` �� 0 m a � SOIL DESCRIPTION � ; � � LAB TEST RESULTS/REMARKS o > G ri in m U Z 0 SAND FILL(SP) � __ __ pale brown and olive brown,fine- grained quartz 2 -- -- 5 ' SAND(SPJ 3 1,2,2,2 4 very pale brown to pale brown,olive ` brown,and yellowish brown,fine- 4 3,2,4,3 6 ' grained quartz 5 3,5,5,4 10 10 '' CLAYEY SAND(SC) light gray,fine-grained quartz 6 3,4,6 10 MC=30.1%, -#200=:38.3% 15 SANDY CLAY(CH) very light green and dark reddish 7 2,3,4 7 MC=55.6%, -#200=75.5% 20 yellow,mottled,variably sandy ' CLAYEY SAND(SC) �' light gray,fine-grained quartz g 3,3,5 8 25 �''�,��`.::�#`;�•`: SAND with clay(SP-SC) �'�'� '�'��'��:: gray,fine-grained quartz,variable g 2,3,3 6 30 •.��.��•'°^;:�'�.->` minor clay ;•. 'i•`�:=:`�;.'�'`�.::`'' Loss of circulation at 33 ft. 35 � '��"� °�°��' NO SAMPLE RECOVERED 10 �-��5' wOR ' CLAYEY SAND(SC) �'� light gray,variably cvlayey,fine- grained quartz 40 LIMESTONE �1 3,2,2 4 white,weakly indurated 45 , ' NO SAMPLE RECOVERED WR-3', ' " 12A 3 2 WOR LIMESTONE �� white,weakly indurated 12B WR-2.5' WOR 50 �"�'�Y�"�� NO SAMPLE RECOVERED LIMESTONE 12C 50/0" 50/0" very pale yeilow,well indurated 55 End of boring 60 Drilled by: Independent Drilling Inc. Borehole Size:3 inches MC=%moisture content Drill Method: Mud Rotary-ASTM D 1586 Datum: Ground Surface -#200=%passing#200 sieve Drill Date: February 17, 2010 Sheet: 1 of 1 OC=%organic content Borehole Location:6 ft. i ,2.5 ft. E of--W corner of Unit 4622 enclosed porch LL=liquid limit PI=plasticity index Project No:03-18613 Log of Boring SPT-4 Project:Orange Blossom Ranch Association Incorporated Client:Citizens Property Insurance Corporation Address:4616,4618,4620, and 4622 Blossom Boulevard City,State: Zephyrhills, FL Geologist/Engineer:J. Schuh � 8` ��'� � 0 Q � SOIL DESCRIPTION £ ; � � LAB TEST RESULTS/REMARKS o > G N N mU Z 0 SAND FILL(SP) � __ __ light brownish gray,dark brown,and olive brown,fine-grained quartz 2 -- -- 5 ` SAND(SP) 3 2,1,2,2 3 pale yellow,light yellowish brown, and very light brownish gray,fine- 4 3,3,3,4 6 ' grained quartz 5 4,3,5,3 8 10 *��:��r „�"� CLAYEY SAND(SC) �� light brownish gray,light gray,and 6 13,15,13 28 MC=16.7%, �k200= 13.7% 15 � ��;�; yellowish gray,variably clayey,fine- '�"',, � ��,� grained quartz � ��,'�'. 20 ��"�`� 7 3,4,4 8 MC=25.8%, �200=31.8% .��,��r,t r'� �. '�"��: �� ;� �,�,,� �,. ��. ."�y 8 3,5,5 10 25 �x�'- � �� 30 �"��,�� 9 3,3,6 9 ,�.,;,, SANDY CLAY(CH) very light gray,variably sandy 10 9,30,35 65 35 LIMESTONE white,well indurated 40 ' NO SAMPLE RECOVERED �� W--1.5', W�_ LIMESTONE $�6 white,variably indurated 12 13,28,23 51 End of boring 50 55 60 Drilled by: Independent Drilling Inc. Borehole Size: 3 inches MC=%moisture content Drill Method: Mud Rotary-ASTM D 1586 Datum: Ground Surface -#200=%passing#200 sieve Drill Date: February 17, 2010 Sheet: 1 of 1 OC=%organic content Borehole Location: 7.5 ft. , 1 ft.W of::E corner of Unit 4616 enclosed porch LL=liquid limit PI=plasticity index Project No:03-18613 Log of Boring SPT-3 Project:Orange Blossom Ranch Association Incorporated Client:Citizens Property Insurance Corporation Address:4616,4618,4620, and 4622 Blossom Boulevard City, State: Zephyrhills, FL Geologist/Engineer:J. Schuh �� '8` �� a � SOIL DESCRIPTION a 3 c � LAB TEST RESULTS/REMARKS o � � oo > N mU Z 0 SAND FILL(SP) � __ __ olive brown,fine-grained quartz, minor concrete fragments 2 5,4,3,3 7 5 ; SAND(SP) 3 1,2,2,1 4 yellowish brown and pale brown,fine- grained quartz 4 1,2,3,2 5 10 - 5 3,3,3,3 6 '� � CLAYEY SAND(SC) �' �`�" brownish gray,fine-grained quartz o 0 15 6 5,6,7 13 MC=17.1/o, -#200= 18.9/0 � ��: ��' �f � i � ��• ��'��. 7 5,5,6 11 20 �; �?` :. r. ;�, ° SAND(SP) light brownish gray,fine-grained g g,12,17 29 25 .:. � quartz 30 '. 9 15,21,21 42 CLAYEY SAND(SC) � light brownsin gray,variably clayey, 35 � fine-grained quartz 10 16,19,24 43 �"�r ::° SAND(SP) very light gray,fine-grained quartz 11 17,25,24 49 40 45 `. 12 9,13,13 26 :. SAND with clay(SP-SC) '•�� very light gray and yellowish gray, 13 4,3,4 7 50 :, -��.• �• interbedded fine-grained quartz sand '��.�:�"::;�•.. .� and clayey sand 55 .. 14A 2,1,1 2 LIMESTONE Loss of circulation at 58 ft. light gray,variably indurated 15 32,25,7 32 End of boring-boring collapsed Drilled by: Independent Drilling Inc. Borehole Size: 3 inches MC=%moisture content Drill Method: Mud Rotary-ASTM D 1586 Datum: Ground Surface -#200=%passing#200 sieve Drill Date: February 17, 2010 Sheet: 1 of 1 OC=%organic content Borehole Location: 11 ft.W, 5 ft. �of;;E comer of Unit 4618 LL=liquid limit PI=plasticity index M �� z � �/� � ° o � I�I ~ .�' � �.1 p� V1 \O M � O� (� 00 � o '.�._, � t� �„ � \ oo vi oo �n oo m .-� °� Oy � O � �. N M M l� M Q �_� � U � p � � o �' � � o � ' I� W N N .^�� E"� � Q N --� N :D � fl ��O ~ FI � � 3 � � � � s'" 'O � �!1 00 O� M M � 00 � W � � � O � � •� a�3 t� �O ONO �O � 00 � [� V U � U w � Q w o ti � � ,3 � V 3 � U Y �t �, >, �, ,'� c� � 0. 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Q a X w � � � � z U _ � � � � � �; � � p � � '� �„� � � � � � U � F'� O N ��+...� �-�i N � N � .�-i N o .. � � � � �i V7 � V� y� M M M o0 � M 00 � FN U � �--i N �--i .. .. �..i `� � ,�.� . .� '. N N M R R � � b a � aF. � oF.� a a a � ° � UQ a v� v rn v� v� v� v� o 0 z �; APPENDIX D Discussion on Sinkholes and Subsidence Mechanisms DISCUSSION ON SINKHOLES AND SUBSIDENCE MECHANISMS Page 1 of 2 In the geologic past, sea level has fluctuated significantly above and below its current elevation. As a result, limestone formations in Florida were exposed at the ground surface and subject to erosion and solutioning by rainwater, which is naturally slightly acidic. The erosion and solutioning caused cracks, cavities, and fractures to form in the limestone producing a weathered and irregular limestone surface. After subsequent rises in sea level, the undulating limestone surface was buried and filled by younger deposits of clay, sand, and silt. Even though the limestone is now covered with soils and clastic sediments, solutioning of the limestone by ground water continues. This chemical action tends to be concentrated along preferential paths for ground water flow such as joints, bedding planes, and pre-existing fractures and voids. The rate of dissolution is an imperceptibly slow process, requiring several thousand years for the formation of significant caverns or voids. Non-cohesive soils and sediments (sands and silts), which overlie the limestune, may move downward, or ravel, into the enlarged voids and cavities. The raveling may propagate upward to the surface as the overlying sediments move downward into the cavity. Sinkholes occur when the raveling reaches a point where the surficial soils cannot support the load at the surface, resulting in collapse or subsidence. In this part of Florida, sinkholes occur by several mechanisms: cover-collapse, cover-subsidence, limestone-collapse, or limestone-solution (Sinclair et al., 1985). Cover-collapse sinkholes form where a thick, competent, and generally impermeable clay layer overlies limestone bedrock. Initially, the clay has sufficient strength to bridge a developing cavity in the underlying limestone. A cover-collapse sinkhole occurs as a result of sudden failure of the clay unit and catastrophic downward movement of the overlying sandy soils into the cavity (i.e., raveling). Cover-subsidence sinkholes may form by the gradual downward raveling c►f non-cohesive sediments (usually sand and silt) into actively forming cavities. The raveling reduces soil density,which is manifested at the surface by an area of slow, gradual subsidence. Limestone-collapse and limestone-solution sinkholes typically occur in terrains where limestone bedrock is covered by a relatively thin (less than 25 ft.) layer of soil or overburden (sand and clay). A limestone-collapse sinkhole forms when a solution cavity expands to the point where the limestone roof collapses. The collapse is usually abrupt and may be catastrophic in nature. A significant factor in the formation of limestone-collapse sinkholes is a low water table, typically below the limestone surface. Limestone-collapse sinkholes are relatively rare oc;currences since dissolution is more likely to occur at the limestone surface. Limestone-solution sinkholes form through a mechanism of gradual solutioning of the buried limestone surface under relatively high water table conditions. Surface depressions generally form at a gradual rate as the limestone dissolves, usually without the formation of significant voids or sudden raveling of overlying sediments. Over geologic time, this process results in a general, regional lowering of the land surface. .�`�.i�i:�:�:�t_;iii:f:; �;1•,�".5�3��FtiC;?1 In Q ' �3C1 Pt�oject 1`,v. 0;� 1 t;,: r�s�xs��>e :��Ic�s�;c!�� a�:cl� /�ssoci{itic>�� 1��c}r�z�:�teci Aprii s�iG C'i�:!t. t�.I._,. �8�'.,%_3�b �j-s��F.z,�it,' � DISCUSSION ON SINKHOLES AND SUBSIDENCE MECHANISMS Page 2 of 2 Subsidence investigations usually involve determination of the probability of cover-subsidence or limestone solution sinkholes, since the catastrophic nature of cover-collapse and limestone- collapse sinkholes leaves little doubt as to their identity. Because slow, gentle subsidence can result from other mechanisms, such as decay and compaction of buried organic material or movement of shrink/swell clays, identifying cover-subsidence (or limestone solution) sinkhole development as the cause of subsidence-related damage to a structure can be difficult. This is especially true in cases where there are no obvious signs of subsidence at the surface. A key element in identifying karst activity as the cause of damage is to establish the presence of a raveling zone of soft or loose soils that extend from limestone bedrock sufficiently close to the surface to cause subsidence. Alternatively, significant evidence of downward movement of surficial soils may also be indicative of karst-related subsidence. It should be noted that local zones of circulation loss in SPT borings, isolated soft or loose soil layers, or buried depressions in the clay or bedrock surface, in the absence of significant raveling or other evidence of downward movement of soils, is not necessarily positive evidence of sinkhole act:ivity. S.�hse�e>�c:e I��,�esti�ati;�� t�Cl I'roject 1`J�. 0�-1�513 t�r��i�;e �ioss�,�r� Ranc:,� �tsseci��ictr� 1,�c��o��tec� �,l�s�ii ?OIC� Clais�� ?�!n. i�{?�};?.3�'F; �`��,��:��c3?� E? APPENDIX E Contractor Bid Sheet Compaction Grout Specifications Chemical Grout Specifications BID SUBMITTAL FORM Project Name: Orange Blossom Ranch Association Incorporated Address: 4616, 4618, 4620, and 4622 Blossom Boulevard City/State: _Z�hyrhills, FL Claim No.: 18002386 BCI Project No.: 03-18613 Due Date: Task Description Estimated QuantitX Unit Price_ Total Price 1. Mobilization/Demobilization 1 LS $ $ 2. Install grout casings 1,750 feet $ $ 3. Cementitious grout material 350 cubic yards $ $ 4 Exterior chemical grouting � da $ $ (includes 500 lbs of material) y 5. Additional chemical grout material 1,100 lbs $ $ Total Cost $ Estimated time to complete project: days *project specifications attached Comments: Alternative Bid (and justification): �:AO S i�t�?3 Q.�tE��se �icsso�� Ra,}c';� A�s<�c 1;1c\Co3;l�acti�r� Ir�str�i�sio�� Gt�out S;�ecs 03-1361�.doe SPECIFICATIONS FOR THE UTILIZATION OF COMPACTION/INTRUSION GROUTING TO STABILIZE SOILS AND FILL SUBTERRANEAN VOIDS Page 1 of 5 INTENT OF THE GROUTING PROGRAM The proposed grouting program shall be sufficient to fill voids in the limestone and to densify very soft or loose soils to minimize future settlements associated with sinkhole activity. The method of grouting (compaction vs. intrusion)will be based upon the installation depth. Injection points that encounter limestone within 20 feet of the ground surface should be treated through intrusion grouting. All other points should be treated through a compaction grouting program. GEOTECHNICAL INVESTIGATION A geotechnical investigation report has been prepared for the site.The information contained in the report is intended to assist the contractor in preparation of the bid.Soil boring and test data represent subsurface conditions only at the location of each boring and soil sample. Varying degrees of heterogeneity of the horizontal and vertical soil conditions are likely to exist between boring locations. Opinions and recommendations expressed in the report are based on geological and geotechnical interpretation of the test data and site conditions likely to exist. SCOPE OF WORK The compaction grouting Contractor shall provide project control,supervision,labor,materials,and equipment to accomplish the following items of work: 1. Submit a detailed compaction grouting program, including a description of the method used to install grout casings, as requested by the Engineer. 2. Install and remove grout pipes. 3. Monitor ground movements during compaction grouting operations. 4. Perform compaction grouting program under supervision of a geotechnical engineer or geologist 5. Site clean-up during and after grouting. The grouting contractor,at the request of the Engineer will submit a description of'the compaction grouting program with the cost proposal. A description of the work procedure, ground monitoring techniques, and instrumentation program shall also be included. The Contractor's work plan and other submittals will be reviewed by the Owner's representative, who shall be the Engineer of Record. The Engineer or his representative will also inspect and monitor the Contractor's work for compliance with the project plans and specifications. �zi�s��e��ce I�-�ves�i��tic;n BC( Pr�;ect P�lo, ��-;�61� l)i';1',Ik',E ��Ct`;Sv';"}i ��Y1f:�1 f'l�iiOCi%�e'.�?'i �':i4:',I`�?0`'�itECl f;�3!`i� �jt� � 3C��i1 �4f). t�t)tf^:�.<�� YSG��1f'lil�!.1 L „ SPECIFICATIONS FOR THE UTILIZATION OF COMPACTION/INTRUSION GROUTING TO STABILIZE SOILS AND FILL SUBTERRANEAN VOIDS Page 2 of 5 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 reyuirements. The grout mix will have a slump of 3 to 4 inches for compaction grouting and 7 to 9 inches for intrusion grouting at shallow depths when measured with the current ASTM slump test (ASTM#C 143)at the point of injection.An additional inch of slump is acceptable when measured at the hopper if the hose lengths exceed 50 feet.The unconfined compressive strength of the grout will be an average of two specimens of 400 psi at 28 days as performed in accordance with the current ASTM strength testing standards(ASTM#C39).No grout shall be pumped mare than 3 hours after the batch time shown on the deliverv ticket,unless proposed by the Contractor and accepted by the Engineer.No water shall be added to any material delivered without notification of'the Engineer or their representative.If a load is delivered with a measured slump in excess of the project reyuirement or if water is added to a load while on site without approval,the Engineer reserves tlie right to refuse the material at the Contractors expense. The Contractor shall provide the Engineer with the name and address of the grout supplier. The Contractor shall make every effort to utilize an approved supplier in close proximity to the project site.The Engineer may reject any grout supplier whom they feel cannot meet the requirements of the project specifications, at no penalty to the client or Engineer. The Portland cement will conform to all ofthe requirements ofASTM C150-78 for Portland cement type I. Cement will be stored in weather-tight enclosures, ar procured in weather-tight bags to prevent against dampness and contamination. Fine aggregate will be natural siliceous material,consisting of hard,clean, strong,�urable,and un- coated particles, conforming to ASTM C 144-76 for aggregate for masonry mortar. The aggregate will have a fines content of not less than 10 percent and not more than 30 percent passing the No. 200 sieve. The gradation of the mix will be such that sand blocking is eliminated at the grout working pressures specified. Water used in the grout will be free of deleterious and organic material. No admixture will be used without the Engineer's review of the proposed mix, based on previous testing submitted by the Contractor. The Contractor wil l determine the source,kind and quality of the water,cement and aggregates to be used in the work.The Contractor will perform this well in advance of the time scheduled for starting the work and will submit such information for review by the Engineer before starting grouting operations. S�d�sidesice ff-��t:stigaTi�� 8CI �ro',��ctN�. �3-�i861� ��-��i��>.e i3i�sso�,� �Lanch ,�,ssoci�tin�, ;3;cc��-��ozat�d A;,��il 20 t!<�?€"sl I`�C). ?8�C!%sc(, Ar'r�eT�'f�;*_ E: SPECIFICATIONS FOR THE UTILIZATION OF COMPACTION/INTRUSION GROUTING TO STABILIZE SOILS AND FILL SUBTERRANEAN VOIDS Page 3 of 5 GROUT PIPE INSTALLATION At each location the grout pipes will be installed utilizing the primary and secondary theory of grouting,particularly in an extended area.The primary grout pipes in any area shall be grouted prior to injection through the secondary pipes. The secondary pipes shall be used at check locations to verify the successful densification of the soil strata. The drilling equipment will install minimum 2.5-inch inside diameter flush joint steel casing to minimize flow restrictions and prevent plugging when injecting the low-slump material.The casing should be installed to the depths specified in the site geotechnical report.The intent in the field will be to intercept firm limestone bedrock on soil.However,care should also be taken to identify the soil materials to ensure the grout pipes are not installed to depths significantly below the limestone surface The steel casing will have adequate strength to maintain the hole and to withstand the required jacking and pumping pressures. The casing will be installed using rotary wash drilling such that there is intimate contact with the drilled hole in order to prevent grout leakage and/ar premature upward movement of the casing during injection of high-pressure compaction grout.Any subsidence damage caused by this drilling shall be at the Contractor's own risk and expense. Grout casing should not be installed below the depths specified in the report,without prior approval from the project Engineer of record. GROUT INJECTION PROCEDURES Compaction grout of 3 to 4 inches of slump will be injected into the casing.A higher slump(up to 9 inches)may be used during initial stages of grouting at the soil rock interface or for points shallower than 20 feet, if proposed by the Contractor and accepted by the Engineer. Grouting pressure will be continuously monitored by the Contractor at the hole and the pump with suitably protected and calibrated gauges. Grout will be injected on a continuous basis throughout the depth of the hole with the grout casing being withdrawn in increments of 4 feet or less. Controlled compaction grout pumping rates of 1 to 5 cubic feet per minute will be required. Grout yuantities will be monitored and recorded by the Contractor on a continuous basis. The grout pump counter(if used)will be in good working condition. The criteria for raising the grout pipe to the next increment will be when one of the f�llowing occurs: �t��sic�e:�ce 1�,°.�estif�atiox; �3�I P��oject�l�lo �J3-��Rbl< {j��.��c. '3I�:Ysc;��; t�_ar-Ecl� As�;o,:iaf.�r� I37c��r,7c�•�?icd /�p�.i[ ��J C'�F��,�� I�I�. ;�(!i;�23?� �; '�P,��li:� � �;� . SPECIFICATIONS FOR THE UTILIZATION OF COMPACTION/INTRUSION GROUTING TO STABILIZE SOILS AND FILL SUBTERRANEAN VOIDS Page 4 of 5 3 to 4 inch slump/compaction grouting: 1. The grout pressure at the gage located at the header exceeds 200 psi over the necessary pressure to initiate grout take. However, progressively lower pressures should be used when grouting at shallower depths to reduce the potential for heaving at the ground surface and to allow for grout stabilization of shallow loose soil zones. 2. When more than 10 cubic yards of grout has been injected per intervaL If the grout take exceeds 10 cubic yards, the injection point shall be raised and flushed, and the initial (injected)amount of grout shall be allowed to set.Subsequently,the grout casing shall be re-driven to the target depth and grout injection resumed. If the grout take continues to exceed 10 cubic yards(per interval)the process is to be repeated. The Engineer may at his discretion accept a proposed change in the allowable quantity as deemed necessary.A maximum grout quantity of 50 cubic yards per injection point is recommended. 3. When any surface heave occurs. 7 to 9 inch slump/intrusion grouting: 1. The grout pressure at the gage located at the header exceeds 100 psi over the necessary pressure to initiate grout take. However, progressively lower pressures should be used when grouting at shallower depths to reduce the potential for heaving at the ground surface and to allow for grout stabilization of shallow loose soil zones. 2. When more than 5 cubic yards of grout has been injected per 2-foot interval. If the grout take exceeds 5 cubic yards,the injection point shall be raised and flushed,and the initial (injected)amount of grout shall be allowed to set.Subsequently,the grout casing shall be re-driven to the target depth and grout injection resumed. If the grout take continues to exceed 5 cubic yards (per 2-foot interval), the process is to be repeated. The Engineer may at his discretion accept a proposed change in the allowable quantity as deemed necessary. A maximum grout quantity of 10 cubic yards per injection point is recommended. 3. When any surface heave occurs. The Contractor at no charge to the client will replace any holes lost or damaged due to faulty grouting equipment. TESTING AND QUALITY CONTROL A minimum of three samples of the grouting material will be taken by the Engineer for the project. Unconfined compression tests will be performed at 7 and 28 days. Slump tests will be performed by the Engineer in the field on each load of grout delivered to the site.The cost of sampling and testing will be paid by the client. Si��sic�e€7ce ,��vest�gatio�� BCI Pra;ec� No. J�-I&6]? Cpra��.�re 3lossc�� _a��ch A�sc��iatic��-3 ]rrc��t-�arated A�i�il 20 �`lai,:� I�!o. I 8F;0:?;�b �: eE,t�i:� E �-F% SPECIFICATIONS FOR THE UTILIZATION OF COMPACTION/INTRL�SION GROUTING TO STABILIZE SOILS AND FILL SUBTERRANEAN VOIDS Page 5 of 5 Failure of any samples to meet the minimum performance criteria defined in these specifications will result in the Contractor not being compensated for the material pumped and footage drilled. Additionally, the Contractor shall at their expense be responsible for re-grouting the area as determined necessary by the Engineer prior to certification of completion. All daily drilling, grouting, and testing reports will be submitted to the Engineer within 24 hours. Drilling reports will be required and should contain at a minimum the following information:name of driller, type of drill and method used, date started, date completed, location of hole, type of material encountered, and total depth of the drill hole. Grouting reports will contain at least the following information: name of grouting technician, constituents and proportions of grout, log of quantity injected per lineal foot of hole, date, rate of pumping, and grouting pressure at the hole. A level control system will be installed and operated by the Contractor for use during grouting.The monitaring will be carried out so as to detect any movement within 50 feet of the grouting operations whenever grouting is occurring. PROTECTION AND CLEANUP During work operations the Contractor will take such precautions as may be necessary to prevent drill cuttings, equipment exhaust, oil, wash water, and grout from defacing and/ur damaging the landscape. Damages to the subject property, and adjacent properties, from these activities will be repaired at the Contractor's expense. The Contractor will furnish such pumps as may be necessary to care for wastewater and grout from his operations and clean up all waste resulting from his operations. PROPORTIONING The Contractor will submit,for review by the Engineer,grout proportioning and strength data from previous projects. SUBMITTALS The Contractor will provide a list of major components to be used including pumps, hoses, pipe, fittings and drilling equipment, including manufacturers' data as to size, type, pressure rating, capacity and other critical characteristics for each item for the Engineer's review prior to the commencement of work. The Contractar will provide a detailed work schedule outline mobilization,drilling,grouting,testing, and demobilization. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE ENGINEER 72 HOURS PRIOR TO COMMENCEMENT OF THE WORK. S��bs;de�c� In,esti`�ativ�� F*C! P�e�jec; T�I� ET�;- ?�E�I 3 �t'G E �._'f_ '��i74�':;tli �'<xiiS f� fiSSC�::1�?�'� I t!':€Of y?GlB�E'C� �5��!"';� iY'u ��`s?'? T�'<�. I��si)�'"t�f; _ t /��,��?2!�1,s � CONCRETE STABILIZATION AND SOIL DENSIFICATION AT DEPTH WITH POLYURETHANE MATERIAL Page 1 of 3 1.0 Description This work shall consist of soil densification and void filling to improve support of soils under concrete elements or structural foundations by furnishing and injecting an expansive thermoset polyurethane material into the soils or between the concrete/structural element and the underlying soil as directed by the Engineer. 2.0 Scope of Work The chemical grouting Contractor shall provide project control, supervision, labor, materials, and equipment to accomplish the following items: 2.l Ensure that the Sunshine One-Call utility locating system has been contacted and the site utilities have been identified. 2.2 Probe all injection point areas using a pointed tip probe rod with a maximum diameter of 1/2" (preferably a hand cone penetrometer to measure relative densities) to determine the vertical extent of loose soils relative to the site. 2.3 Install and remove grout injection pipes, as necessary. 2.4 Inject polyurethane material at the required depths and volume under the supervision of the project Engineer or his representative. 2.5 Monitor for movement during the injection process. 2.6 Site clean-up during and after grouting. 3.0 Equipment Requirements 3.l A mobile pumping unit capable of injecting the high-density polyurethane material into the soils and/or beneath the structure to the depths required. The pumping unit shall be capable of controlling the rate of flow of material as required to densify soils or level foundation elements in a controlled manner. The unit shall be equipped with a manufacturer's certified flow meter to measure the amount �f high-density polyurethane injected at each location. The certified flow meter shall have a digital output in both pounds and gallons. 3.2 Pressure and temperature control devices capable of maintaining proper temperature and proportionate mixing of the polyurethane component materials. 3.3 Pneumatic or electric drills capable of efficiently drilling 5/8" ta 3/4" diameter injection holes through the concrete without damaging the structural integrity of the existing concrete element(s) and capable of installing l/2" injection probes to the required depths without damage. Stk�:side��ce Ir��estigation BC[ ��oi�ct T.�� ;��-�i�{�i 3 G�a�s��e z�lcssc��r; �a��,c:i� �sscciatic��-� !.,cc;poAat�=d A;;fii ?0?t? ��S�r;=� i`�!z�. ?�f}C�2"`s�6 A�;�>e�;�+i;� � CONCRETE STABILIZATION AND SOIL DENSIFICATION AT DEPTH: WITH POLYURETHANE MATERIAL Page 2 of 3 3.4 Laser levels or dial indicator devices capable of monitoring movement at the surface of the concrete. 3.5 A portable probe rod or hand cone penetrometer approved by the Engineer with relative density dial for on-site soils investigation to assist in location of weak sub- base soils and determination of the injection pattern to densify soils. 3.6 All necessary equipment and materials including but not limited to, electric generators, compressors, heaters, hoses, containers, valves and gauges to efficiently conduct and control the work and minimize the impact to the existing structure. 4.0 Chemical Grout Material Requirements 4.1 The material used for soil densification under these concrete shall be a closed cell, hydro-insensitive, high-density polyurethane system. 4.2 The material shall have a minimum free rise density of 3A lbs. /�,ubic ft. with a minimum compressive strength of 38.0 psi. 4.3 The material shall have a maximum free rise density of 3.2 lbs. /cubic ft. 4.4 The material used shall be a high-density polyurethane material, such as URETEK 486 STAR (Manufactured by Bayer) or eyuivalent, as approved by the Engineer. The material shall be a polyurethane-forming mixture, having a water insoluble diluent, which permits the formation of polyurethanes in excess water. 4.5 The expansion of the injected material shall be completed within 15 seconds of injection and the material shall reach approximately 90% of its compressive strength within 15 minutes. 5.0 Injection Point Installation/Extraction 5.] Contractor shall lay out the injection point locations for review by the Engineer or his site representative. 5.2 Contractor shall provide a concrete profile from laser level measurements of each area where the concrete structures reyuire attention. Each profile shall be accepted by the Engineer or his representative prior to performing the work at the project location. 53 Hand cone penetrometer testing should be conducted in the presence of the Engineer or his representative to confirm existing base soil conditions at representative locations within the treatment area. 5.4 Contractor shall install injection points through a series of 5/8" — 3/4" holes (as required for tube placement) drilled at approximately 4-6 foot spaced intervals through the concrete above the area requiring soil remediation. SEEbsfc?e�ic� I��,�E�esti��tio��x 8Ci P��aiect TJo. v�-38t;13 f��a��ta,e �l�sseri�� Ra��ca� As�cei�f:o�� 1!�cor-��c�ratecl �r;�r ?O1C� ��;��„� ra�. ��%_s�;�f �,;�->�-�,��:� � am March 19, 2014 Teressa Kapp Citizens Property Insurance Corporation P.O. Box 172729 Tampa, Florida 33672 RE: Preliminary Chemical Grout Injection Point Plan Orange Blossom Ranch Association Property 4616, 4618, 4620, and 4622 Blossom Boulevard, Zephyrhills, Florida Citizens Claim No.: 000-10-007949; AMEC Project No.: 18613.1 C Dear Ms. Kapp: AMEC Environment and Infrastructure, Inc. (AMEC) has prepared a preliminary chemical grout injection point plan for the above referenced site based on the recommendations presented in our Subsidence Investigation Report dated April 5, 2010. Summarv of Subsidence Investiqation Reaort AMEC (formerly BCI Engineers 8 Scientists, Inc.) opined that "... the distress to the subject building is the result of a combination of factors, including possible sinkhole activity."A program of subsurface compaction and chemical grouting was recommended to stabilize the structure against further sinkhole related settlement. A plan illustrating the location of the recommended compaction grout injection points was included in the Subsidence Investigation Report. The subsidence report stated that for the chemical grout, AMEC would provide a detailed design upon request. Chemical Grout Lavout and General Recommendations Based on the conditions described in the Subsidence Investigation Report, AMEC anticipates approximately 91 chemical grout points around the perimeter of the building and along the interior load bearing elements and estimates approximately 1,600 pounds of chemical grout. The chemical grouting should follow the specifications provided in Appendix E of the original Subsidence Investigation Report; therefore, this letter must be read in coniunction with the Subsidence Investiqation Reqort. A preliminary chemical grout location plan is included as Figure 1 — Preliminary Chemical Grout Injection Point Plan and may be adjusted based on field conditions. AMEC Environment&Infrastructure 4919 West Laurel Street Tampa,Florida.33607 Tel (813)636-1500 Fax (£?13)289-5474 www.amec.com After your review of the chemicat grout remediation plan, please cont�ct us with any questions or comments. �„.;,�; , Since��Q�a �_ �1�;�;;� � .• � • � � �`��C,P•,��\C E M '•,� �'��,��- _�— �:; � ��l"e�r�= . F� .�io :�rrt idis`L., ph.�., P.E. 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W, � ; •E�� . �x A'�'h{ut � ��' i $ � #Y 5 �' .ff A . .. �r( '�y :'� ��x k , . ,� .�,�� r '� S v e� �d� � �'� � , .� e'�`' `� .oi:�� ,�,��`'¢. � , ;�.� ��+�` `' '" „..,,��'�.� �,�; �' . � , ,. > - � .., , �,�. . � . . :• ., ,., ..; ., . . . ; . , . � .. . . . . � amec� STABILIZATION MONITORING REPORT ORANGE BLOSSOM RANCH ASSOCIATION, INC. 4616, 4618, 4620 � 4622 BLOSSOM BOULEVARD ZEPHYRHILLS, FLORIDA Prepared for.� CITIZENS PROPERTY INSURANCE CORPORATION Tampa, Florida Claim No. 000-10-007949 Prepared by: AMEC Environment& Infrastrucfure, Inc. 4919 West Laurel Street Tampa, Florida 33607 AMEC Project No. 18613.1 C June 2014 cE�riF�car�oN En�i�eri�g Certificat�vn 1 hereby certify that I am a �egistered professional engineer in t�e State af Fl�rida practicing with AMEC Environrn�nt & Infrastructure, a cc�rparatia� autfiarized to operate as a business pro�iding engineering consulting services �5392) by the State of Florida Q�partment` of Professional R�ala�ron, Board of E�gineers. I further certify that I, or others under my direct supervision, have prepared the geotechnical en�it�eering ev�luati�ns, �ndings, opinions, cafculations, cflne�sians or te�hn�al advice hereby represented in tt�is repart. \\\\\\\;,�� K�'I1�1�i�i � i � SIGNATURE; '� . � C, , ��6�2 . - , -- '- — . : _� �o• � _ NAME: Ricar��=Kirr�cidis L., P�i.D;, P�. = �c'• S�p�E Q ,:�u�; ` LICENSE No.: 7�602�� '•. $�p,R,.��''T_ ��i,, OF '• . , . . • •'!`�\��i DATE: 06/05/2014�',,�F�S��okNP�\\\�`�� Report Title: S�rili�ar� Moni€orir�g Report Oran�Bl�ssom Ranc#� As�ciation, Ina 4616, 46�8, 4620 & 4622 Blosso�n B€��levard Z�hyr�ills, Flor�d� ' (��im�io. (�-1�Q�'�49 1 .0 INTRODUCTION AMEC Environment & Infrastructure, Inc. (AMEC) has completed monitoring of the remedial program for the Orange Blossom Ranch Association, Inc. (Orange Blossom Ranch) located at 4616, 4618, 4620 and 4622 Blossom Boulevard in Zephyrhills, Florida. Based on a subsidence investigation of the property completed in February 2010, BCI Engineers 8� Scientists, Inc. (now AMEC) concluded that the minor cracking distress at the Orange Blossom Ranch could be attributed to several conditions including possible sinkhole activity. A summary report on the subsidence investigation, which included a remedial plan consisting of compaction and chemical grouting, was submitted to Citizens Property Insurance Corporation (Citizens) an April 5, 2010. The subsidence investigation report advised that a detailed plan would be provided upon request and AMEC submitted a Preliminary Chemical Grout Injection Point Plan to Citizens on March 19, 2014. AMEC performed the following activities as part of the monitoring program: • An on-site pre-construction meeting with the contractor to convey AMEC's project expectations. • Reviewed the technical specifications with the contractor's superintendent. • Verified the completion of utility locates. • Monitored the installation of compaction grout casings. • Monitored the injection of cement grout in accordance with AMEC's project specifications. • Performed regular field and laboratory tests on cement grout material to ensure compliance with AMEC's specifications. • Documented daily field activities including compaction grout point locations, installation depths, and quantity of injected grout. • Monitored the placement and injection of chemical grouting. • Prepared a summary report including the final quantities and AMEC's observations. 1 .1 Site Description The Orange Blossom Ranch property is a single-story, wood-framed, quadruplex structure with a masonry stem wall forming the lower portion of the perimeter walls. The structure is situated on the north side of Blossom Boulevard in Zephyrhills, Florida. The subject property is located within Section 15, Township 26 South, Range 21 East, in southeastern Pasco County, Florida. A site location map is shown on Figure 1. Stabilization Monitoring Report AMEC Project No. 18613.1 C Orange Blossom Ranch June 2014 Claim No. 000-10-007949 Page 1 2.0 GROUTING OVERSIGHT 2.1 Subsurface Compaction Grouting Certified Foundations, Inc. (CFI) performed the grouting program from April 1, 2014 through April 18, 2014. The purpose of the grouting was to stabilize the raveled and very soft soil zones that may underlie the building and to stabilize the Orange Blossom Ranch against further sinkhole or karst-related settlement. Figure 2 is a site plan of the Orange Blossom Ranch showing the locations of individual grout injection points at the site. Grout casing depths and grout quantities are summarized below in Table 1. Table 1 Summary of Compaction Grout Points and Quantities Orange Blossom Ranch Point Casing Grout Casing Grout Point No. �Pth Quantity Comments" No Depth Quantity Comments* feet CY feet CY 1 63 28.8 SL 18 54 4.7 HP, SL 2 69 3.2 HP, SL, GTS 19 56 22.3 HP 3 66 17.7 SL, BP 20 56 13.5 HP, SL 4 64 1.4 H P 21 56 10.5 H P 5 63 22.4 SL, BP 22 64 12.2 HP, SL, BP 6 69 3.8 CP, SL, BP, 23 59 18.9 HP, SL, BP 7 47 18.7 HP, SL 24 56 0.7 HP, CL 8 61 0.8 HP, CL 25 59 26.0 SL, CL 9 45 10.0 SL 26 48 7.5 SL 10 67 18.0 SL, BP 27 64 20.8 HP, SL 11 62 2.1 HP 28 64 12.0 SL, GTS 12 63 18.0 HP, SL, CL, D 29 66 28.2 SL 13 42 2.4 HP, SL, CL 30 64 0.8 HP, CL 14 43 3.6 SL, CL 31 41 13.5 HP, SL, D 15 41 12.5 SL, CL 32 69 7.6 SL 16 42 3.0 SL Total: 1,830 377.5 17 47 11.9 HP, SL ' Note: The terms listed in the comments section within Table 1 are defined as follows: RD=Re-drilled, SL= Structure Lift(less than 1/8 of an inch),GTS=Grout to Surface,CL=Casing Lift,HP=High Pressure,BP=Back Pressure,GH==Ground Heave,D= Damage,SD=Structural Damage(Damage as a result of structural lift greater than 1/8 of an inch). Stabilization Monitoring Report AMEC Project No. 18613.1 C Orange Blossom Ranch June 2014 Claim No. 000-10-007949 Page 2 2.2 Grout Point Installation CFI staked the grout injection point locations as shown on Figure 2 in general accordance with AMEC's recommendations. The proposed grout point locations were initially inspected for any obstructions prior to drilling and were adjusted in the field as needed by the Engineer. The as- built grout point locations and the corresponding installation depths were recorded as part of the daily monitoring program. Vertical and angled grout points were installed using a 2-1/2 inch (inside diameter) steel casing. The grout casings were installed to competent stratum at depths ranging from 41 to 69 feet below existing grade in accordance with AMEC's recommendations. A total of 1,830 feet of grout casing was installed at 32 grout points. 2.3 Grout Injection After the grout casings were installed, a high-pressure pump was used to inject a mixture of cement, fly ash, sand, water, and other admixtures into the loose soils and voids in the limestone and overlying sand strata. CEMEX delivered grout in 10 cubic yard batches with a design slump of 4 inches. Pumping continued until at least one of the following criteria was met: • Grout pressure over 200 pounds per square inch (psi) was achieved (over that required to initiate grout take) as observed from the in-line pressure gauge; • Lifting/movement of the structure (observed via a surveyor's level); • Casing lift(where the grout pressure exceeds the friction force of the soil); • Grout rises to the ground surFace or causes the ground to heave; or • Grout pressure below the surFace causes back pressure in the casing. After the criteria was met and observed, the grout casing was then extracted upward 2 to 4 feet and pumping resumed. The grout quantities corresponding to each of the grout points was calculated by counting the number of pump strokes. The quantity of grout pumped into individual grout injection points ranged from 0.7 to 28.8 cubic yards for a total of 377.5 cubic yards of grout used, as shown in Table 1. Through the project duration, approximately 2.5 cubic yards of grout was returned due to the completion of the job. A total of 380 cubic yards was ordered. During the project, an AMEC engineering technician was present to monitor the drilling and grouting operations and perform appticable grout tests. Compressive strength of the grout was tested by preparing 2-inch cube samples of grout. The cubes were cured in a controlled environment in our laboratory. After eight to fourteen days, the cubes were tested in a compressive strength-testing machine. The test results indicated that the grout achieved the project requirement of 400 psi or greater. Grout strength testing results are included in Appendix A. Slump tests were performed on selected samples during grouting operations on a regular basis and were found to be within project specifications. Stabilization Monitoring Report AMEC Project No. 18613.1 C �range Blossom Ranch June 2014 Claim No. 000-10-007949 Page 3 2.4 Chemical Grout Injection In addition to the subsurtace compaction grouting program, shallow polyurethane (chemical) grouting was utilized to strengthen and densify the loose soils underlying the building. Uretek Holdings, Inc. (Uretek) pertormed the chemical grouting from May 12, 2014 to May 13, 2014. An AMEC representative was present at the site during the chemical injection to oversee the chemical grout injection process to ensure that the project is completed in accordance with our specifications. Four hand cone penetrometer probes were performed at selected locations around the perimeter of the structure prior to installing the grout points. The hand cone penetrometer readings can be interpreted using previously developed empirical correlations to estimate the relative density of the surficial soils. The results of the hand cone penetrometer probes indicated that the site has shallow loose soils to depths of at least 6 feet below the surface. Based on the results of the initial penetrometer readings, Uretek cut small diameter (5/8-inch) steel pipes to install to a depth of 5 feet below surface. Uretek then injected specifically formulated polyurethane expansive foam into the grout pipes installed at a spacing of approximately 4 to 5 feet. The polyurethane grout was injected under controlled pressure and constant monitoring for structure lift. The slab lift was monitored simultaneously using a manometer level on the inside and a laser level on the outside, during grout injection. The number of strokes is counted for each injection location and the grout quantity at each location was calculated by using a pump specific multiplier. The grout quantity at each injection location was adjusted by the AMEC representative based on the site conditions. Once grouting was completed, a series of hand cone penetrometer probes was performed at the same locations as before and the results indicated a general improvement in relative densities of the shallow soils around the perimeter of the building. Polyurethane grout quantities are summarized below in Table 2. A map showing the chemical injection locations is included as Figure 3. Table 2 Summary of Chemical Grout Injection Orange Blossom Ranch Location of No.of Quantity of the Structure Grout Points ��1��Grout Ibs South Side 10 195.8 Front North Side 10 183.0 East Side 22 424.3 West Side 22 437.1 I nterior 26 520.5 Totals: 90 1,760.7 Stabilization Monitoring Report ��MEC Project No. 18613.1 C Orange Blossom Ranch June 2014 Claim No. 000-10-007949 Page 4 3.0 MONITORING Monitoring for any new settlement or distress should be conducted regularly. The property owners can perform the monitoring by inspecting the exterior of the structure regularly. A one- year monitoring period (with minimum monthly observations) is recommended. If any additional ground subsidence or damage to the building is noted during this monitoring period, AMEC should be contacted in order to evaluate the situation. Delaying final cosmetic repairs should be considered because movement of the structure may continue for a short period following grouting due to redistribution of stresses. A minimum waiting period of three months after the chemical grouting is recommended prior to initiating cosmetic repairs. Stabilization Monitoring Report AMEC Project No. 18613.1C Orange Blossom Ranch June 2014 Claim No. 000-10-007949 Page 5 4.0 LIMITATIONS The remedial operations described in this report for the Orange Blossom Ranch Association, Inc. located at 4616, 4618, 4620 and 4622 Blossom Boulevard in Zephyrhills, Florida, is of sufficient scope and was completed in accordance with industry standards. Our professional services have been performed using the degree of care and skill ordinarily exercised, under similar conditions by reputable consulting engineers practicing in this or similar locations. Based on AMEC's monitoring of the remedial activities, it is our opinion that at the time the work was completed, the sinkhole activity as well as the shallow loose soils at the above referenced site had been stabilized in accordance with our specifications and current industry standard. The findings presented in the report are based on the site data available and our professional judgment. No warranty regarding the remedial operations is intended nor should be implied. This report and information contained herein was prepared for the exclusive and specific use of the property owners and Citizens Property Insurance Corporation. Any other use of this report or pa�ts of this report shall be authorized in writing by AMEC Environment 8 Infrastructure, Inc. (AMEC). Stabilization Monitoring Report P,MEC Project No. 18613.1 C Orange Blossom Ranch June 2014 Claim No. 000-10-007949 Page 6 LIST OF FIGURES Figure 1 —Site Location Map Figure 2 —As-Built Compaction Grout Injection Points Figure 3 —As-Built Chemical Grout Injection Points Figure 1: Site Location Map - Orange Blossom Ranch , ; � � � � . � . , _ - � : _ � ��:�,�,�,� � ��rt�i am - { _ ; .. ._. , i; � � � , � � � ER.'�#' , �s�t81� ' ' � �� r. �� . � �� , ,- I� �- . � � _l� �, � � � p1W"2S � t, s t � �" .. 4 II r'i � � lf' � .__ 41 = �s �.., � _ t _, r �.... K �� `` �,:� � �. . � ' , � � ." .: � , ; ; � �; - -, . 1� , . _ � �ncui�� j� � _ � �,. � saA . , - ; :_: � � � � �'(��e�`'c " �-'� �' �� ,(� .-- .. � � ifL �.TL� "" j �� tr _ � a _ i �, � _ � r � ��l(�� _ t�`- - , � .� , _� � : �,�� „ , ;. —' � _ � ` _ 3s �v ,� � r�� U , = r ,.:f � j.; , , . �: ;'i � �-1't� ' u �'� � ..'�, � � . .,r � " : r �s� i . . 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(n 8 � � � ,, �' �� :� � , , , �� ; `�`� - , � �, � � , _ I 39. iF_ _ , ¢ -: �; �..r :� ,, �,'�� o ;� ,�. , �___ `�c�� , ,�pn�gs ,' ;�y'1�V� -- �,. _ � tr 0 mi 0.5 1 1.5 Copyright�and(P)1988-2010 Microsoft Corporation and/or its suppliers.All rights reserved.http://www.microsoft.comfmappoinU Certain mapping antl direction tlata m 2010 NAVTEQ.All rights reserved.The Data for areas of Canada includes infortnation taken with permission from Canadian authorities,including:� Her Majesty the Queen in Right of Canada,�Queen's Printer for Ontario.NAVTEQ and NAVTEQ ON BOARD are trademarks of NAVTEQ.m 2010 Tele Atlas Noith America,Inc.All rights reserved.7ele Atlas and Tele Atlas North America are trademarks of TeleAtlas,Inc.�2010 by Appied Geographic Systems.All rights reserved. � � L-- � _-- -' o ' o — -- �_ J a m 0 z _ _ _------ _ — . � --- . — --- o _ — - - _- _ o - -- _ — _ '"_ � 8 9 14 � _ • � Tl_ _ , --_� 13. �_ -- _ $ •T NCLOSED I�10 i E LOSED �6 y � 6 �. _—� -,— � _' ORCH > PORCH � I, �17 11 12 w -�i I, _ J I 'I 4620 4622 � 0 5 •,4! �-�18 g o , U W 4 � I�'9 � � � � � ,; � 3 i��, � ��p ;� '-i i li - � ; _ �', " 2 � 4616 4618 �Z� � o � NN i ENCLOSE I� '- -- __� � • �, 1 • 32- PORCH I29 28 27 ; E PORCH D �j'�Z �22 m �� _ -:_:� �-�ZJ W 2 O . 26�i.��-�-�.-��..__ . " 31 30 25 �4' � � .__ . _-_ _-_ __-__ - � � _ --- -- -- � __ __ _ _---- --_ _- - - --- ca -- _ - � - —__ ii � - c� _ _ - ` 09 c3 ; �y --- 3 - -- - � , 0 v LEGEND � _ 0 � � a � VERTICAL COMPACTION GROUT � 4 INJECTION POINT � w �� ANGLED COMPACTION GROUT 0 5 INJECTION POINT 0 20 Y U rj Utility locations are approximate and not inclusive. AMEC disclaims SCALE: FEET m responsibility for any action taken in reliance upon this information. � O ' amec� CITIZENS PROPERTY INSURANCE � Fi�uRe 2 3 AS-BUILT COMPACTION GROUT INJECTION POINTS � AMEC Environment 8 Infrastructure,Inc. 4919 West Laurel Street,Tampa,FL 33607 ORANGE BLOSSOM RANCH ASSOC. PROPERTY Tel(813)289-0750 Fax(813)289-5474 ZEPHYRHILLS FLORIDA www.amec.com CA-5392 � DATE: 3/19/14 R�S�' 5/19/14 �� ' SDB �' 1" = 20' PROJECi NO.: 18613.1C � I � � rn \ _-- -- _ � Q I II� � --J 0 a m m t � .- _- — - - - - � - -- - - _ - '-' " -- ----- , - __—_ - - -- --- _ _ __ _- � � 8 � � 9 14 �� 1 � .� � 7•,� 13 •—�� $ �1 ENCLOSED 11 12 • �� ENCLOSED �6 v, 6 �• • '�'• P�RC • ! _• _�!• ��' �PO�CH� �-:�- 17 � •''I �'• 3 5 • 4620 4622 �II• o i • 18 • � T • �i 4 I�ri ��9 � �vc • � • � • � • • �' • • � • • ' � � "� 3 •I'', i�� o ro �i', i !' • "3 2 •� 4616 4618 I, � 21 a� � � � o � � __� � - — � � • vNi �'_� J • • — m . J�`1 ENCLOSED �9• • • • �I ENCLOSED r� � 22 W ��. 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C] Ll p N N N �� f] [- ^ = 7 � N � � � X X X �-• � w a a3 �Q c� N N �? � 0. � d o `��° pt F� m Q o o E~ o`'. o °6 � ''' � �a m �- " `O a� a� a� �n x N � `o x � � � � s U O v � �' ' U U U � o �' Z � � ^ Q Q � � o � m g ¢ G. p �. �"' �" N M �- Q �'x U � � � � � � ' 't Q ¢ c a�i M � � � C 7 C� x '� � � a �% tit F O ¢ � Q F F 3 og � � U W � � � a ¢ o 0 0 � z � � � �v � � z � W c t � � � o � � � 0 � � _ � x � w o o � � a N � w F�n- o � � � o o � � o a � ¢ � N � N M o U � � _ � �s� ,— ^ z � jk �'T '' �:� LLl w � �, o � O Q g � � .pa�, �a Q 0. r U [r� ��," ° : �V N N W W U Z `+ c �.�� 00 v� V � � � � CC Q � a F- z � _ g c7 �S � u� � o 0 0 �� 0 0 0 = :��.� :'� � �Y 7 F x X � � G a', � � X X uj W � N N N W 0.. o � � (7 M � � U W M � � � � �v� � .... r p N � � W [+. �"� � � F W Li-1 CY. a F � E i< F- Q W 1O {i Q � � F . ,, o Gu a' F k o � � 7 7 'ct � F � � O O O �"' W � � � p. 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N 2 �'"' X 2 O X X W fY i E � pW� N N N 6`� U 0. � � `r E" V Q L] = n, _o 00 � vl F m �- p] � � ao � o ° a� v. � rv ¢ 'A V O v � x � � � o ¢ M � �. _ U U U — t wm o � F' � o A �v � c 1 0 � � "' L] L o G' " �- �- W .] o a [il U � O p � ' N M # � � �� -, � p C7 C7 C7 ae � a = � � A n � � Q � ¢ F^ F 3 U o � U w � V a � � F.. ¢ o 0 0 � � �, � � o 0 0 z = � v � � o � � o � � u L � � � i"i �0 O V � C � 4 � Ci.. � � � �.1 � Ci � E., ^ ,,; w � c.� z 3 ¢ r'7 ¢ � N � O0 � 0 a � � CY. ; v N V C7 Y '� z w Q U � o a � o � � Y � N I— fX a � o � O c� �n ¢ p�„ U U ��. 'z � �� V' �D 7 �W W +�` � ,�' t� t� oo � � �.+ o ul Q � �- F z +Fe o � � U � � "� o 0 0 � � � o 0 0 � � v � � X z � ¢� � � � � c� c� c� � a o � a v � � �n [�i� Q '�^ � � Q � �� ^ p N � � � � W 4' �'� OO 00 Op � F � F°O CC F u- ¢ � "r o 0. � � � � F o � V 'n d � O O O � � u a � � � �. X �`�� .: N N N �-. � Q .�� r �' v' N w � ,� 3 � o � � v � � [-¢- a, ° � 5F� Q U � � a' W '_ � � � �, V' d' eY �w 0] O O p,� C ��. E�� u7 a �� N N N ci � � V N N N "' � '\V 7 L „� . o s o�o Q a d �y � �a ° N � �"'� [� l� [� �'? .� � � � � � � o � m � X � o u, � � ° a W � u p o �'� U � aC W 0] ptY",-. . >^ } y'� , N N N U 3 Q N .. Q Q Q X X k " � .°. c � .. Q °�v° O X X X z W 0.' � �s � w a�i E � �.V y�� N N N aC V � ci i v�, v � i7S_x . F. �q Q c a � � o W � � M <_ � .N c �o" � k � .D � °� � U O � � � �, U U U " � � o � F i� c K � o A cv � "p• '� v' �� j o a W V J � ¢ ¢ '�'!�� ... N M G� Q m x � � � ' � sk � Q �c "' '� C7 C7 x �i a °' � A n � � Q � Q � F 3 o � N W W L� � �I I J � Q U O � 3 3� • • • • • • • � • • • , • • � � � � i • -- o � • o= � �� Q� N o0 �O� , . Z� � �• � � �Z� • . . W � w � � � � � � � � � * � � � �W � O �D •�W (/')U N � .- (n U � . 0 0• � � �0 0 Z� � Z� w • �w ' • � • • � � ' • • � • �tf� • � • • • c 0 E'o t- s� z yo � �c � W.N �t Z ¢" � ai`o � �� j j u?!