The URL can be used to link to this page

Home My WebLink About12-13446 CITY OF ZEPHYRHILLS 5335-8TH SIREET � (si3��so-oo20 13446 BUILDING PERMIT Permit Number: 13446 Address: 5411 TANGERINE DR Permit Type: ADDITION/ALTERATION ZEPHYRHILLS, FL. Class of Work: 434-ADD/ALT RESIDENTIAL Township: Range: Book: Proposed Use: SINGLE FAMILY RESIDENTIAL Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 12-26-21-0040-00200-0310 Improv. Cost: 12,000.00 Date Issued: 9/12/2012 Name: QUIROS MARTINEZ,ELIAS Total Fees: 142.50 Address: 5411 TANGERINE DR Amount Paid: 142.50 ZEPHYRHILLS, FL. 33542 Date Paid: 9/12/2012 Phone: � 3— -7� �p, Work Desc: FOUNDATION STABILIZATION . . � . �� i � � N�� '� n �i c� �., � ' ( 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. REINSPECiION FEES: Reinspection fees will comply with Florida Statute 553.80(2)(c)when extra ins trips are necessary due to any one of the following reasons: a)wrong address b)condemned work resu�it�'ng 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 fi) 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 properly. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans,Specifications Must Accompany Application.All work shall be pertormed in accordance with Ci Codes and Ordinances. NO OCCUPANCY BEFO C.O. , . / C T CT SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER . Casfro Construc�ian & Develo�menf, I�C �W. ��,�,�� #��.�,.�� a�o��./ c �r�cc�o� Homeowners Name: �� Ci.. QU 1 � �1,i �. Date: Address• „ i u't \� Phone: s � —�7 cm►,s+�• 7 ,1 �� Y . �ip Code: � r � We purpose to furnish alE materials and provlde labor necessaKy to comp�ete the following; Stab��i_ 'on of the Perimeter with Support Pads or underpinning or a combination of the two of then depending on the Engende�ing recammendations. Permits,Plans,Stabilization,Engineer Monitoring and Fin�l Report,Clean up ahd Disposal. Cosme�e � � , t . r ► � � ' ' ,� . � m �'� � . �i� �b�+e wor to be co 'eted in awar�kman-�k manner accor�d'�ir�g tb stan ad iae and local buildi . eodes for the se�m of "g P . Dollars( �} �•� ayments to be make as fol - ! First Dravr:$ �� .�� ,_ Requlre for Pemtits,Plans,Material�and Stabilization. Final praw;$ Due upon Coritpletion of Job. A�cc�ptance of proposal-The prices,specifications,and conditions are satisfactory.Yeu are hereby authorized to fumish at!materiais and tabor required to cemplete the work outlined ih the above proposal. A!I materials are standard. Changes and, or upgrades involving extra tost of material and or labor wi11 become and extra charge dve�the snm mentioned in the contract. It will make payments as outline at�vrre.!agree that if monies due herein have to be collected upo�demand pf an attomey, I agree to pay atl cost that Castr+n Construct;on and Development,INC.may have assocaated with such collection, induding court cost,attomey fees and interest.I agree that past due bala�ces are subject to flnance charges of iy:9y per momh(i$%APR}and will be calculated from the frst day af default.Note:This proposaf is good for 30 days. FLQR�DA WOMEQWNERS'CONS7RUCTION REC01/�RY FUND PAYN�ENT MAY BE AVAIWBLE FROM THE RECOVERY F�1ND IF YOU LOSE MONEY ON q PROJECT PERFpRMED UNDQR CONTRACT,WHERE THE LOSS R�5ULTS FROM 7HE SPECIFIED ViOIATIONS OF FLQRtDA LAW BY A I,INCENSED GpN'fWqCTOR. FOR INFORMATIQN ABOUT INDUSiRY LICENSlNG BpqRD AT THE �QLLOWING TELEPHQNE NUMBER AND ADbRE555: (Consiruction Industry Recoverµ Fund 1940 North Monroe Street, Suite 42 Tallahassee, FL 3Z399 telephonej 850)921-6593 Homeowne�s Signature ��d5 !�'OS � di' �'�-Z� Date of Acceptance Z d / Z Homeowners Signature Date of Acceptance Castro Construrtion&Developr�ent Date of qc�p�� . asqualityconstruction@yahoo.com Th�rd Pa Authorizotion and reement to Releose THIS FORM IS REQUIRED IF YOU WAN'T LfS TO ANYONE OTHER THAN YOURSEEF R�GARDING YOUR ACCOUNT THIS INCLUDES SPOUSES NOT ON THE MOR7GAGE NOi'E,CONTRqCTpRS,qpJUS7ERS QR ADJUSTING COMPANY OR LAWyER FIRM RELATED TQ YOUR fNSURANCE CLqIM PAYMENT, LOAN NUMBER: oo�160 9 2 �6-- '�i� Name �11'(�C� ' �f��_ �C3��t 1�°L�� SOCIAL SECUftITY#: �. PROPEItTY ADDRESS: � � � �1� �` � r � �J�f 2 For the purpose of insurance claim payment inforn,atron and any other inforrnatior��n,��o hereby authorize �, . � (my lender mo � r�a8e servicer)to release or otherwise provide to IRISI.�Yp!GqN1EZ from Ca�ro Cnnser„�n and[�)oament.INC. 813 885-48�'1 Name CornPan'V Name(if applirabF� � Phone Nurnber Public and non-public persona�finax;a� ir�{�r�ation contained in my loan aaount which may include, but is not limited to:loan balances,final payaff statements,loan status,insurance informat;cn,claim payment inforniat;on and/or property information. We the iender/mortgage sen,;cer� v,,;��take rea�nable steps to�ver;fy the ident�ty of the 3'" wiN have no responsibility or i'�ability to verify the true idenY�ty of t�e requestor when he/she as�k discuss my account or seeks mfonnation about my account. No shatl we, the lendec/mo what the requestor may do w;th the;nfvrmat;on he/she obtains co cern ng my��urn any responsibility or liability for - I do hereby indemnify and for�.wer hoid harmless the lender/mo suits, claims, attorneys fees, derr,ands again the ienders mo �e �N��' frQ'n afi actions and causes of actions, from the lender/mortgage servicer discussing my �oa� account an%ri providing anytl/�rm t on conceman resulting account to the above named requestor of person identifying themsehres td be that requestor, g mY ��n If you agree to this Authorization and the terms of the Release as stated above,please si�n and date below and include it with your completed fin�ncial form. Note: No information conceming you�actount can or will be provided until we have received this executed document.A!1��e mort000e must sina. � G'� a��.�A l��►i�7 � � � �►�.�z 0 /2 Printed Customer Name � Customer Signature Date Printed Customer Name tustomer Signature Da#e I illlll IIIII Ilill IIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII 2012147267 76ie space!or uu by Cle�k o[the Circuit Conrt only. acP{�14rJS i 9� Ree: 10.00 DS: 0.00 IT: 0.00 08/31/12 L. Korb, Dpty Clerk PRULR S 0'NEIL Ph D PRSCO CLFRK $ COMPTR01-LER 080R18K2 �7�� P�o ��2 4 , NOTICE OF COMMENCEMENT y�. pertnrtNumber. __ TaxFolioNo.��.��—�/-,�vyd_�,��.c,��Ur3a The uaderaitued Lereby=iva aoeice that improvemmd niII be made W eertala rea!W oDerty�and in accordaace with£.setioe 713.13 of ehe Florida Statuirs,t6e falbwing iuformarion�provid�d fn the�OTiCE OF COKMEN(;gMgNT. 1 al Description of proPcrtY(meet address required):�1d�7�� G�G��[(rS �' ��5�,�s 2.� Jc�r��l K � ov s9o2 .�-�- ---___.__ 2. General deseription of improvemeerns; 3a. Owner Name: V � ��Q.VrI l'l� �— o�,�A�: evi ----� 3b. Owner's intuat in site:_S�� —"�--- 3c. Fa Simple Title hoider(of other thap owner) --'-"'—"" Address: 4. Contractor Neme: VO 1 rVG ! t/� �4 nddnss: 1 Phone: / — s. s�rr��:�?"�-�°✓J�r�� c s' .a�o��oF�ond: Address: Phone: —�— 6. Lender Name. '---------- Address: Contac� Phone: -----' 7. Person within the Siate of Florida designated by ewner upon wham notices or other documa►ts may be servec as provided by Section 713 13(1)(a)7,F7orida Smtuces, Name: Addcrss: P6one Number. '-------- 8. In addition w himsetf,Owner designates the followin8 P�on to receive a copy of rhe Lienor's Notice as �—�— 713.13(iXb),Florida Stauetea, Pro•vided in Section Name: Addresg; Phone Numba; —"'�'-�— 9. Expiration date ofNotice ofCommencemeet(expirac�on date is one 1 �� spec'�,ed}. ( )Y�from dau of rxording ualess a different date is w'�'�MG T�OWNER: ANY PAYMEWTg MADE SY THT OWNER AF7'&g TEtg ggplRpTION OF TF;g 1VpT�C&OF COM�NCEME:�T aRE CO�SIDgg�D p�ROPER PAYMEy7'$(JN�gR�p�gR n 3,PAg�,l�SEC,�,tON 713.13,FLpgIDA STATZ'"�,ti�CAN RESULT DY YOUR PAYWG TWiCE gpR�pROVEMENTS TO YOUR pAOpgRTy. A N(YRCE OF roMM�N�M�T�d[1ST BE RECORDED AND ppy�D pN�y J�B��RE TfiE F[RST INSpgC1'�p,�, IF YOL' 7NfEND TO OBTqW g,rypN�G��N�T�,�YOL'R LENDER OR AN ATTORYEY BEFORE CpIyC4tEN�Mg Q,QRK OR RECORDIIIG yOUR\OT(CE OFCO:NMENCEMgNT, ��at� �iYOS �-la,,i�i�t� STATE OF FLOgjDA S�&�ature of Owner or p��'s Authorized Officer/pire�/i/pa�r/Maeager COC'.VTY pg FiIL,i,�gpROUGH Tf+e ForoBo�n{�instrnment v�,s Aclm�wledge he}'�rc me thic �l� by � 1 G�S l�(r�S da of�G=1 '�� 20 lZ� ?wsonally Known —�'—•as ,�i(��Q� � OR Produced ldendfreauoa •—�_ Type �� ,r� �; CARIDAD ALAM�pp�q �*? •� MY COMMISSION g EE 101344 :� r V EXPIRES:June 24,2p15 _�(�(,c,*� �� ,, 0 _ � ' BaMed Thru NWarY PubNc U�Men�� (�� Under p�a ties o � S��°arc-Noury Public 8°�ng and thac the fucs azaced in ir are nve w cye ye�of my knowltd8e sod betiof. �� ro ,j ,�� .�lo-rT�n 1 z �, St¢na�ir► fN n I n � 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-OOZ1 Building Department Date Received Phone Contact for Permittin �O _ VJ z Owner's Name i�2 �� L �� i �S ' Owner Phone Number Owner'sAddress `5�11 ��'et�C_lN�, ,/�• �o°� r�i�/ OwnerPhoneNumber � Fee 5imple Titleholder Name �U��- ��TV/�✓f�Z�� Owner Phone Number Fee Simple Titleholder Address �'�f-11 ��d��i•up d�r, ZC��-� 2,�-�,%/s �1� 3 3�SV-2--7 6 0� JOBADDRESS S� rr ��0'e`��l° �"' �� y� ��/� ��3'�`S� LOT# I � SUBDIVISION �� 2' ��//S �� , PARCEL ID# �2-Z�-7�-pp�b -bOZOO—j 30 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED e NEW CONSTR e ADD/ALT � SIGN Q Q DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM � OTHER TYPE OF CONSTRUCTION Q BLOCK Q FRAME � STEEL Q DESCRIPTIONOFWORK �� `� / ��'��r"`Z`� �' �' i �i z✓f t".�' BUILDING SIZE �� `��"1 � �D�Sf� SQ FOOTAGE� HEIGHT QBUILDING $ /�e�V VALUATION OF TOTAL CONSTRUCTION QELECTRICAL $ AMP SERVICE � PROGRESS ENERGY Q W.R.E.C. �PLUMBING $ 2��p � � ;� OMECHANICAL $ VALUATION OF MECHANICAL INSTALLATION OGAS Q ROOFING Q SPECIALTY � OTHER FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA QYES NO BUILDER � � � COMPANY � �Zl'J cl /1�'C, /Dy�G�d �NG• SIGNATURE ` REGISTERED Y/ N FEE CURRE� Y/N Addressl ' License# �2� -^ �=j 2�7�8g � ELECTRICIAN � COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# PLUMBER COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# � MECHANICAL � COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# � OTHER COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y I 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)working days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities 8 1 dumpster;Site Work Permit for subdivisions/large projects COMMERCIAL Attach(3)complete sets of Buflding Plans plus a Life Safety Page;(1)set of Energy Forms.R-O-W Permit for new construction. Minimum ten(10)working days aRer submittat date. Required onsite,Construction Plans,Stonnwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster.Site Work Permit for all new prajects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. "**'PROPERTY SURVEY required for all NEW consUuction. Directlons: Fill out application completely. Owner 8 Contractor sign back of application,notari2ed If over;2500,a Notice of Commencement 1s required. (A!C upgrades over 57500) ** Agent(for the contractor)or Power of Attomey(for the owner)would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(PIoUSurvey/Footage) Driveways-Not over Counter if on public roadways..needs ROW e�oN;o aweN padwe�s�o pa�u�d'pad�tie�oN;o aweN BlO1SBC�008�4�R��1�W.DoP�B • � �� ,\ �� 8 3NI13f1l�Jdf �'%,. ,.,, •'� °lss�wwo� �oN uoiss�wwo� �i�qnd tie�oN . --�„� �l14�d tieloN •uope�ypuap�se -��r 1�� •uopeogpuap�se paonpad aney�sey�o aw o�unnou�b��eu siad a,�� paonpad aney�sey�o aw oa unnou��(��euos�ad a�e�s!oyM C�a S�,,� �S' '7�. 9/ �q�� q siy�aw a�o (pa e, o w s.pGe paqu�sqng s�y;aw a�o;aq(pauuy�e�o)o;wonns pue peq�osqnS � aO1�V2l1N0� 1N3J11210 a3NM0 �£0'L�L 'S'�)lb�flf dQlaOl� '1N3W3� 3W O��O 3� ON 21f10A JNI4210�32! 3210�38 A3NaO11V NV 210 213ON31 bf10Jl HlIM l�f1SN0� 'JNI�N�dNld NIb�180 Ol ON31Nl f10A�I 'J112i3d021d 21f10A Ol S1N3W3A02ldWl 210� 3�IMl JNUIHd 21f10A NI 1�f1S321 AdW 1N3W3�N3WW0� �O 3�IlON H aa0�321 Ol 321f11IH� 2Jf10A �213NM0 Ol JNIN2ldM •pauopueqe pa�apisuo�si qo,f'ay� 's�(ep ani�n�asuo�(pg)�(;au�u�o�sasea��onn�� •uoisua�xa ay��o�asneo a�qei�i�snf a�e��suowap ��inn pue s�(ep (pg) �t;auiu paa�xa o} �ou poi�ad e �o� �el��p 6uip�in8 ay� wa} '6ui;i�nn ui `pa;sanba� aq �(ew uoisua�xa ub •pa�uawwo� si ��onn ay}awt}ay��a��e sy�uow (g) xis�o poi�ad e�o�pauopueqe�o papuadsns si aiw�ad ay} �(q pazi�oy#ne ��onn�i �o 'a�uenssi �iw�ad�o sy;uow xis uiy�inn pa�uawwo� si �iw�ad y�ns �tq pazi�oy�ne ��onn ay� ssa�un pi�enui awo�aq ��eys panssi �lw�ad tian3 •sapo��(ue�o suoi�e�o�n�o uoi;on�}suo� 'su��d u� s�a�a�o uoi;�a��o� e 6ui�inba� �a}}ea�ay} waJ �ei�i}}p 6uip�in8 ay��uana�d ;iw�ad e�o a�uenssi ��eys �ou 'sapo� �e��uyoa; ay��o suoisinad �tue apise }as �o '�a;�e '�a�ue� 'a�e�oin o� �i�oy�ne se ;ou pue ��onn ay; y�inn pea�ad o; asua�i� e aq o� paru;suo� aq ��eys panssi �iw�ad d •uoi�e�i�dde ay} w papn��ui �(��e��oads ;ou suoi�e��e�sui �ay;o �o 'se6 '6uiuoi�ipuo� �ie 's�ood `s��ann `su6is '6uiqwn�d `��onn �e�i��a�a �o� pa�inba� aq �tew �iw�ad a�e�edas e ;ey� pue�s�apun � •uol�on�;suo� Buiouawwoo o� �oi�d �inep�}e siy� u� y�o�;as suoi;ipuo� 6ui��iw�ad ay��o�aunno ay} w�oJui o� y;ie�poo6 ui asiwad I `a3NM0 3H12J0�1N3JV ay� we I �I �pa�inba� si ue�d a6�ui��p pa�aaui6ua ue `��(q pa�ena�a a�e y�iynn a��e (�) auo uey� ssa� s;o� �o� 'uoi�e�i�dde ;iw�ad pay�e��e ay� �apun panssi �iw�ad 6wp�mq ay� �o suoi}ipuo� ay} 6w�e�oin �o} pa}i� aq �tew �aunno ay} 'sai�adad }ua�efpe }�a}}e �(�as�anpe o; puno� si ��i��o asn �� •sai�adad �ua�efp� ��a�e �(�as�anpe #ou ��inn �� y�ns �o asn ��y} �(}i}�a� � 'ea�e �(u� ui pasn aq o� si �eiaa�ew �I!� dl - 'II�M wa�s ay;wy�lnn ea�e ay;��i�o;�f�uo pasn aq ��inn��ey��(�i�ao � `uoi;�n�}suo� ��enn waas 6wsn 6uip�inq pa��iw�ad e y�inn uoi;�auuo� ui µy„ auoZ poo�� ui pasn aq o} si �ei�a}ew ��y ay} �� - �epi�ol��ale�S a4��9 Pasua�i� �aaw6ua �euoissa}ad e �(q pa�eda�d si y�iynn 6ui�iw�ad �o awia �� pa�;iwqns aq ��inn wawn�on 6ui�esuadwo�„ e 6uissa�ppe ue�d a6euie�p e �ey� poo�s�apun si �i `„d„ auoZ poo�� ui pasn aq o� si �ei�a;ew ��i� ay� �� - •pa��iw�ad�(�ssa�dxa ssa�un Mn„auoZ poo�� ui panno��e�ou si ��i��o as� - :��i��o asn ay�o��(�dde suoi��i��sa�6uinno��o�ay�;ey� pue;s�apun � �s�(ennuna-�}i�oy�ny uoi�eind��apa� - �;uawa;eqe so�saqsy-�(�ua6y uoi}�a�ad �e�uawuainu3 Sfl - •s�uel�i#dag `�uaw�ea�l �a�enna;seM 'SIIaM-�!ufl 4�I�aH �e�uawuainu3/sa�in�ag an�;e�!Ilq�4a2i '8 4�I�aH �o �uaw�edaa - •s�(enn�a;eM a�qe6ineN 's��oa 's��enneag-s�aaui6u3�o sd�o��(w�b - •sas�no��a;eM 6ui�a;�y 'sea�d pue�;aM 'speay�(e8 ssa�d�t� 's��aM-��i��siQ �uawa6eue�y �a�eM epi�o�� sanny}nog - ��uaw�ea�l�a�enna�se��a;eM 'spue� ani�isuag �t��e�uawuainu3 pue sea�d pue��aM `speay�(eg ssa�d�(�-uoi;�a�ad �e�uawuo�inu3 �o �uaw;�edaa - :o;pa�iwi�aou a�e�nq apn��ui sai�ua6e y�ng •a�uei�dwo�ui aq o;a�e��snw � suoi;�e�eynn�t}i�uapi o��(�i�iqisuodsa��tw si ;i ;ey� pue '��onn papua;ui ay� o� �(�dde �(ew sai�ua6e �uawwano6 �ay}o�o suoi�e�n6a� ay� }ey� pue}s�apun � }ey; �(�i�a� os�e � •uoi�oipsunf ay� ui suoi;e�n6a� �uawdo�anap pue� pue `suoi�e�n6a� 6uiuoz 'sapoo �!}i� pue �(�uno� `uoi}on�}suo� 6w�e�n6a� snne� ��e �o sp�epue�s �aaw o� paw�o�ad aq ��inn ��onn ��e �ey; pue ;iw�ad e �o a�uenss! o; �oi�d pa�uawwo� sey uoiae��e�sui �o ��onn ou �ey� �Ji}�a� � •pa�e�ipui se uoi;e��e}su! pue ��onn op o; ;iw�ad e uie�qo o� apew �tqa�au si uoi;e�i�ddy �;uawdo�anap pue� pue 6uiuoz 'uoi��n��suo� 6ui�e�n6a� snne� a�qe�i�dde ��e y;inn a�uei�dwo� ui auop aq ��inn ��onn ��e �eya pue a;em��e si uoi�e�i�dde siy� ui uoi�ew�o�ui ay; ��e �ey��i}�a� I �11Abal��d S�213NM0/S�2JOl�VZ11N0� o� y;ie� poo6 ui asiwad ue uawn�o '�uawaouawwo�o��oud ;�aunno„ay�o��i�ani�ap p � p paqi��sap anoqe ay��o�tdo� e pauie�qo aney � ;ey;�i�a� � y�aunno„ay� uey}�ay�o auoawos si �ue�i�dd� ay;�� •s�ie�y�awnsuo� pue a�n��n�i�6y�o ;uaw�edaQ epi�o�� ay� �fq pa�eda�d �apin� uoi��a�ad s,�aunnoawoH—nne� uai� uoi;�n��suo� epl�o��„ ay; �o �(doo � y;inn papinad uaaq aney ';ue�i�dde ay; '� ;ey� �(�i��a� � `a�ow�0 00'005'Z$ si��onn�o uolaen�en�� :(papuewe se �sa�n�e;g ep��o�� '��.��a�dey�)Md� N311 NOIl�(1211SN0� •saoueuip�o�f}uno�o�sed a�qeoi�dde y�inn a�uep�o��e ui a�uenssi aiw�ad o;�oi�d pled aq�snw �(ay� 'anp a�e saa� ��edw� �annag��a;eM �(�uno� o�sed }� 'a�ow�ay�n� •a�uenssi ;iw�ad o� �oi�d pied aq ;snw saa} ay; 'asea�a� �annod �eu� �o �(�uedn��o�o a�e��i�ao-e an�onui �ou saop ��a(ad ay�� •asea�a� �annod �eu��o ��t�uedn��o Jo a�eo�}i�a�„ e 6uinia�a� o� �oi�d pied aq }snw saa� tiano�aa a��nosa� pue saa� #oedw� uoi;e��odsue�l �ey� poo;s�apun �ay�n� si �� •6ui��iw�ad �o awi; ay� �e pa�i�uapi aq ��inn 'anp aq �tew se `saa} y�ns �ey; 'spue}s�apun os�e pauBis�apun ayl •papuawe se `LO-06 PU� LO-68 �aqwnu aoueuip�p �(�uno� a�sed ui pal�loeds se 's6uip�inq 6u!}s�xe �o uolsuedxa �o 's6uip�inq 6ui�sixa ui asn �o a6ueyo 's6uip�inq nnau�o uol��n��suo� ay; o;�(�dde �(ew saa� tianooab as�no�aa pue sae� ;�edw� uoi�e}�odsue�l�ey; spue;s�apun pau6is�apun ayl =S33d A213A0�321 3�2lf10S321 dN�a/1�b�dW1 53111�I1f1/1�VdW1 NOI1V12lOdSNV211 •�(;uno� o�sed ui sa6a�ini�d 6ui;;iw�ad o} pa��i;ua �ou si pue pasuaoi� �(�adad �ou si ay }ey� uoi�e�ipui ue aq �tew �ey� '�o�oe��uo� ay; se u6is �aunno ay; se 'no�(�� •a�qisuodsa� aq ��inn �(ay; y�iynn�o� uoiae�i�dde siy}�o ��o�g �o;oe��uo�„ ay;�o suoi;�od u6is (s)�o}�e�}uo� ay� aney o; pasinpe si ay 's�o;�e�auo� �o �o��e��uo� e paaiy sey �aunno ay} �i 'a�ow�ay}�n� '6008 -Lti8-LZL �� uoi;�ag 6uisua�i�—uoisinia uoi�oadsu� 6uip�ing �(;uno� o�sed ay;��e�uo�o; pasinpe a�e �(ay; '�aonn papua�ui ay; �o� �(�dde �(ew s�uawa�inba� Buisua�i� �eynn o� se uie�aoun a�e �o�oe��uo� papua�w �o �aunno ay;�� nne� a;e�s �apun uoi;e�o�n �oueawapsiw e �o� pa}i� aq �(ew �o}oe��uo� pue �aunno ay; y;oq 'nne� �(q pa�inba� se pasua�i� �ou si �o��e��uo� ay;�� •suoi;e�n6a� �e�o� pue a;e�s y�inn a�uep�o��e ui pasua�� aq o; pa�inba� aq �(ew �(ay� '��onn a�e�apun o� s�o��e��uo� �o �o;oe�;uo� e pa�iy sey �aunno ay� �� :S3111�191SNOdS32! 2101�VZl1N0� aNV S2101�V2l1N0� a3SN3�I�Nf1 -suoi}��asa� paap a�qe�i�dde �(ue y�inn a�uei�dwo��o��(;i�iqisuodsa� sawnsse pau6is�apun ayl •suoi;e�n6a� �t;uno� uey� ani��i�;sa� a�ow aq �Sew y�iynn „suoi�oi�;sa� „paap„o;�oafqns aq�(ew;iw�ad siy;leyl spue�s�apun pau6is�apun ayl �SNOIl�RI1S32! a33a �O 3�IlON Pasco County Parcel: 12-26-21-0040-00200-0130 001 Page 1 of 2 Data Current as Of: Weekly Archive - Saturday, September O1, 2012 Parcel ID 12-26-21-0040-00200-0130 (Card: 001 of 001) Classi�cation 01 - Single Family Mailing Address Property Value QUIROS-MARTINEZ ELIAS& Ag Land $0 BARRIA ENILZA Land $11,794 5411 TANGERINE DR Building $39,269 ZEPHYRHILLS FL 33542-7600 Physical Address Extra Features $5a9 5411 TANGERINE DR 7ust Value �51,612 ZEPHYRHILLS FL 33542-7600 Assessed (Save Our Homes) $51,612 Homestead 196.031 - $25,000 Leaal DesCriDtion (First 4 Lines) Non-School Additional Homestead Exemption - $1,612 See Plat for this Subdivision ZEPHYR HEIGHTS 1ST ADDITION Non-School Taxable Value ;25,000 PB 8 PG 21 LOT 13 BLOCK 2 School District Taxable Value $26,612 OR 5902 PG 669 Warning: A significant taxable value increase may occur when sold. Click here for details and info. regarding the posting of exemptions. Land Detail (Card: 001 of 001) Line Use Description Zoning Units Type Price Condition Value 1 0100 SFR OOR2 7,000.00 ,S_F $1.60 1.00 $11,200 2 0100 SFR OOR2 2,200.00 ,�F $0.27 1.00 $594 Additional Land Information Acres 0.21 Tax Area 30ZH FEMA Code X i ZHL P Buildina Information - Use O1 - Single Family Residential (Card: 001 of 001) Year Built 1980 Stories 1.0 Exterior Wall 1 Concrete Block Stucco Exterior Wall 2 None Roof Structure Gable or Hip Roof Cover Asphalt or Composition Shingle Interior Wall i Drywall Interior Wall 2 None Flooring 1 Cork or Vinyl Tile Flooring 2 None Fuel Electric Heat Forced Air- Ducted A/C Central Baths 1.0 Line Description Sq. Feet Repl.Cost New 1 � 1,142 $48,364 2 F�'T 54 $1,143 3 FQe 114 $1,228 E�ctra Features (Card: 001 of 001) Line Description Year Units Value 1 DWSWC 1980 250 $263 2 UDU-M 1984 1 $145 3 F E 1997 400 $141 Sales History Previous Owner ZAYAS DAVID&WANDA I Month/Year �Book/Page Type Code Condition Amount 06/2004 5902/0669 Warranty � Improved $50,000 Deed 06/1998 3976/ 1229 Q�D�d�m� Improved $35,200 06/1997 3764/ 1997 Certificate �� Improved $0 http://appraiser.pascogov.com/search/parcel.aspx?sec=12&twn=26&rng=21&sbb=0040&bl... 9/5/2012 � � City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: �/� � �'��'�L� Date Received: ! � l�� 2 Site: � l l,�(- '�i�r (1� � ,�,l; ��'� `-��. U-, Permrt Type: � �t�l Approved w/no comments: Approved w/the below comments: ❑ Denied w/the below comments: O This comment sheet sha be ept with the permit and/or plans. ,�.-� - �� y Kalvin S tze -Pl r Examiner Date Contractor and/or Homeowner (Required when comments are present) :'�i4�!'!M �+�� 4%, REVIEVy p . CITy OF z At��l�l�(G. EPNyRHILIS �— � . �. PLqIVS EXAM�NER � �� G��# �t�1C"�t3�I�Mt3i1 —'--"-- ��'�� tr��'�, ��}� ��iJ�� w�.�� ALL Wp�SHALL COMpLy WITHALL ��x��-.d'� _ P��AILING CODES,FL01tIDA BUILDIN . CODE,NATIONAL ELECTRIC CODEANDG �ITYOFZEPHy�ILLS ORDI�rANCES � �� , �'� a��`�� e��.��' ��'•".g� �i 1�.��`"� a <._�� '�".',�k �,��t��.��:e',��, �.��`s��.��.1��_ ��1�`�T�4�>� �°�� ;�'�� ;�,�''��'�'�, �"�!±, ��` �� ,i��,�;��. �";��.��..�"�"��x� ��i�� ;4��;�?�_�`��'.� ��: ��;��.i�� ;�.��tg<`��(�.��a1s� �_�, t��l��' '��r.'�b�� < ��`��.�a��:�� .�'��..��'��i ��,�`�'�;�`,`�`�'.,�� r��t ��.��Cy`,�' ��;��r��'��` �� #��'�� ,�<��,�.� ��.�1�:�'��=� �� i�r�°�.s��at��L�'�`��'�; ��3 �..��`��.��,�iF d�:��a��,� �°��. ��'��; �1��: ��• `��: ��r��`.��;.r.'��.� ��a �:';��.��`.��F� :�4r�.��1�� 1�.��`�'a< ��` �'��1 i��l '.�`��t�' ��r�i "��g ��'��y �;�'��°..'�,�<� ��,� ��``�'�'�'��:,� .��,��{�f :��'�':. iR'�1a��, i��: #��;,��.�±��' "�'��'�'��'��':�� '�`�a�.';�� ' �;�;' �:��`��.�� ;"s'.��;��, ��a q`��'��"`�"��t��' �:y�� `��z': `�;.��;�� ` ;�::�;' ��,"'�..�[�� :��f.'��:�� :�:'� �'��°< �"��°��'��F�'�'� , {��: � ��a �:�C��:��a��!�'�'�� :'��`�'.i��;��:�� +s�z'.' �� :��'��°�'�_'� F�°��"�;; ?k, SUBSIDENCE INVESTIGATION QUIROS-MARTINEZ RESIDENCE 5411 TANGERINE DR ZEPHYRHILLS, FLORIDA A dl IM �� w ,�„ :_�:e:,r�. •��q� SUBSIDENCE INVESTIGATION QUIROS—MARTINEZ RESIDENCE 5411 TANGERINE DRIVE ZEPHYRHILLS, FLORIDA Prepared For: COOPERATIVA DE SEGUROS MULTIPLES 4RI-ANDO, FLORIDA Claim Number:459405565 Prepared By: SDII GLOBAL CORPORATION SDiI Project Number: 3023547 JUNE 2010 June I 8,20]0 Mr. Cesar Diaz Cooperativa de Seguros Multiples 13651 Hunter's Oak Drive Suite lOSA Orlando, FL 32837 Subject: Final Report—Subsidence Investigation Quiros-Martinez Residence -Zephyrhills, Ftoriida Claim Number 459405565 SDIi Project No. 3023547 Dear Mr.Diaz: SDII Global Corporation (SDTI) is pleased to submit thi s final report of our subsidence evaluation for the above referenced project. When conducting a subsidence investigation, SDII follows the �eneral sinkhole- investigation protocols included in Chapter 627.707 Flor•ida Statutes and described in "Geological and Geotechnical lnvestigatiori Procedures for Evaluation of the Causes of Subsidence Damage in F'lorida" (Florida Geological Survey, Special Publication No. 57, 2005). Presented herein are the findings and conclusions of our investigation including geologic, geotechnical, and structura] evaluatior�s of the cause(s) of damage to the Quiros-Martinez residence. These evalu,�tions are based on an extensive data collection and interpretation effort r>y our technical staff who have been trained in Florida subsidence investigation techniques and data interpretation, and supervision and review by the senior professionals who have signed and sealed the report. As the person responsible for training and assuring the quality of our investigations, 1 monitor all investigations and reports. SDII appreciates the opportunity to have assisted Cooperativa de Seguros Multiples on this project. The senior professionals who developed the opinions herein and signed the report a.nd I are always available to help. if you have any questions or comments concerning this report, please contact us. Sincerely, SDII GLOBAL CORPORATION ,,-�,, � _ _ : Sam B. Upchurch, Ph.D., P.G. Vice President and Principal Geologist Subsidence Investigation SDtI Project i�Jumber•3023547 Quiros-Martinez Residence-Zephyrhills, Florida EXECUTIVE SLTMI�IARY Cooperativa de Seguros Multiples retained SDII Global Corporation (SDII) on May 5, 2010, to conduct a subsidence investigation at the Quiros-Martinez residence in Zephyrhills, Florida. The purpose of the investigation was to determine the existence of sinkhole activity as defined by Chapter(§)627.706 Florida Statutes at the residence. The existence of sinkhole activity and a consequent sinkhole loss was investigatr:;d in accordance w�th the requirements of§627.707 Fiorida Statutes following standard �nethod�s. The following methods were utilized in our investigation: ❑ A site inspection and homeowner interview were completed to identify local conditions, damage, history of the structure, homeowner concerns, and details of the construction of the house. ❑ A ground penetrating radar survey was conducted to identify anomalous s ubsurface areas. ❑ Three test pits were excavated to observe foundation construction and geometry directly. ❑ Hand auger borings and push penetrometer soundings were advanced to determine tlie composition and strength of subsurface materials near the foundation. ❑ Standard Penetration Test (SPT) borings were advanced to character�ze the relative stability of soils and deeper geologic conditions. ❑ Laboratory testing of soils was performed to identify deleterious soil type:, and for quality control of soil and geologic materials classification. ❑ Relative floor elevation contour mapping was completed to identify a.�nomalous floor elevation trends and establish a baseline contour map ofthe existing floar�elevation. ❑ A structural assessment was completed to identify construction method,., and structural deficiencies related to the potential causes of observed conditions. It is SDII's opinion, with a reasonable professional probability, that sinkfiole activity as defined by §627.706 Fiorida Statutes exists at the Quiros-Martinez residenci�. Evidence of sinkhole activity was identified at the site, including: (1) the systematic pattern of declining N values through clay-rich soils overlying ]imestone in SPT borings B-] and B-2; (?) multrple feet of weight-of-rod/hammer strength materials overlying limestone in SPT boring.<_, B-I and B-2; and(3)the rapid losses of drilling fluid circulation above iimestone in SPT boring; B-1 and B-2. Furthermore, based on the data presented herein, it is SDII's opinion, wit�i a reasonable professional probabiIity,that a sinkhole loss,as described by§627.706 Florid,a Statutes, has occurred at the Quiros-Martinez residence. The damage to the residence is �;;onsistent with normai shrinkage cracking of un-reinforced or mildly reinforced concrete and t�;iasonry; minor differential foundation movement associated with sinkllole activity; long-term deflection of the roof structure; post-construction structural settlement; and minor thermal and moisture induced volume changes of construction materials includin stucco, and fasteners. The ]ack of sufficient footing enbedmebta a�y have c nt.ribu�ted o�the iii Subsidence Investigation SDII Project Number•3023547 Quiros-Martinez Residence-Zephyrhills,Florida damage. The observed damage on the exterior and interior of the residence is cosmetic in nature, such that the design function of the building has not been compromised. SDti recommends that the sinkhole conditions be remediated using compaction�:;rout injection to increase the density of the soils and cap the limestone. Following the compactio�n grouting, SDII recommends that the shallow soils around the perimeter of the residence be stal.�ilized through a program of vertical chemical grout injection. SDII also recommends that the remediation program be monitored in order to verify that it is completed in accondance with our recominendations. The cost of remediation, monitoring, and certification is estimated to be approximately$59,275. The following report details the basis of these findings and SDII's recommenda��tions. A list and definitions of terms utilized in this report is provided in the Glossary. iv Subsidence Investigation SDTI Project rlumber:3023547 Quiros-Martinez Residence-Zephyrhills, Florida TABLE OF CONTENTS EXECUTIVE SUMMARY ••• .........................................................................................................i» TABLEOF CONTENTS......................................................................................,......................v LISTOF TABLES.......................................................................................................................vi LISTOF FIGURES.....................................................................................................................vi LISTOF APPENDICES.............................................................................................................vi 1.0 INTRODUCTION..........................................................................................................1-1 1.l Background.................................................................... .................................................l-1 1.2 Scope of Work................................................................................................................. ]-] 1.3 Definitions.... ... ............................................ ..................................................................1-2 1.4 Site Reconnaissance......................................................................................................... 1-2 ].5 Review of Published Soils Data....................................................................................... 1-3 l.6 Review of Published Topo�-aphic Data and Aerial Photographs ................................... 1-3 ].7 Review of Published Hydrologic Data........................................................ ................... 1-3 1.8 Review of Published Regional Geologic Conditions................................... ................... ]-4 2.0 GEOLOGIC AND GEOTECHNICAL EVALUATION.........................,. .............2-1 .... 2.1 Ground Penetrating Radar Survey Results .................................. . , ........,,..,,.,,2_� . ............... . 2.2 Hand Auger Boring and Push Penetrometer Sounding Results.................... ..................2-1 2.3 Standard Penetration Test Results................................................................ ..................2-2 2.4 Laboratory Soil Analysis........................ . . .................................................... ..................2-3 2.5 Geologic and Geotechnical Evaluation Summary ....................................... ..................2-3 3.0 STRUCTURAL EVALUATION........................................... .......................................3-1 3.1 General Structural Observations............ .................. ....................................3-1 ........ ... ...... 3.2 Results of Foundation Test Pit Excavation.............. .................3-1 ....................................... 3.3 Summary ofObserved Damage.......................................................................................3-1 3.4 Relative Floor Elevation Contour Map....................... ................................. ..................3-2 3.5 Evaluation of Observed Damage................... ................................................. ................. -2 3.6 Summary of Structural Evaluation................................................................ ..................3-4 3.7 Remedial Recommendations ............... .......................... .............................. ..................3-4 4.0 CONCLUSIONS...................................................................................... ............4-1 ...,........ 5.0 LIMITATIONS................... ............................................................. ............,,.................5-1 5.1 Ground Penetrating Radar.................... . .. . . . . ...................... ..............................................5-1 5.2 Standard Penetration Test and Hand Auger Borings...................................... 5.3 Site Figures """"'••••••••5't .................................................... ............................................. 5.4 Conditions Described in this Report................... ................. � ................................ ..........5-.. 5.5 Use of This Report.................... .......... ................ .............. ........................ .......... .. .....5-2 6.0 ENDORSEMENTS..................... ................................. 6.1 Compliance with Florida Statute Title XX � � � �� """" �i ... ... XVII Chapter 627.7073.......... ...................6-i v Subsidence Investigation SDII Project t��umber• 3023547 Quiros-Martinez Residence-Zephyrhills,Florida LIST OF TABLES TABLE 1. CHRONOL,OGY OF PIELD TESTING 2. GPR INSTRUMEIv'T SETTINGS LIST OF FIGURES FIGIJRE l. PROJECT SITE LOCATION MAP 2. StTE PLAN SHOWING APPROXIMATE LOCATTON AND EXAMPLES OF OBSERVED DAMAGE 3. SiTE PLAN SHOWING APPROXIMATE LOCATION OF GPR SURVEY AND RESULTS 4. SITE PLAN SHOWING APPROXIMATE LOCATION OF FICLD TESTS S. RELATIVE FLOOR ELEVATION CONTOUR MAP 6. SiTr PLAN SHOWTNG APPROXIMATE LOCATION OF GROUT TNJECTION POINTS 7. SITF PLAN SHOWING APPROXiMATE LOCATiON OF CHEMICAL iN.TECTION POINTS LIST OF APPENDICES APPENDIX A. EXPLAT�ATION OF METHODS B. RESULTS OF THE HAND AUGER BORINGS C. SPT BORING LOGS D. SUMMARY OF LABORATORY SOIL ANALYSiS GLOSSARI' vi Subsidence Investigation SDII Project t�fumber:3023547 Quiros-Martinez Residence-Zephyrhills,Florida 1.0 INTRODUCTION 1.1 Background SDII Global Corporation (SD1I) was retained by Cooperativa de Seguros Multip;fes to conduct a subsidence investigation in accordance with §627.707 Florida Statutes at the (�uiros-Martinez residence in Zephyrhilis, Florida. The purpose of the .investigation was to determine the existence of sinkhote activity and a sinkhole loss as defined by §627.706 Florid�� Statutes at the residence. This report provides the results of the subsidence investigatian and SDi1's recommendations for remedial actions to stabilize the foundation. 1.2 Scope of Work The following methods were used during the investigation to detennine the exist��nce of sinkhole activity at the residence. ❑ The residence was inspected to determine the nature and extent of reporked damage and to observe existing conditions across the property. ❑ The horneowner was interviewed to obtain the timeline for the damage„ chronology of construction, ownership of the structure, and background information relaCive to potential causes of damage to the structure. ❑ Available published data were reviewed regarding generai geologic and hydrogeologic conditions in the area of the residence. G A ground penetrating radar (GPR) survey was conducted inside and outside of the residence to determine the presence of anomalous soil conditions that mig}it be indicative of karst activity, buried debris, or otherwise disturbed or unusual subsurfac;e conditions. ❑ Hand auger borings and push penetrometer soundings were advanced tc� determine the composition and strength of subsurface materials near the foundation. ❑ Standard penetration test(SPT)borings were advanced to detennine t11e relative strengths of soils and to characterize deep geologic conditions. ❑ Representative soil and geologic material collected from the hand auger and SPT borings were analyzed in ti�e laboratory to confir�n visual interpretations and furth��r characterize the properties of the materials. ❑ Three test pits were excavated to observe foundation construction and geon-ietry directly. ❑ Relative floor elevation contour mapping was completed to identify an��malous floor elevation trends and establish a baseline contour map of the existing floor elevation. ❑ A structural assessment was completed to identify construction methods and structural deficiencies related to the potential causes of observed conditions. 1-1 Subsidence Investigation SDII Project A umber•3023547 Quiros-Martinez Residence-Zephyrhills,Florida � This final report was prepared to summarize the results of the field irivestigation and structural assessment. This report provides conclusions concerning th�e existence of sinkhole activity as defined by Florida Statutes and the cause of the rep��rted damage to the structure. 1.3 De�nitions In 2005 and 2006, the Florida Legislature revised §627 Florida Statutes, including the sections that pertain to sinkhole definitions and investigations. SDII adheres closely to these definitions and protocols when investigating sinkhole claims. Specifically, §627.706 F.;�i. includes the following definitions, which are utilized by SDIi in determining the causes c;f dainage to a structure. According to §627.706 F.S., a "'Sinkhole' means a landform created by subsidence of soil, sediment, or rock as underlying strata are dissolved by groundwater. A sinkholE� may form by collapse into subterranean voids created by dissolution of limestone or dc;�lostone or by subsidence as these strata are dissolved." A "'Sinkhole loss' means structural damage to the building, including the founda.�ion, caused by sinkhole activity." "Sinkhole activity", as defined by §627.706 F.S., "means settlement or systematia; weakening of the earth supporting such property only when such settlement or systematic weakening results from movement or raveling of soils, sediments, or rock materials into subterranean voids created by the effect of water on a limestone or similar rock formation." In a.ddition, §627.7072 F.S. cites procedures to follow in a subsidence investigati�on and Florida Geologica] Survey Special Publication No. 57 (SP 57) lists certain protocols anr� investigation methods that have been found to be useful in identifying the causes of damage r.o structures in Florida. The tasks listed in Section 1.2 of this report were specifically chosen to address the conditions described in §627.706 F.S. and protocols described in SP 57 and Ch. 627.707 F.S.. The results of the tasks are presented below, and the methods are explained iri Appendix A, which also cites appropriate standard methods for the tests. 1.4 Site Reconnaissance Legal Description The legal description of the property as provided by the Pasco County Property Appraiser's website is: ZEPHYR HEIGHTS 1 ST ADDITiON PB 8 PG 21 LOT 13 BLOCK �! OR 5902 PG 669. General Site Observation The structure is a singie-family home iocated at 54l 1 Tangerine Drive in Zephy rhills, Florida (Figure 1). According to information provided by the Pasco County Property Appraiser's 1-2 Subsidence tnvestigation SDII Project Tlumber•3023547 Quiros-Martinez Residence-Zephyrhills,Florida website, the one-story structure was built in 1980. There were no reported or obs�;;rved additions. The current owners have owned the home since 2004. The property was predominantly flat. The observed damage to the house consis�ed of cracks in the walls, concrete slab, and ceiling of the residence. According to the homeowr�er, the damage was first noticed approximately two months prior to this investigation. A more detailed description of the observed damage is discussed in "Sectiorr, 3.0 Structural Evaluation". Photographs showing representative examples of the observed damage to the structure are provided on Figure 2. A complete set of photographs taken at the pr�:�perty has been archived and is available upon request. 1.5 Review of Published Soils Data The Soil Conservation Service(SCS)Soil Survey for Pasco County' lists the soils underiying the residence as Tavares-Urban land complex. These soils consist of areas of urban :land and nearly leve] to gently sloping, moderately drained Tavares soils on low ridges. Tavares soils are sand to a depth of 80 inches or more. Typically, the surface la}�er is very dark �ray and is about 3 inches thick. Beneath the surface layer the sand is yellowish ti+rown and light yellowish brown to a depth of 56 inches, very pale brown to between depths of 56 and 76 inches, and white between depths of 76 and 80 inches or more. Sewer systems, surface ditches, and canals artificially drain most areas of this com.plex. Tavares soils that are not drained have a water table at a depth of 40 to 60 inches for 6 to 10 months in most years. Penneability is very rapid tl�roughout the Tavares soils. The available water capacity is very low. 1.6 Review of Published Topographic Data and Aerial Photographs The U.S. Geological Survey topographic map of the areaZ indicated that the est:imated gound surface elevation for the site is approximately 90 to 95 feet NGVD. Closed depressions that might indicate ancient sinkhole activity were shown on the topographic map within a. mile of the house. Closed depressions do not necessarily indicate cu�rrent sinkhole activity and may represent other origins of the landform. 1.7 Review of Published Hydrologic Data The potentiometric surface of the Floridan aquifer in the area of the residence had an estimated range from 60 to 70 feet above mean sea level3 This elevation range is below larnd surface and the apparent elevation of the water table, so there is a downward vertical hydraulic t;;radient. ' Soi]Conservation Service, 1982. Soi] Survey of Pasco County,U.S.Department of Agriculture Z U.S.Geological Survey, 1990 Zephyrhills Quadrangle.Washington,D C., 1.24,000 topographic m,ap. 'Duerr,A.D.,2001 Potentiometric Map ofthe Floridan Aquifer,May,2001 U.S.Geological Surve,y 1-3 Subsidence Investigation SDII Project N�.imber•3023547 Quiros-Martinez Residence-Zephyrhills,Florida 1.8 Review of Published Regional Geologic Conditions This regional geology section was developed from a number of regional geologic: investigations and is intended to provide a context for understanding the geology of the are:t in which the residence is located. The study site is located within the Zephyrhills Gap Physiographic Province o f Florida. This province links the Western Valley and Gulf Coastal Lowlands Physiographi,; Provinces of Florida.4 Land surface elevations in this region range from approximately 40 to 100 feet above sea level.`The gentle slopes of the terrain reflect the Penholoway and Wicomico rnarine terraces, which were fonned by changes in sea level during the Pleistocene Epoch. In this region, three major geologic formations occur at or near the land aurface. These formations have influenced the development of soils and karst in the area. They ,are, in order of youngest to oldest, undifferentiated Plio-Pleistocene sediments, the Miocene Hawthorn Group and the Oligocene Suwannee Limestone. The undifferentiated Plio-Pleistocene marine terrace sediments are composed of Iine to medium quartz sands with varyi�zg amounts of clay matrix. The sediments are usually gray to brownish in color and poorly to moderately consolidated. Beneath the surface cover that comprises the Zephyrhi(is Gap is the Miocene Ha�wthorn Group.6 The Hawthorn Group sediments generally consist of gray to grayish-brown or reddish-brown, poorly to moderately consolidated sand, clayey sand, and clay. Throughout the re�,ion, individual formations of the Hawthorn Group are undifferentiated due to intense weatherin� and erosion of the Miocene cover. T}�e Oligocene Suwannee Limestone generally lies below the Miocene cover in t:he region. The upper portion of this limestone has been subjected to weathering during repeat�;d episodes of subaeriai exposure as sea level fluctuated in the geologic past. This weathering o;the limestone has led to the creation of an epikarst surface. Examples of weathering feature:; found on the epikarst surface include solution-enlarged fractures, solution holes, and limestone�:iinnacles. Sinkhole activity in this geologic setting is controlled to a large extent by the thickness of the depositional cover over the limestone. This cover is typically thin and poorly consclidated. When sinkholes do occur, they are generally few, shallow and broad, and develop silowly.� In this region, low-resistance materials and losses of drilling fluid circulation dtiring standard penetration tests are often related to shallow weathering or erosional features �it or near the epikarst, or with ancient erosional features near strata contacts. °Puri,H. S.and R.0.Vernon. 1964 Summary of the Geology of Florida and Guidebook to the Classic Exposures. F'lorida Geological Survey Special Pubiication No. 5(revised).312 p. 5 Healy,Henry G 1975.Terraces and Shorelines of Florida.Plorida Bureau of Geology Map Series No 71 6 Scott,T M.,K.M.Campbell,F.R.Ruperl,.T D Arthur,T M Missimer,J M.Lloyd,J W Y�n,and.T G. Duncan.2001 Geologic Map of the State of Florida. Florida Geological Survey,Map Series No. 14b. 'Sinclair,W C. and J W Stewart. 1980 Sinkhole Type,Development and Distribution in Fiorida. I�forida Bureau of Geology Map Series No. 110 1-4 Subsidence Investigation SDII Project Number:3023547 Quiros-Martina:z Residence-Zephyrhills,Florida 2.0 GEOLOGIC AND GEOTECHNICAL EVALUATION Site-specific �;eologic and geotechnical evaluations were used to help characterize subsurface conditions at t.�e site. Geologic/geotechnical field tests performed at the site included: ❑ Grounr,i penetrating radar(GPR)survey ❑ Hand��.uger(HA)borings ❑ Standa:rd penetration test(SPT)borings Results of thE°: field tests are provided in this section. Note that the order of numbering or lettering of field tests is arbitrary and not indicative of priorities or the sequence of the investigation. The procedurf:s used far field sampling and testing were in general accordance with industry standards of care and established geologic and geotechnical engineering practices. Appendix A cites and discL�sses those methods. 2.1 Groumd Penetrating Radar Survey Results SDII acquired GPR data around the perimeter of the structure, as well as inside the home. The exterior GPR �,urvey was performed along transect lines established on an approximate 10-foot by 10-foot grid. The interior GPR survey was performed in accessible areas within the home. Figure 3 shows the locations of the GPR transect lines. Equipment settings for the GPR survey are indicated iri Table 2. GPR survey results indicated the presence of one set of reflectors on the GPR data. This reflector set was nearly horizontal and apparently continuous across a majority of the project site. This reflector set appears to correspond with an abrupt change in soil conditions, such as soil type or moisture conte�zt. The depth to this reflector set ranged from 6 to 7 feet below land surface(bls). Review of th:, GPR data indicated that there were no subsurface anomalies such as are commonly associated with sinkhole activity within the surveyed areas of the project site and above the limit:s of radar wave penetration. 2.2 Hand��►uger Boring and Push Penetrometer Sounding Results Four hand au�;er borings (HA-1 through HA-4) were advanced near the foundation of the structure to observe soi( conditions and collect soil samples. The locations of the borings are shown on Figu�^e 4. Hand auger boring logs are provided in Appendix B. The hand auge:r boring data indicated that the soils at the site were consistent with the mapped soil type as shc�wn in the County soil siirvey(Section 1.5), encountering poorly graded sand with silt and sand(SP-SM and SP). The water tabl�;;was not encountered in the hand auger borings. 2-1 Subsidence Inv;;stigation SDll Project Number•3023547 Quiros-Martiriez Residence-Zephyrhills,Florida Push penetrometer tests were performed to depths of 1 to 4 feet bls in the hand auger borings to indicate the relative resistances of shallow soils. The push penetrometer test results indicated soil resistance va]ues of 5 to 33 kg/cm'. The tests indicate very loose to loose soil conditions. 2.3 Standiard Penetration Test Results SPT borings were located in three areas of the project site as shown on Figure 4. All three SPT borings were located near damage to the house. The upper four feet of the SPT borings were hand augereci to avoid possible buried utilities. The lithologies, blow counts, and drilling conditions from each SPT boring are illustrated in Appendix C. Refer to the Glossary for the meanings of t�,rms used on the boring]ogs. The SPT boring data indicate that the site geology is generally consistent with the regional geology (see tiection 1.8), with sand, sand with silt, clayey sand, and clay overlying limestone. The push penetrometer data and N values in the upper 10 feet of the borings indicate that the near-surface soils were very loose to medium dense. The borings were terminated at depths ranging from�`.i0 to 75 feet bts. Push penetron�ieter testing of the upper four feet in the SPT borings indicated very loose to loose soil condition<j. The N values m SPT boring B-1 increased between the land surface and about 20 feet bls, then gradually decr•eased with depth through clayey sand and clay to the top of the limestone. The top of the limesto�ie was encountered at about 46 feet bls. Limited weight-of-rod strength material was encounter�d at 28.5 feet bls. However, this event occ�.irred in the "seating blow" interval. This interval i:, not included in the N value calculation as it has likely been disturbed by drilling. A total of seve:n feet of weight-of-rod strength materials were encountered in the clay layer and the limestone 1'r,elow it, starting at 43.5 feet bls. A rapid loss of drilling fluid circulation occurred above the lime;stone at 43.5 feet bls. The boring was terminated in limestone at 60 feet bls. In SPT boring, B-2, the N values remained increased with depth between the land surface and about 20 feet t�ls. Below 20 feet bls, the N values decreased with depth through clayey sand and clay. Limestor�e was encountered at 53.5 feet bls. Limited weight-of-rod strength materia] was encountered a1. 38.5 feet bls. However, this event occurred in the "seating blow" interval. This interval is not included in the N value calculation as it has likely been disturbed by drilling. A total of 5.5 feet of weight-of-rod/hammer strength materials occurred in the clay layer above the limestone. A r.;�pid Ioss of drilling fluid circulation occurred above the limestone at 48.5 feet bls. The boring wa,,terminated in limestone at 75 feet bls. The N values in SPT boring B-3 fluctuated slightly with the clay content of the sediments penetrated. Th�� top of the limestone was encountered at approximately 53 feet bls. Limited weight-of-rod;.trength material was encountered at 23.5 feet bls. However, this event occuned in the"seating bli�w" interval. This interval is not included in the N value calculation as it has likely been disturbed by drilling. No rapid loss of drilling fluid circulation occurred in the boring. The boring was tenninated in limestone at 65 feet bls. 2-2 Subsidence lnvt;stigation SDII Project Number•3023547 Quiros-Martir�ez Residence-Zephyrhills,Florida Evidence of sinkhole activity was identified at the site, including: (1) the systematic pattern of declining N �ralues through clay-rich soils overlying limestone in SPT borings B-] and B-2; (2) multiple feet �f weight-of-rod/hammer strength materials overlying limestone in SPT borings B- 1 and B-2; and (3) the rapid losses of drilling fluid circulation above the limestone in SPT borings B-1 a�nd B-2. 2.4 Labo�ratory Soil Analysis Laboratory arialyses of soils are used to determine the suitability of the soil for construction and load bearing ,:�s well as for quality-control purposes. The analytical methods for laboratory tests included in th is investigation are summarized in Appendix A. Results from the tests are provided in Appendix 1=). Particle size �inalyses were perfonned on soil samples collected from hand auger borings HA-1 and HA-4 an�� SPT boring B-2 (Figure 4) for quality control purposes. The laboratory data indicated that the samples were poorly graded sand (SP) with approximately 3 percent fines content, poorl;y graded sand with silt (SP-SM) with approximately 7 percent fines content, and clayey sand (�SC) with approximately 14 to 23 percent fines content. The clay- or silt-sized fractions were not present in quantities sufficient to indicate a concern for soil suitability. 2.5 Geolo�;ic and Geotechnical Evaluation Summary The SPT data indicate that sinkhole activity, as defined by §627.706 Florida Statutes, exists at the site. Evicience of sinkhole aciivity was identified at the site, including: (1) the systematic pattern of decl ining N values through clay-rich soils overlying limestone in SPT borings B-1 and B-2; (2) multi.ple feet of weight-of-rod/hammer strength materials overlying limestone in SPT borings B-] a��.d B-2; and (3)the rapid losses of drilling fluid circulation above the limestone in SPT borings B-1 and B-2. 2-3 Subsidence Inv�:.stigation SDII Project Number:3023547 Quiros-Martin��z Residence-Zephyrhills,F►orida 3.0 STRUCTURAL EVALUATION The purpose of the visual, structural assessment of the Quiros-Martinez residence was to help determine the;probable causes that have contributed to the damage of the residence. ln addition, the structural assessment provides critical information in determining the appropriate remedial actions for structures that may have been damaged by sinkhole activity. The homeowner, Mr. Martinez, and his representative, Mr. A1 Moreno, P.A., were present during the field portion of the assessme�tt and provided access to the residence and information regarding the timeline of the damage <ind the primary concerns. Mr. Martinez expressed that his main concern is the cracks in the e;xterior of the residence. 3.1 Genei•al Structural Observations According to information provided by the Pasco County Property Appraiser's website, the single-story :;tructure was built in 1980. The structure faces generally southeast and is constructed oi'masonry-block, exterior, load-bearing walls. The floor of the residence consists of a soil-support�;d, concrete slab-on-grade. The main roof structure was gable in design and was covered with��:sphalt shingles. There were no reported or observed additions. 3.2 ResuH:,s of Foundation Test Pit Excavation Test pit (TP;� excavations were performed along the perimeter of the main structure, the converted ga��age, and the driveway to directly observe the founctation construction and geometry. For approximate locations of the test pit excavations, see Figure 4. The results of'TA-1 indicate that the foundation of the main structure consists of a masonry block stem wall on �i continuous strip footing. The footing measured approximately 10 inches thick by an estimated 14 inches wide and the bottom of the footing was 24 inches bls. The stem wall was 22 inches in k�eight and was offset 3 inches on the footing. The top of the slab was 8 inches above the existing ground surface. The results of'TP-2 indicate that the foundation of the converted garage consists of a concrete slab-on-grade with a thickened edge monolithic footing. The footing was embedded 8 inches. The top of the slab was 3 inches above the existing ground surface, for a total footing thickness of 11 inches. The current Florida Building Code (1805.2) states that the minimum depth of footings below� the undisturbed ground surface shall be 12 inches. An improperly embedded foLmdation is �nore susceptible to movement caused by consolidation of near surface soils as a result of lack c�f adequate soil confinement. The results of T'P-3 indicate that the driveway consists of a 4-inch thick concrete slab-on-grade. The siab was 4-inches. 3.3 Summ��ry of Observed Damage The following paragraphs summarize the damage noted during the investigation. Approximate locations and ��hotographs representative of the damage are illustrated in Figure 2. All of the 3-1 Subsidence Invr;stigation SDII Project Number:3023547 Quiros-Martin��z Residence-Zephyrhills, Florida photographs ,.ind other information obtained by SDII will be retained in the project file and can be provided u.pon request. On the interior of the residence, SDlI observed cracks in the walls of the utility area. There were cracks in the:Eloor tiles of the living room. A crack was noted in the grout joint between the floor tile and the ba.thtub in the northwest bathroom. There was separation between the doorframe and the ceiling in the kitchen. There were also cracks in the grout joint between the wall tiles in the shower of the northwest bathroom. On the exteric:�r, SDII noted cracks in the northeast and northwest wall elevations. There was a crack in the i loor tile of the front porch. There were also cracks in the concrete slab of the driveway. 3.4 Relati��e Floor Elevation Contour Map The data for a relative floor elevation contot�r map was collected on May 14,2010. The methods used to evaluate the floor configuration are described in Appendix A. Figure 5 depicts the contour map stzowing the relative elevations of the floors. Where carpeting, wood, tile, or other floor coverings exist, corrections have been made to obtain the top of slab elevations. The floor elev,ation map indicated that there was a total elevation difference of approximately 1.2 inches across the floor slab of the main living area of the residence. The highest elevation was recorded at tL:e south portion of the floor stab, and the floor elevations generally decreased toward the no7�theast wall of the residence. The pattern of elevation change of the floor slab of the residence is consistent with minor differential foundation movement. The floor slab of the converted garage was constructed 4.0 inches below the finished floor elevation (FFF;) of the living area. The floor elevations in the converted garage have been adjusted to reflect this difference. The floor slab of the garage exhibited a slope of approximately 1.2 inches over a span of 25 feet descending toward the south corner of the garage. It should be noted that the:Eloor slab of a garage would normally be sloped toward the garage door opening to altow proper drainage. Therefore, given that the garage floor does not slope toward the door opening and t�iere is damage present in the garage, it is SDII's opinion that the garage has experienced minor differential foundation movement. 3.5 Evalua tion of Observed Damage The interior s:;parations and cracking observed on the structure is consistent with structural movement tha�r is within a reasonable range for the type and age of construction and the soil types and co,nditions encountered at the site. This structural movement includes minor differential fou.ndation movement, ]ong-term deflection of primarily wood framing members that occurs over t.he life of the structure, and post-construction settlement. Minor differential f'oundation mo�vement typicalIy affects interior and exterior walls and floor level. Long-term deflection typic;ally involves roof/ceiling framing members and affects ceiling finishes. Post- construction structural settlement occurs when the self-weight of a structure and building components is transferred to the design beanng locations. The remaining stress will be 3-2 Subsidence lnvE;stigation SDII Project Number•3023547 Quiros-Martin4;z Residence-Zephyrhills, Florida redistributed through the structure resulting in hairline cracking of the drywall in the ceilings and interior wall��, Locations that are particularly susceptible are above windows, doorways and openings, at or near changes in geometry of the framing, and at or near abrupt changes or corners of a drywal] �;�anel. These separations and cracking resulting from minor differential foundation movement, long term deflection, and post-construction settlement have no bearing on the structural inte;rity of the structure. The cracks ol_�served in the floor tile within the structure are consistent with movement (both horizontal and vertical) along concrete shrinkage cracks and construction or control joints in the slab beneath the tile that have been aggravated by thermal expansion and contraction, additional drying shrink��ge of the slab, or minor differential settlement of the slab. The movement along these types oi'joints and concrete cracks can propagate up to the floor tile. According to the American N��tional Standard Specifications for the Installation of Ceramic Tile, proper installation of ceramic tile involves using an isolation membrane between the floor tile and the concrete slab c�ver any existing cracks. Also, movement joints should be placed over joints in the concrete slab. The observed ��racking on the exterior of the structure is consistent with materials shrinkage of the masonry aiid/or stucco and minor differential foundation movement. The effects of thermal stress have further exacerbated the exterior cracks. Material shrinkage cracks form when the wall is constructed, though may not be visible for some time afterward. The width of these cracks is also influencecj!.by thermal stress caused by temperature changes, which cause the wall to expand and contract. 1VIaterial shrinkage cracks are commonly found in residential construction and typically oceur� at those locations in which the wall is considered to be the most susceptible to cracking, such as at window openings and corners. The degree of movement associated with thermal stress is a fiinction of the building materials, the length of the wall, and the amount of temperature cl��ange. Minor differential movement of the foundation appears to have further aggravated thi.; damage. See Section 2.0 "Geologic and Geotechnical Evaluation" for further discussion of ;�oil conditions encountered at the site that may have initiated the differential movement of 1;he foundation. These damages do not have a signifcant impact on the structural integrity or req uired design capacity of the wa11s. The ohserved cracking in the concrete slab of the driveway is consistent with conerete shrinkage and/or the effi�ct of therma( expansion and contraction. Concrete slabs on grade shrink after construction inrtially due to thermal volume change as the hydration process(curing)slows. The slab will also c;ontinue to shrink after construction due to drying shrinkage as free water(water not chemically bound during the hydration process) leaves the slab. Both of these shrinkage rnechanisms are inherent in the concrete curing/aging process. In large commercial projects, the use of constri_iction joints and control joints are commonly used to control the random curing/shrinka�;e cracking. The use of construction or control joints in residential construction is not common �md the resulting random cracking in residential slabs on grade is most often covered by interior floor coverings and typically does not present a problem. in general, the darnages observed by SDII are minor in severity and sparsely distributed. The observed conditions are not structurally significant in that they do not compromise the load 3-3 Subsidence lnve,stigation SDII Project Number:3023547 Quiros-Martin�;;z Residence-Zephyrhills,Florida capacity of structural members or systems. The damage to the residence is considered cosmetic in nature. 3.6 Sumnrary of Structural Evaluation It is SDll's opinion, with reasonable professional probabiIity, that the damage to the residence is consistent wi1:h normal shrinkage cracking of un-reinfarced or mildly reinforced concrete and masonry; min�r differential foundation movement; long-term deflection of the roof structure; post-construct�on structural settlement; and minor thermal and moisture induced volume changes of construction materials including gypsum board, wood trim and framing, stucco, and fasteners. The lack of si,�fficient footing embedment may have contributed to the damage. The observed damage on th�:; exterior and interior of the residence is cosmetic in nature, such that the design function of the;building has not been compromised. 3.7 Remeclial Recommendations The geologic a.nd geotechnical investigations concluded that sinkhole activity is occurring at the site. It is our recommendation that the subsurface soils be stabilized to minimize further subsidence damage. Stabilization should be accomplished through compaction grout injection to densify the so�ls beneath the residence and to seal the top of the limestone surface to minimize future raveling;. The compactiun grout stabilization should incorporate 15 injection points spaced approximately 10 feet on center around the perimeter of the structure. The grout points should be vertical and inchned as shcrwn on Figure 6. Grout point locations should be as close to the perimeter of the structure as po�;sible. The depth of�;routing, based on the field boring logs, is likely to vary from approximately 50 feet in the viciriity of boring B-1, to 60 feet in the vicinity of boring B-3, to 65 feet in the vicinity of boring B-2 (�estimated average depth of 60 feet). The overseeing geotechnical engineer should approve the ad vancement of any injection point deeper than 75 feet. Grout injection should be performed up 10 a depth of 15 feet unless otherwise specified by the overseeing geotechnical engineer. Typical pre-mi xed compaction grout, with sufficient silt sizes to develop internal friction that generally does not enter soil pores but remains in a homogenous mass that can give controlled displacement bc� loose soils, with a slump between 4 and 6 inches, should be used. The grout should be pum�ed at slow enough rates such that the grout will densify and not merely hydro- fracture the soiL The injection pressures (at in-line pressure gauge at, or just before, the top of the grout pipe;� should be limited to 300 pounds per square inch (psi). Additionally, no more than 10 yards c�f grout should be injected into any single point within a six-hour period. The elevation of th�� structure, and any within 30 feet of the injection point, should be monitored continuously di��ring the grouting process to minimize unnecessary upward movement. 3-4 Subsidence ln��estigation SDII Project Number:3023547 Quiros-Martii�ez Residence-Zephyrhills, Florida The total qu:mtity of grout required can vary based on site conditions, but is likely to be between 100 and 17`� cubic yards (cy). The estimated cost for repair is based on the higher volume of grout. Following the compaction gouting, SDlI recommends, based on the very loose shallow soil conditions encountered in the hand auger and SPT boring, that the shallow soils arot►nd the perimeter of�he residence be stabilized through a program of vertical chemical grout injection. The chemical grout injection should be high-density polymer resins that when mixed, will create an expandint; polyurethane (or equivalent) foam that can lift, realign, and fill voids under concrete slab,� and foundations being supported by base soils. Typically, once injected, the resin mixture expa.nds into the composite rnaterial (foam), filling voids, bindrng soils, and exerting a controlled compressive uplifting force under a limited area of the slab/foundation. The foam then cures inl:o a stable replacement base material for the slab/foundation. The chemical grout should be ve,�tically injected approximately 5 feet on center over a depth range from 2 to 8 feet below the for.>ting around the perimeter of the residence, through drilled holes in exterior slabs where necess.,ary. A total of 29 vertical injection points will be required under the foundation slab at the a�rproximate locations depicted in Figure 7. If necessary, points shall be inclined as necessary so that the material will be injected directly beneath the center of the footing or load bearing locati�on closest to each injection point. An estimated 20 to 25 pound of material will be required at earh injection location. The chemical grout injection should be postponed a minimum of 30 days af't.er the completion of the compaction grouting to allow for any subsequent ground movement to occur. The contractor is to submit a detailed description of the proposed chemical injection prog;ram for approval. A list of estiriiated costs for repair and engineering supervision is provided below, lt does not include estim��tes for cosmetic repairs, which should be estimated by a qualified insurance adjustor or co�ntractor. Cosmetic repairs can begin shortly after the completion of the chemical grout injection.s. A. Install grout pipes: 15 @ 60 feet(average)@$17/ft......... ......... ....$]5,300 B. Groutii7g: 175 cy @$170/cy...................................... ......................$29,750 C. Mobili:zation and injection of up to 725 pounds of material...............$9,250 D. Monitc�ring and Certification........................................................... $4.975 Total.............$59,275 This cost estirnate should be considered an "order of magnitude" estimate of actual construction costs, and therefore should not be construed as a bid for perforrning the work. Actual costs can only be deterrriined through solicitation of bids from qualified contractors. Continuous m�anitoring by 5DII personnel during remediation is suggested to verify compliance with these recc�mmendations and to make necessary adjustrnents to the remediation program due to unforeseen ;..ite conditions. This will also allow the engineer who created the remedial design to certify that t�e remediation met design specifications. 3-5 Subsidence lm+estigation SDII Project Number:3023547 Quiros-Martiriez Residence-Zephyrhills,Florida 4.0 CONCLUSIONS It is SDII's opinion, with a reasonable professional probability, that sinkhole activity as defined by Fj627.706 Florida Statutes exists at the Quiros-Martinez residence. Evidence of sinkhole actiwity was identified at the site, including: (1) the systematic pattern of declining N values throu��h clay-rich soils overlying limestone in SAT borings B-1 and B-2; (2) multiple feet of weight-of-rod/hammer strength materials overlying limestone in SPT barings B-1 and B-2; and(3)the ra,pid losses of drilling fluid circulation above limestone in SPT borings B-1 and B-2. Furthermor�:�, based on the data presented herein, it is SDII's opinion, with a reasonable professional probability,that a sinkhole loss,as described by§627J06 Florida Statutes, has occurred at trhe Quiros-Marfinez residence. The damage to the residence is consistent with normal shrinls:age cracking of un-reinforced or mildly reinforced concrete and masonry; minor differential fc,undation movement associated with sinkhole activity; long-term deflection of the roof structure„ post-construction structural settlement; and minor thermal and moisture induced volume chan�es of construction materials including gypsum board, wood trim and framing, stucco, and f,��steners. The lack of sufficient footing embedment may have contributed to the damage. The observed damage on the exterior and interior of the residence is cosmetic in nature, such that the design function of the building has not been compromised. SDII recomm��nds that the sinkhole conditions be remediated using compaction grout injection to increase the dc;nsity of the soils and cap the limestone. Following the compaction grouting, 5DII recommends tl5at the shallow soils around the perimeter of the residence be stabilized through a program of vertical chemical grout injection. SDll also recommends that the rernediation program be monitored in order to verify that it is completed in accordance with our recommendations. The cost of remediation, monitoring, and certification is estimated to be approximately $59,275. 4-1 Subsidence Investigation SDII Project Number:3023547 Quiros-Mart.inez Residence-Zephyrhills,Florida 5.0 LIMITATIONS 5.1 Gro�zind Penetrating Radar According fo ASTM D6429, GPR is the preferred method for investigating "voids and sinkholes". This is because the method provides high-resolution data with a minimum of interference:,. GPR has been used in similar investigations to help identify shallow subsurface conditions tl�at are frequently associated with karst features. [n many cases, a GPR investigation has resulted in the identification and mapping of the boundaries of karst features and has helped characterize their size and geometry. However, this method is limited to the ability of the GPR unit to collect interpretable data at the project site. There is a possibility that karst features may exist at the project site and not be detected by the GPR technique due to small size, subsurface soil conditions, or the occurrence of such karst features below the depth of penetration of the GPR signal. Note that many GPR anomalies are not sinkhole or karst features. The presence of an anomaly should not be construed to reflect sinkhole activity simply because of its existence. 5.2 Stan<�lard Penetration Test and Hand Aager Borings The determi��ation of soil type and conditions was only done fram the ground surface to the maximum de;pth of the borings. Any changes in subsurface conditions that occur between or below the bo:rings would not have been detected or reflected in this report. The maximu�n depth of hand auger borings is 10 feet bls unless otherwise noted. Soil classific��tions are based upon identifiable textural changes, color changes, changes in composition, or changes in resistance to penetration at the intervals from which such samples were collected. Abrupt changes in soil type, as reflected in boring logs and/or cross sections, may actually repre-,�ent gradual transitions. Depth to the rvater table is based upon observations made while advancing hand augers and SPT borings. This depth is an estimate and does not reflect the annual or extreme variations that occur in this area ciue to fluctuations in rainfall, pumpage, and rates of evapotranspiration. Low permeability ,;oils or sediments may not allow water to freely enter the borehole and, therefore, the water table may not be evident or it may only represent a transient condition. The depths are estimated frorn the immediate land surface, which is not surveyed or tied to a known reference elevation. 5.3 Site Figures The measure>;nents used for the preparation of the figures in this report were made with a fiberglass measuring tape or measuring wheel. Such measurements are usually accurate to within f5 percent. Right angles were estirnated from existing exterior walls at the house; such angles are usually accurate to within 5 degrees. Figures in this report were not prepared by a licensed land surveyor and should not be interpreted as such. 5-1 Subsidence Investigation SDII Project Number 3023547 Quiros-Martiiiez Residence-Zephyrhills, Florida 5.4 Con��itions Described in this Report Subsurface c.onditions and the construction and damage to the structure(s) investigated by SDIi are subject t:> change. The conditions described in this report are, to the best of our knowledge, current at th�s time of the investigation, and they may not reflect historical or post-investigation conditions. 5.5 Use c>f This Report This report �.vas prepared for the exclusive use of Cooperativa de Seguros Multiples and its assigns. Use by persons or groups without the permission of Cooperativa de Seguros Multiples is not authorizeci. 5-2 Subsidence Ir vestigation SDII Project Number 3023547 Quiros-Martinez Residence-Zephyrhills,Florida 6.0 ENDORSEMENTS 61 Con�pliance with Florida Statute Title XXXVII Chapter 627.7073 This report followed the Statutory requirements that it be prepared by an individual qualified to determine tr�e existence of sinkhole activity and that the tests performed be of sufficient scope to eliminate sirn,khole activity as the cause of damage. SDII certifies that this investigation was of sufficient sc�ope to determine the cause(s) of damage within a reasonable probability as specified in §627.707:3 Florida Statutes. ln accordanc��with Florida Statutes,the following individuals, who are licensed to practice in the State of Florida and are Principals of SDII, have supervised this investigation and report. SDII GLOBAL CORPORATION 4509 George Road,Tampa, FL 33634 FBPE Certificate of Authorization 8778 FBPG Certificate of Authorization GB91 Thomas L. Dobecki, Ph.D., P.G. Geologist of Recard Florida License Nurnber PG2299 (Geological Interpretation) Jack S. Crump, P.E. Structural Engineer of Record Florida License Number 33103 (Structural Evaluation) Steven H. Meiggs, PE, PG, PSSC Geotechnical Engineer of Record Florida License Number 64832 Florida License Number PG2352 (Geotechnical Evaluation and Remediation Plan) 6-1 Subsidence lr�vestigation SD1I Project Number 3023547 Quiros-Martinez Residence-Zephyrhills,Florida TABLES Subsidence InWestigation SD1I Project Number:3023547 Quiros-Martinez Residence-Zephyrhills,Florida Table 1 Chronology of Field Testing ,, �•.:��. �;_z.. . � ,,. .;z;�,,��'�: :.P7�::j�;'� ��d.i'i�,,,r;:,A >';.a� §..v� "�:cx'r �.7'v '�.,n, >�. ,is`.', - �p4�?�.� °a�;:,�`�;� ,k,'.. ;��, .'�# ,;�,:,..��` ,3.,. ,t�' �r:��::;;�i. .:`t�t=is„� 's;'r.,"a "'��.a�='^4r��.�i,� '�'':;i. -'�u� . �,.if�.v: :.5" �(iround Penetrating Radar Appendix A May 14, 2010 Test Pit Excavation Appendix A May 14,2010 Hand Auger Borings Appendix A&B May 14,2010 Sta.ndard Penetration Testing Appendix A&C June 14,2010 Relati�e Floor Elevation Contour Map APPendix A& Ma 14,2010 Figure 5 y Table 2 GPR Instrument Settings . ,,. . �-:;; ; .,. ,� _ ... - ';�`�:��:�:-_. ,�e� �� :�: '.;� � ..� x ,.�� „�., . .�:-� ,,,�.'qf, `.° .. �',:�:T: �y ;��' �° 1��." �3=„�.r:,, a� s, � �,:: Outside of Structure 200 160 500(concrete areas) 100 lnside of Structure 500 l 00 Subsidence Tnvestigation SDII Project Number:3023547 Quiros-Mari:inez Residence-Zephyrhills, Florida FIGURES u, ,r . , �, , ..__ ..:� «', y � ' .- G- •tVorlh,.Ave°-� �� '� � . x , -N�I i �� ' ' r cp' NorPh� - `� .5�. � T , '�12th"ii4ve'" � �,~i��,,a='=- .9,?1e,qy.;�p3Ffl'-�r-_.. �,: , >`�-� „ � � :,� � .; . ,r9 �� , � „ � . „. �' , _ .��14hiiq�,:: . �_-, ,�+.c e -c ,�{�oPe':. --�' `.� '� m v,�'!! �^ ,�� 7. , ;vscn..r,�-�--,- , Q ' , , .� ;. ��pth ave.t? :,; ,. , 5�,. :r tt`` 9Eh�ve=., - r9th-At+��-;,__ 9Eh=Ave=... ___ , r�s�'`'w� _,:� �, �8tM lAve ' jj V i':titF�r Ave.� , � ^ �'.p•t�::,. � "'. i '."�__'_�''��°°�`-.. - - _- fi� �'�4M'�e..:, rt _ � ; i �; ��' --_°� � , „ .., . . ., ,. , ,' � i� . , .� �` - - - - , � �� , .. � w+ , I "^ " :: -�'_.� " -- - �- � . , y , . � � � - -:: _ , _ - ,' �,.. � �_„ „ . 5lkh�ar�s,:,, ,_ , ` ,�;,�° . --a�th,:I�Ci�e__" ' ....__<�' � ,;_ � ' 1�� ,,.t�' � ,,,�.�i'0�".9�� :..,_.__, . -i � � m � ,�;. a .�'l6� nr,".«; '� !� `y2'tiphyFl.�1t9 •.,� �, _� [4__ 't � I� "i ,� �. .., ,_.. �. .� .. : ' ' � -:�117G01R��.,� , ' 'q�j�', t. "'; , ;W " y9:�: . .� i 535 ;°,,," ;7,g,�i.. I: .: ,. . ^ ,I �': ��.'�g �nd:.�ve,', u? � ��.,�ye^ i 907s� - a;7�st�lroe�: � ,. _Ly �(�`' .. _ '� � m�� . ..'�- .� � �i: ' � '�. .� -- " :�� i ;' :" =.m i �^.�. . �, '-` "_ _--'-,- F..,:.__ _ . � rq,.�Ve f'1�� _�' _ .,.._, �' . , , , , , , • i _. s ; ,. , _ _ � S°�ye_ . ! up : � �i? � � , , (3 R $ i . � _� ,.. .: � � _'q�"_W,�_'�-�`-�=- .�- . ' ' « � ..,�.� ,�,� ,�.�8 _i, n. ..�..._.. ^' m , ��''�Vt'"' � `� ts _, � ., . ' ii "' , .', -..,:_, �C, a J�SEin Aue ' , " , � � Faee��all Ave=-� . , - ' , m L SEeLhirrs,��a ' j , _ � u � Sreharres�o,� .. , ; ;, � . . � ,:k,,:..- � �. � � _7:.n�. " '" + ' - , , �r.,��:...,,.:r:,��. .,�., .......�;.. r .:.. . �.. '° -"�, a�.^,C.t�',.. . � f' i / N NOT TO SCtLL,.E� PROJECT SITE LOCATTON MAP COOPERATI'1'A DE , ,; � QUIROS-MARTINEZ RESIDENCE S�GLIROS MUi;TIPLES ZEPHYRHILLS, FLORIDA ORLANDO, FLQIRIDA PROJEC'I'NO 3p23547 FIC;URF CNECI�EI�f3Y MLF DRr1W(NCi NO.. 3547-1 � DKAWN I�Y LAR . DATE. 06/t 1/10 � � � i R � ��_ -.-�_ _�. ��T } ��U O� V� � APPRCXIMATE LOCATION OF CRACKING/SEPARATION ON WALLS Q N 20� APPRC�XIMATE LOCATION OF CRACKING/SEPARATION IN CONCREfE SlA6 -�---^� APPRGXIMATE LOCATION OF CRACKING IN CEILING SCALE SITE PLAN SHOWING APPROXIMATE LOCATION ,, AND EXAMPLES OF OBSERVED DAMAGE COOPERATIVA 1=1E � ' QUIROS-MARTINEZ RESIDENCE SEGLIROS MLILTIF'LES ZEPHYRHILLS, FLORIDA ORLANDO, FLOR7fDA DESIGNED BY MDZ PROJECE NO.. 3U23547 FIGURE CHECKED BY SU DRAWING NO. 3547-2 � CREATED BY SMS DATE: 06/15/10 �'C?Ws:k' F'OLE _. ... _.. "� -- � �-- - ._._.. ._.. ._ _�-� .$ �aVF k;-i u.4U � ,�z.S i, \ FENCE � �� rn'�\` SHED � \ s � , ' , � WATEk 7 METER � � � CON,ERETE RXtY�RS,! �� -pA710 , , ,` '�r`.c �[z � '�T' \ � � .. � �� i � \ ' „ ��A/C i ,_.w�..�.,�� - —'�_.. .— � -s"+�`r'?_'��-_ � . .......... �� O 0 �/FF � V � TREE STUMP APPRO)(IMATE LOCATION OF GPR TRANSECT UNE � �p� APPRO)(IMATE LOCATION OF SUBSURFACE ANOMALY WITH DESIGNATION 0 APPRO;CIMATE LOCATION OF AREA PARTIALLY OR TOTALIY INACCESSIBLE TO GPR SURVEY APPROXIMATE LOCATION OF CRACKING/SEPARATION ON WALLS 0 N 20' APPROXIMATE LOCAl10N OF CRACKING/SEPARATION IN CONCRETE SLAB ---^� APPROXIMATE LOCATION OF CRACKING IN CEILING SCALE SITE PLAN SHOWING APPROXIMATE LOCATION ,,..�� OF GPR SURVEY AND RESULTS COOPERATIVA I�E QUIROS-MARTINEZ RESIDENCE SEGUROS MULTIP'LES , , ZEPHYRHILLS, FLORIDA ORLANDO, FLOR��A DESIGNED SY MDZ PROJE(.T NO 3023547 FIGURE CHECKED BY SU DRAWING NO 3547-3 2 J CREATED BY. SMS DATE. 06/15l10 B-2 - ✓r�,NC;;:• -. �..� --- _- - _ _. ._ ._.. a, -— -- - �V�;.ttfH-cs+:: � ..��4 5..:.J � FENCE � HA-3 (7yp)�` ' SHED � �� WATER� HA-2 ' METER � ,, CONGREfE e,�y�� PATIO '' p � , r„��}rz. �� , � � c/o � ` TP-2 - � R f��a,/c � 8-3 "c'"'-'".`�'_^ — �"?►,.�T'�_�� 'e ._.='"'.. .. .. .�. ....' B-1 . TP-1 wr HA-4 - 'r�'� HA-1 z� `' . 0 o i= .�i"��: U j TREE STUMP TP-3 - TP-1 � APPRO>(IMATE LOCATION OF TEST PIT EXCAVATION WITH DESIGNATION HA-1 � APPRO)CIMATE LOCATION OF HAND AUGER BORING WITH DESIGNATION B—� � APPROXIMATE LOCATION OF SPT BORING WITH DESIGNATION � � APPRO)(IMATE LOCATION OF SUBSURFACE ANOMALY WITH DESIGNATION 0 APPRO)(IMATE LOCATION OF AREA PARTIALIY OR TOTALLY INACCESSIBLE TO GPR SURVEY APPROXIMATE LOCATION OF CRACKING/SEPARATION ON WALLS 0 N 20' APPROXIMATE LOCATION OF CRACKiNG/SEPAR,4TION IN CONCREfE SlA6 M � APPRO)<IMATE LOCATION OF CRACKING IN CEILING SCALE SITE PLAN SHOWING APPROXiMATE �t, LOCATION OF FIELD TESTS COOPERATIVA I:�E E� QllIROS-MARTINEZ RESIDENCE SEGUROS M[.ILTIP'LES ZEPHYRHILLS, FLORIDA ORLANDO,FLORTDA DESICiNED BY MDZ PRUJECI'NO.. 3023547 FIGURE CHECKED BY SU DRAWING NO. 3547-4 � CREATED BY SMS DAT'E: 06/15/10 NOT6c COLOR SCALES DENOTE RELATIVE ELEVATION IN INCHES UTILITY ROOM: � 3.6"ABUVE CONVERTED ��2 �2 GARAGE FFE i 1 �� 1 �1 1 i� 0.9 0.9 25 --- �' 'g�Y T,� �`'� o.a o.s �� .`} o.� o.� 20 `` ' ' �:.,�"'�F � ;;, o.s o.s :� M„ �y o.s o.s W �5 ~j, 't�:€�'_:�' .:� o.a �;�o.a � ;� � - 0.3 '0.3 w �CO VERT � oz �'4� o.z a 10 G GE: p � ;,, z>'„` � �;. ' ELOW � � - ;� i�� o� o.� '� ,� 6," , o 0 ;,�:: 5 {}.9 Q$ � �� ,��'� �;; o °:�„ {.` �,/ 0 5 1Q 15 20 25 30 35 40 45 SCALE IN FEET �� + INDCCA'1'F.S POIN"I'OP MANOME'I'ER DATA COLLECTION t� � � APPROXllMATE LOCATION OF MANOMETER N� FFG EtNISHEI:) FLOOR ELEVATION OF MA1N L[V1NG AREA RELATIVE FLOOR ELEVATION CONTOUR MAP COOPERATTVA DF. „ Q�OS-MARTINEZ RESIDENCE SEGLiROS MLTi.TIPLES ZF.PHYRHILLS, FLORIDA ORLANDO,FI.ORIDA FiF1�n vaTa. T,i., ruo�cr No so2ssn� rtcTuK� CFIF.CKED BY -('EIF DRAWTNG NO 3547-5 G J DRAWN BY 1.AR DA7'E. 06/ll/10 B-2 - i�i;�k'-".;� �'t3i_� t - - .. - - .._ _ _ __. _ .�.. -- --°--—-- ----- -�'_t d ` �-, :'V¢�h2i-;c.F'� i .';�i�:;� FENCE (nP)�` �- SHED `` 1 WATER" ' MEfER CON,EREfE �?Ri�l2S 4 f'ATIO 5 ,�, z 7 g ' %�;L"cFi 3 / - � � � C/0 2 `�9 � �.J s „ ��A/C t 8-3 � 1 10 t^ '.a�.i.�.� , c= '.�. B-1 - 15 . ...... �a �� O U O� ��. vo TREE STUMP � INOICATI?S LOCATION OF VERTICAL GROUT POINT �'O INDICAI'ES LOCATION OF INCLINED GROUT POINT B-1 � APPRO:a,IMATE LOCATION OF SPT BORING WITH DESIGNATION � � APPRO��IMATE LOCATION OF AREA PARTIAI.IY OR TOTALLY INACCESSIBLE TO GPR SURVEY o N 20' NOTE: GROUT POINT LOCATIONS TO BE AS CLOSE TO PERIMEfER OF STRUCTURE AS PaSSIBLE. SCALE t.5 FEEf OPTIMAL, BUT '�MO MORE THAN 3 FEET UNLESS APPROVED BY OVERSEEING GEOTECHNICAI ENGINEER. SITE PLAN SHOWING APPROXIMATE LOCATION ,r,;n,. OF GROLIT IN]ECT10N POINTS COOPERATIVA I:�E ! QUIROS-MARTINEZ RESIDENCE SEGLIROS MllLTIP1LES ZEPHYRHILLS, FLORIDA ORLANDO>FLORIIDA DESIGNED BY SHM PROJECI'NU 3023547 FIGURE CHECKED BY SHM DRAWING NO. 3547-G L V CREATED BY SMS DATE: 06/15/]0 B-2 t'+�Yi Lh' '".'?�C � -. _/F __ _.._.. __ _. __ _ _ � �:Vk.f?nCP.ta / �, E{i�ES ! FENCE �' (TYP)�` SHED �t � WATER� " ME7ER ` CONERETE p1R�kS; 7 PATIO D[]� 8 9 fi 12 3 1� i5 L��'i'��r f +� • . ,� � 16 c6 ' C�Q 5 I.�� 4 " 18,f A�C � B-3 3 �9 , � y I ��___� 20 � t +►,T .-,.�.�y.,*. — '�,��8.:��;"��2+�:.. +�:� 22� �, B—� . .......... �� ¢ �w � o� ,�, U O �,., TREE STUMP • INDICA�'ES APPROXIMATE LOCATION OF VERTICAL CHEMICAL INJECTION POINT B-1 � APPR�JXIMATE LOCATION OF SPT BORING WITH DESIGNATION � 0 APPR�:)XIMATE LOCATION OF AREA PARTIALLY OR TOTALLY INACCESSIBLE TO GPR SURVEY o N 20' �: 1) MA)QMUM INJECTION SPACIlIG IS S'-0`o.c. SCALE 2) COMRMTOR TO SU81JR I'ROPOSm INJECTION PUN TO �II FOR APPROVAL SITE PLAN SHOWING APPROXiMATE LOCATION OF CHEMiCAL INJECI'ION PO1NT5 COOPERATIVA DE " QUIRO5-MARTINEZ RESIDENCE SEGUROS MLILTTh'LES ZEPHYRHILLS, FL�RIDA ORLANDO, FLOP�IDA DESIGNED BY SHM PROJECI NO. 3023547 FIGURE CHECKED BY THF DRAWING NO. 3547-7 ^7 / CREA7'ED BY. SMS DATE: 06/15/10 Subsidence Investigation SDII Project Number:3023547 Quiros-Martine:a Residence-Zephyrhills, Florida APPENDICE S Subsidence ln��stigation Quiros-Martinez Residence-Zephyrhills,Florida SDII Project Number•3023547 APPENDIX A EXPLANATION OF METHODS Ground Pen�etrating Radar Ground pene�trating radar (GPR) is a geophysical exploration tool that is used to detect shallow conditions in the soils adjacent to, and with appropriate conditions, underlying a structure. The method involves towing an antenna that generates a signal in the radar frequency range. This signal penetr�.tes the soil and, upon encountering changes in soi] conditions, a portion of the signal is reflected back to the antenna. By measuring the two-way travel time of this signal as it returns from .a reflector, the general configuration of soii horizons can be mapped. The depth of penetration and quality of the data depend on the subsurFace materials. GPR methods are used to detect unusual soil conditions (anomalies) in the shallow subsurface. These anom;�lies may reflect sinkhole conditions, underground utilities, changes in soil composition, water content, or orientation; and many other conditions. SDII tests these anomalies directly by standard penetration testing, cone penetrometer, or we place a boring between the anomaly and structure in order to determine if conditions represented by the anomaly extend to the structure. GPR methods are described in ASTM (American Society for Testing and Materials) Method D6432. Hand Auger Borings Hand auger borings are utilized to collect soils near the foundation of the structure and in areas where sampling of the soils in the shallow subsurface is prudent. The hand auger consists of bucket-type s,�npler and an extendable handle. The bucket sampler has sharpened tines designed to cut into th�,; soil. The soil passes through the tines and into a 3 inch cylindrical container from which the sai��ple is removed. Soil samples are collected in increments of 6 inches. Soil samples are placed in1��containers and labeled for classification in the Iaboratory. Hand auger b�orings are collected according to ASTM Method D1452. Test Pit Exc;7vations Test pits are excavated at the foundation of investigated structures. If additions have been added to the house, or if the investigator has reason to expect that the foundation vary around the structure, more test pits will be excavated. The investigator excavates to the bottom of the foundation, n��tes the manner of foundation and slab construction, and takes measurements where possible. There are no ��ublished standards for test pit excavation. Subsidence Inve�,tigation Quiros-Martine�z Residence-Zephyrhills,Florida SDII Project Number•3023547 ------- Push (Hand).Penetrometer Measurements The hand perietrometer measures the force required to thrust a probe into the soil. The hand penetrometer has been in use for many years, and experience has shown that there is a strong correlation be;tween penetrometer readings and the bearing strength of the soil. The farce required to advance the penetrometer is measured in mass per unit area. There is no st�indard method for the hand penetrometer. Standard Penietration Testing The Standard Penetration Test (SPT) is the most widely used method for testing the strength (bearing capac;ity) of a soil. SPT is a standard method that involves driving a split spoon sampler into the soil b;y dropping a 140 lb. hammer 30 inches onto an anvil connected to the drill siring. The number of hammer blows required to drive the spoon in 6-inch inerements is counted(these are termed blo w counts). For an 18-inch spoon, there are three blow count measurements, which are recorded as n�/n2/n3 (i.e., 3/4/15). The blow count for the first 6 inches (nl} is considered a seating blo� count and is not considered a meaningful measurement. The seating blows set the spoon and caL�se the spoon to pass through any materials that have fallen into the hole or that have been disturbed by drilling. The second and third blow counts (n2 and n3) are summed (N = nz + n3) to pr�,,duce the N value. N is measured in blows per foot of penetration. If a 24-inch spoon is used, the second and third coLmts are used to calculate N. The fourth 6-inch interval is for added info�-mation and sample recovery;the count is not part of the N determination. The split spoc�n is a hollow cylinder 2 inches in outside diameter and 1.5 inches inside. The spoon is split iin half along its length (18 or 24 inches) so that the soil can be recovered after the spoon is retrie�ved. The spoon is broken open, and the soil can be easily extracted from the spoon for characteriz��tion. It is possible t�;� conduct SPT continuously above the water table if the soils do not cave into the borehole and if ASTM methods are properly followed. Unless there is a risk of encountering buried utilitie�; or caving is probable, SPT measurements are usually taken continuously to a depth of 10 fe„t. If encountering a utility is a concern, the first few feet of the borehole may be hand augered. If caving is a problem, the SPT method utilizes drilling mud (a clay-water suspension) to stabilize the walls of the borehole. Typically, at 10 feet depth or when the water table is encouritered,caving is a concern and mud rotary baring begins. Rotary wash t�oring utilizes a rotating drill bit to cut through the soil. Drilling mud is flushed down the cent:;r of the drill pipe and bit (drill string), and it rises back to the drilling tub at the land surface �,here it is recirculated into the drill string. The mud cools the bit, stabilizes the borehoie wall,r, and flushes cuttings out of the hole. The ASTM method calls for drilling by rotary wash m��thods for 3.5 feet, then using the split spoon to determine blow counts and collect soil samples fitir the next 1.5 feet. Therefore, once mud rotary drilling is necessary, one N value is collected pez 5-foot interval. Subsidence In��estigation Quiros-Martir�ez Residence-Zephyrhills,Florida SD1I Project Number�3023547 ----- SDII utilizes a unique method to track and document circulation of drilling fluid. The Glossar defines the t�;;rms used to note the condition of circulation,and the SPT boring logs(Appendix C present the relevant data for each borehole. We track two conditions: flu�d return to the surface from the bor�;hole and loss of fluid from the borehole into surrounding strata. If the drill bit becomes clogged or if the clay content of the drilling fluid is hi increase the I7uid viscosity and prevent the pumps from circulating the liquid, circulation may be gh enough to reduced or e liminated. Loss of drilling fluid movement for these reasons does not suggest the presence of cavities or other sinkhole-related phenomena because the volume of drilling fluid in the system does not change. SDII's boring logs state the initial flow of drilling fluid through the system and t.fien track any reductions in flow in order to separate loss of return of the mud to the surface from within the borehole from loss of the fluid from the borehole into the surrounding strata. If the drillinF; fluid flows out of the borehole into the surrounding strata, drilling flwd is lost. This is knowii as a loss of drilling fluid circulation and the rate at which the fluid flows out of the borehole into the surrounding strata can be used to understand the nature of the permeable zone into which th�e liquid flows. If the permeable zone is a cavity or contains large pores, loss of fluid circulation is rapid. lf the fluid is lost from the borehole slowly, it is probably moving into sand or other mate:rials that are permeable but not characterized by pore spaces large enough to take rapid movem,ent of a viscous fluid. The terms used to document losses of circulation are defined in the Glossary, and the data are presented on the boring logs Appendix C). At the beginr�ing of each use of the split spoon, the drill string will be placed in the borehole and allowed to rest on the bottom of the hole for a few seconds, lf the drill string sinks or drops under its own weigirt, a "weight-of-rod" (WOR) event occurs, and WOR-strength materials have been encountered. After sufficient time is provided with the spoon resting in the hole, the weight of the hammer i s added to the static load. Again, the rod, spoon, and hammer may sink or drop to cause a wei;�;ht-of-hammer" (WOH) event. WOR and WOH events may reflect voids, disturbed material, or s.�oft soils. The longer the drill string the more weight is piaced on the soils and the less meaningful is the WOR or WOH event as a diagnostic toot. The rapidity of the decline during a WOR or WOH event assists in understanding the nature of the material Ulrough which the drill string passes. As a result, SDIl utilizes a unique method for describing W'OR or WOH events. For example, a rapid WOR or WOH event is more likely to reflect penetr��tion of a void (or extremely weak strata) than is a slow downward movement of the drill string. The terms used to denote the rapidity of movement of the drill string during a WOR or WO:H event are defined in the Glossary, and the borehole-specific data are presented in the right hand column of each SPT boring log(Appendix C). ASTM Meth�>d D 1586 governs the SPT process. Dynamic Co�ae Penetrometer Test The dynamic cone penetrometer (DCPT) is a hand-held penetrometer that operates in a fashion similar to the SPT. The cone point is seated 2 inches into the undisturbed bottom of the auger Subsidence lnve�;tigation Quiros-Martine:z Residence-Zephyrhills, Florida SDII Project Number•3023547 �__- hole to be sure that the cone is completely embedded. The cone point is the into the soi] u�ing the ring weight hammer falling 20 inches. The blow cou lb. hammer to drive the cone can be directly correlated to the blow�o n driven 1-3/4 inches by SPT. Therefore, the DCPT is a method of choice for testing the stren nts required for the 15 foundations, in closely confined spaces, or where there is some �sk o nts and N value obtained correlations b�;tween the cone penetrometer and ASTM D1586 Penetr �h of shallow soils near Sampling of S��ils)on a blow-count basis are used to develo N val f soil collapse. Empirical � ation Test and Split-Barre] There is no A,�>TM method for DCPT, but ASTM S p ues for each of the tests. the instrument and the correlation with SPT blow counts. pecial Technical Publication No. 399 rev�ews Cone Penetra��eter Tests SDII utilizes two versions of friction cone penetrometers. One, the cone enetr standard cone that, because of its size, is inserted b for resistance, The second a " Y a hydraulic ram installed o aeheavy�,obje t inserted with ,� r� ' mini-cone" penetrometer, utilizes a smaller cone and can be mounted on a small vehicle or anchored to the house. While it is more portable, the d!epth of penetration may be limited when using the smaller cone ASTM methods have been developed for the cone but not for the s penetrometer. "t'he data from the two methods are comparable and are interpreted�e enetrometer. maller mini-cone On both syste.rns, the cone includes two sensors. The tip sensor measures the r . s�e way. soil being pene;trated to insertion of the cone. The second sensor, which is a sleeve the cone just above the ti esistance of the p, measures the frictional resistance of the soil against the s d s o�f the cone. The fricl:ion ratio(sleeve resistance divided by tip resistance, ex presse d as a erc especially usei'u] for identifica tion of raveling conditions in soils. The advanta es of u p entage) is ypes of electronic fnction cone systems are ability to identify raveling zones and collec ' continuous dat:,a with depth. The resistance data from the cone penetrometer�g se of both N values obtai�zed from SPT. The d i s a d v a n t a g e o f c one penetrometer testin is th t��n of c a n n o t be co l lected. For this reason SPT is the primary investigation metho b e c o r r e l a t e d t o g at soil samples ASTM Methocl D5778 d used by SDII. governs use of the cone penetrometer. The results of comparisons of tlie results of the smaller mini-cone with the cone penetrometer show that the smaller provides direcitly correlated strength measurements. Since the friction ratio is a ratio resistance measurernent, it can be directly used for sinkhole evaluation and is not sub'e System uncertainties o,r concerns associated with correlation of the mini-cone penetrometer to the �Ot a penetrometer rnethod. ,1 ct to any one Relative Floor Elevation Map If it is determi.ned that the elevation pattern of the floor can provide meanin ful info about the caus;;s of damage to a structure, a floor elevation map is prepared. The fl g rmation map involves laying out a grid inside the house. SDII staff does not move furniture and ot objects, so the grid is limited to accessible areas. A manometer is then used to deteroor elevation elevations to i:he nearest 0.]-inch accuracy. The floor elevation pattern is represented her contour map s]-�owing relative elevation. mine relative by a Subsidence In��estigation SDIl Project Number:3023547 Quiros-Marti;nez Residence-Zephyrhills, Florida Normally ac�;epted construction tolerance for the "levelness" of conerete floor slabs is 1 inch in 20 feet. Thi:� translates to approximately 1/4 inch in 5 feet. SDII recommends that a floor slab elevation ma:p be created if initial site data indicates a slope in excess of 1/4 inch in 5 feet. The resultin��;map is not prepared by a licensed surveyor and is not to be considered as a survey as regulated by §472 Florida Statutes. There is no standard method for floor elevation map preparation. Soil Classifi�c;ation All fonnal clescriptions of soil ty.pes, colors, compositions, textures, and other properties are completed ir� SDII's soils laboratory. The classification process follows ASTM methods and utilizes Unified Soil Ciassification System (USCS) notation. SDI1 includes both geologic and USCS descriptions in its soil characterization in order to assist in determination of the origin of each soil typ��and geologic material and determine the engineering properties of the soil. For visually�;lassified soils,ASTM Method D2488 is utilized. Method D2487 is utilized for soils that have beer�subject to Atterberg Limits and gradation(grain size)analysis. Particle Size Analysis (Gradation Analysis) Particle size ,.inalyses are performed in SDII's soils laboratory. The simplest method used is wash gradation usiing the 200-mesh U.S. Standard Sieve. This separates the particles coarser than 0.075 mm fr�am the finer materials. The proportion of the soil fraction finer than the 200-mesh screen (-200 fraction) is utilized in the USCS soil classification system. For a full grain size or gradation curWe of sand-sized materials, the dried sandy soil is passed through a nest of sieves. If grain size data are needed on fine sand, silt, and clay fractions, the hydrometer method is uti 1 ized. Appropriate ;�rain size or gradation data are obtained by use of ASTM Method D422. The -200 fraction is determined according to ASTM Method D140. Moisture Co.ntent,Organic,and Ash Content For determin,ation of the moisture content of a soil, the soil sarnple is oven dried, and the weight loss is attribu�ed to the mass of moisture lost from the sample. The moisture content is calculated by dividing t',rie weight of water in the sample by the dry weight of the soil and then multiplying by 100 to ob�tain a percentage. The organic and ash contents are determined by loss of weight upon destruction of the organic material in a furnace. The organic content is the percentage of mass of the c;lried sample lost upon destruction, and the percent ash is the weight of dry solids after organic destruction divided by the dry weight of the sample with organics included. This measurement is also expressed as a percentage. The percenta�ges of moisture, organics, and ash are determined according to ASTM Method D2974. AST]�✓I Method 2216 also governs moisture content measurements. Subsidence lnvc;stigation SDII Project Number•3023547 Quiros-Martinf;z Residence-Zephyrhills, Florida Atterberg Li�mits Data Atterberg Limits data (Liquid Limit, Plastic Limit, and Plasticity Index) are determined by measuring the; rnoisture content of a fine-grained soil sample at which it ceases to be plastic and becomes sem�!-solid (Alastic Limit) and at which it becomes liquid (Liquid Limit). The Plasticity Index is the d.ifference between the two measurements. Atterberg Lirr�its data are obtained using ASTM Method D4318. Damage as a r��sult of shrinking and/or swelling may occur when clayey soils are found to depths up to approxi��nately 20 feet below the land surface.8 At clay depths over approximately 5 feet below land sur�face damage typically results from shrinkage. The zone where clay shrinks and/or swells is know�n as the active zone. The U.S. Army Corps of Engineers has developed a classification system for potentially expansive soils.9 This classification system, which is based on the Atterberg Limits data, is shown in Tabl;�A-1. Table A-1 Classi�cation of Expansive Soils Using Atterberg Limits A�yT�� #'.C+ � "cE,°Sd � : :'. . ;...,,. „a -„ ,.. Z:::: �<: . .x�+�'. ��.a� 3��`c„""v°"i�fi��.4bF:<.p:....; a ua:";�✓ 4.: ��. �,�<a; -�"=,.�a:.^�''.''�y'�'�'y�;;Y�'�;r�'`"r � a. �.i�� . '� `.�c'�� .3��."aF'*:= .� o y"' ��'�u�� '�,`�,�'r�z 13� �a. �� . '� r � �� M� ��'rr' .fi e • �„ � y�m., �'M" a r;>�� `�':.�'3 �`r.. '�a� „ .Cf s? .. '`�„�iae4 �(�� '��,Y�3:< J�N�� .rf%.�,`� .$.iR� �� 1.''s,:3�.e'.°.t� ^ P"icFiAC V�qy' },�'3- ;.�,:,•^sn �9�bV � . ;�.597'..'M "'#"d�-r'9. .�s�__�^�= �9/ •y.N y�-ae°f,�-`••TS� � �:�X��'°a;�;,^3�>.�.�.�y:x 'aiY� -� '�°->.��;�'g� ';i� -'='E" h=�".s g`�, ': ' � �.��3.".cY"��.�`--'_., �6�s°°{ . �' :_k'A.'�� .�'.�K°'_ _:s'��..`�-,. .[<', '''s;a'.. ..3' .�� .�'fb�"x�q;,bs�.:NA': Low Less than 50 Less than 25 N(arginal 50 to 60 25 to 35 High Greater than 60 Greater than 35 From U.S llepartment of the Army USA, 1983 Foundations in Cxpansive Soils.,TM 5-818-7,p 4-1 Activity Deteriminations ln order to clas,�ify fine-grained soi(s (silt, clay) and clay-rich sands as to expansive properties, the activity is r:alculated by dividing the Plasticity Index by the percent of the soil finer than 0.002 mm (the olay fraction). The activity is plotted against the percent clay (<0.002 mm) on a 8 Schmertmann,J.1�[.,and D.K.Crapps, 1980.Slope eff'ects on house shrink-swell movements.Journal of the Geotechnical Engi�neering Division,American Society of Civi]Engineers,v. 106,No ST12,pp. 1327-1343 9 Department ofth�� Army USA, 1983 Foundations in Expansive Soils. Washington,DC,TM 5-818-7,Chapter 4. Subsidence Investigation SDII Project Number:3023547 Quiros-Martine;z Residence-Zephyrhills,Florida graph (Swell�ng Potential Diagram) developed by Seed et a1.10. The approximate swelling potential is de:termined by the position of the point on this graph. There is no Ai3TM method for calculation and use of activity, but most geotechnical engineering textbooks and Seed et al. present the method. 'o Seed,H.B., K.J Woodward,Jr.,and R.Lundgrin, 1962.Prediction of swelling potential for compacted clays. Journal of'Soi1 Mechanics,Vol.88(SM3),pp.53-87. Subsidence Invc;stigation SDII Project Number•3023547 Quiros-Martinez Residence-Zephyrhills,Florida APPENDIX B RESULTS OF THE HAND AUGER BORINGS Z �+ Z N Z '�C � Lt� z �,�y 7 c¢n �N u¢i � � m U = ,.v`3 � O g}� p ° ti Z d ...i wv�°� w �-3 �, p W o a� � O 3_° '° Z ��3�:�e � Q� _ � O v�d' �, o -r U` F-.`o:p'in C7 .n �-o o � �.y �n � }�am; � ;,° �a� ° a C7 CG � � O JCnL�"> J 16 N �4.-. � y O �' �' a.0 = � ? O N O M O S'5,....t� 7 f�7 �� n.��.� �� m � J y�..7 a.�c�� w a�>r� � � a�i � ►W- C7 F w cu �;' � Z �a O Q m Q Q � N � � 0 0 z o 2 - . . . . . . , . . . . . . . . � � � zz . . . �. . . ' � m 'L�, � w . . . . . . . . . . . . . W �� o�. m a O N V CO cD r z � N � aN a � � N o a `��" o a � ¢ �� x C ,,,., Q �n �� cn o a .� Z z E-� ,°y�° ' � "E N � = w U ?� j: �a °� � �a � �..,, CC, CG Y' ��3�•_:: � °� c-o o W v�jO O A G7 U' � �=p'ii,� U' .n � N w y.�n a�s: y �° a� ° } � � J(n L��:=� J (0 N �6... al �l � (> � �' N O'" 2� a.0 �� V 'Q V] y � � O�>'�"z-, O^�"'a � m Z W L� O-`�°cici �� 'am � a�i � � G] U 4 a�i C�:� cn a�>r�v, M � O � � ¢ �� a a _ - . . . . . . . . . . . . . . Q . . . . . . . . . . � O N V (O aD .- _ W J m ¢ o� Q �� H tn �,p� l� o Q W W��jy�� W �� N H o a�:� o =:� � � v7y� , o� ° � ��E.�- � � E � � o = >-=i3�f: >- �'� �� v� ��a.c 3: � n� � (�d S W`Z Q-p1N O~>L^07 Oa�^f0 }�C 0 Q W QI�/ 6.?JCD U) n.��ll� w >� I- Z ❑ W O ��o N Q ��rw 4 � . P . � . .� . . . , , ' , � y �rC _ �� . . . . ." . . . . � O�Q o cv c co co .- Q �C7`��(„ U v�i O °z �� °z � p ai �Q can�>-a x E >, o fn c� o�o�� o�'�= � � � aY �`�"� ��'O �_ �a o � � � z JuJ°o J�nmo" �°� o LL7 �'� WW O=a c t� p=n"-o �o m 1- Y. X J m �_=�� o�,'z,�. � �� o a z � aa r O-.�N ai co �s � >(� Q n.�.JCfl w d�i>� m � a� f- X � a ZJ o� OQOa = v� � � ° r� u� a V w �a a Wza ►-� OC) WW S78 . . .' . N OI W � W= (3 3) H 1 d 3 4 o c.i �a � ao � z v� ? a� Subsidence Im�estigation SDII Project Number:3023547 Quiros-Martinez Residence-Zephyrhills,Florida APPENDIX C SPT BORING LOGS � J a � � PENETRATION BLOW � COMMENTS CiESCI�IPTION a Water Table ow 00 � blows per f0ot COUNTS > Drilling Fluid Losses - Z ft.=ft. bis t p ( Ypical) POORLY GRADED SAND(SP): ' Brown(7.5`r'R 4/4)fine to medium � Hand auger boring from 0-4 ft. quartz sano � POORLY GI�ADED SAND(SP): ppt resistances @ 1,2,3,4 ft.• Very loose i:u Ioose 35/55/23/18 kg/sq cm Yellow(2.5'�'8/6)fine to medium 5 '� quartz sand NoEV from 4-28.5 ft. � 2/1/2/2 3 ' t 2/3/4/5 7 POORLY GF2ADED SAND(SP): ' Loose ! 1� Pale-yellow�2.5Y 8!2)fine to � 3/4/5/5 g medium qua�etz sand EFR @ 10 k.@ 15 gpm ; � CLAYEY SA,IVD(SC): 15 Loose to meciium dense � L� � Very-pale-brown(10YR 7/4)clayey 0 20 40 60 8010 6/8/8 16 fine to medium quartz sand i � � i i � 20 � �isi�o �s ; � r �� 25 � ' 2/3/6 g I � � MOD/WOR from 28.5-29 ft. 30 0 20 40 60 8010 WOR/2/4 6 � — -- �� i i � NoEV from 33.5-43 5 ft. 35 * 2/4!4 g i I i 1 i 40 ;, �, �vs 5 RLOC @ 43.5 ft. ' DB from 43.5 ft.to end of boring MOD/WOR from 43.5-50.5 ft.,then 45 CLAY(CUCH): � �� , Very soft 0 20,40 60 ' 8010 WOR/WOR/WOR WOR Very-pale-brc�wn(10YR 8/2) Drilled hard from 46 ft.to end of calcareous cl.ay(slightly HCI � \`�. boring SPT BORING LOG p SITE NAME: QUIR�S-MARTINEZ RESIDENCE COOPERATIVA DE SITE LOCAT'ION: ZEPHYRHILLS, FLORIDA SEGLIROS MULTIPLES nES[c1vED sY: T1,� RO]ECT NO: 3023547 BORING ORLANDO, FLORID�► CHECKED BY: MLF BORING DATE: 06/14/10 B-i DRAWN BY: YBC PAGE NO.: 1 OF 2 � J = y m PENETRATION BLOW J COMMENTS �-- � � I�ESCRIPTION Q Water Table Qm � bloWS per fOOt COUNTS Z Drilling Fluid Losses . ft. =ft. bis(typical) � �roa i�al - � UMESTOIVE: Strong to E;xtremely strong NoEV from 48.5 ft.to end of boring 50 Very-pale-brown{10YR 8/2) , 30/50+ 100+ 50 blows for 3 inches of penetration limetone gtavel and granules,with @ 49 ft. calcareou:;clay �,, � / , 55 � 14/14/25 39 £; .,"'� 60 " OT20�40T60T8010 7/11/18 29 TOB @ 60 ft.bls. Grouted borehole 65 70 75 oT2oTao so`ao�o 80 85 90 ,��. SPT BORING LOG ;�'''. SITE NAME: Q�ROS-MARTINEZ RESIDENCE COOPERATIVA DE SITE LOCATION: ZEPHYRHILLS, FLORIDA SEGUROS MULTIPLFS DPSIGNED BY: TJM ROJECT NO: 3023547 BORING ORLANDO, FLORID�A CHECKED BY: MLF BORING DATE: 06/14/10 B-i DItAWN BY: YBC PAGE NO.: 2 OF 2 $ J _ � m PENETRATION g�pyy � COMMENTS J I�ESCRfPTION Q Water Table o °0 � blows per foot COUNTS � Drilling Fluid Losses p - z ft.=ft. bls(typical) POORLY I�RADED SAND{SP): Brown(7.5YR 4!4)fine to medium Hand auger boring from 0-4 ft. quartz sand CLAYEY S,AND(SC): ppt resistances @ 7,2,3,4 ft. • Very loose to loose 31/25/15/12 kg/sq cm Yellow(2.��Y 8/6)clayey fine to �j medium quartz sand NoEV from 4-38.5 ft. I 2/2/2/2 q 1 * 2/3/2/3 � , 5 �a +; 3/3/4!4 7 ' EFR @ 10 ft.@ 15 gpm � i I f CLAYEY S�'rND(SC): ,�i 15 Medium derase Light-brown�ish-grey(10YR 6/2) 0 20 40 60 8010 5/6/7 13 clayey fine b�medium quartz sand � '�� Driited hard from 18.5-22 ft. 20 r 9/12/14 26 ,' Drilled hard from 23.5-43 ft. 25 ` * � 4/5/6 11 i I 30 0�20 40 60 8010 41519 14 �� ' CLAY(CUCH): 35 ="�y: �: Very soft to.aoft ; ~�- : Pale-yellow i;2.5Y 8/2)calcareous t z�1�2 3 ,,,",." clay(strong FiCI reactive) i � MOD/WOR from 38.5-39 R. 40 t WOR/1/2 3 � i �° � NoEV from 43.5-48.5 ft. 4� Drilled soft from 48.5-53.5 ft. 0 20'-40T60T8010 2/2/3 � � I I RLOC @ 48.5 ft. SPT BORINC LOG •�`'�� SITE NAME: QUIROS-MARTINEZ RESIDENCE COOPERATIVA DE SITE LOCATION: ZEPHYRHILLS, FLORIDA SEGUROS MULTIPLES D�s�GN�v BY: T�M PROJECT NO: 3023547 BORING ORLANDO, FLORIDEI. CHECKED BY: MLP BORING DATE: p6/�4ryp B_2 DRAWN BY: YBC PAGE NO.: 1 OF 2 � J m PENETRATION BLOW � COMMENTS F-' J IUESCRIPTION � 0 00 � blows per foot COUNTS Q Water Table � Drilling Fluid Losses - z ft.=ft. bls(typical) 'A� � DB from 48.5 ft.to end of boring Y �' � MOD/WOR from 48.5-5�.5 ft.,then 2, 50 9, �>��. then MOD/WOR from 51-51.5 ft., ; WOR/WOR/WOR WOR then MODlWOH from 51.5-53.5 ft., yp � then 14/4/5(ail in same spoon) LIMESTOt�fE. 55 Weak to e:dremely strong �`� Very-pale-brown(10YR 8/2) � 14/4/15 g limetone g�ravel and granules with calcareous ciay i ' MOD/WOR from 58.5-59 ft.,then 1, 60 � then MOD/W�H from 59.5-60 ft. ,� 0'20T40 60T8010 WOR/1 WOH 1 P `1 � Drilled hard from 62 ft.to end of boring 65 �, ' 21/10/18 28 �i i � 7a 1 , 18/18l11 2g � 75 - T.J� 0'20T40 60 8010 11/36l50 86 TOB @ 75 ft.bls. Grouted borehole 80 85 90 SPT BORING LOG '�'��°° SITE NAME: QUIROS-MARTINEZ RESIDENCE COOPERATIVA DE SITE LOCATION: ZEPHYRHILLS, FLORIDA SEGUROS MLILTIPLIrS ORLANDO, FLORIDA DFSIGNED BY: TJM ROJEGT NO: 3023547 BORING CHECKED BY: MLF BORING DATE: 06/14/10 g_2 DRAWN BY: YBC PAGE NO: 2 OF 2 � o a m � DESCRIPTION PENETRqT10N BLOW � COMMENTS o ai biows per foot COUNTS � Water Tabte Drilling Fluid �.osses � Z ft. =ft. bls t POORLY GR E�A D SAND(SP)� � YP�CaI� � BroWn(7 5YR 4/4)fine to medium quartz sand Hand auger boring from 0-4 ft. '. POORLY GRADED SAND(SP): Very Ioose to loose ppt resistances @ 1,2,3,4 ft. Yellow(2.5Y 8/6)fine to medium 1 9/2 312 1/8 kg/sq cm 5 quartz sai7d f NoEV from 4-23.5 ft. �� 2/1/2/2 g i • � Z/3!2/3 5 10 * � 3/2/3/4 5 �� EFR@10ft.@15gpm � CLAYEY SAND(SC): �i 15 �aase to medium dense ! � Very-pale-t�rown(10YR 7/4)ciayey 0 ,20 ' 40 60 8010 6/6/7 fine to meciium quartz sand 13 20 �; �� 8/10/12 22 ,' t 25 i� MOD/WOR from 23.5-24 ft. � � WOR/5/4 g �. , 3� � NoEV from 28.5 ft.to end of boring 0�: 20 40 60 8010 2/3/5 g i; i 35 � t 2/2/4 g i � 40 ;, • �, 3/4/5 g I ' 45 '� 0�20 40 60'-8010 5/3/4 7 i� I I I I ,,�� - SPT BORING LOG COOPERATiVA DE s' SITE NAME: Q�ROS-MARTINEZ RESIDENCE SEGllROS MULTIPLI;S S1TE LOCA1"ION: ZEPHYRHILLS, FLORIDA ORLANDO, FLORIDA DESTGNED BY: TJM ROJECI�NO: 3023547 BORING CHECKED BY: MLF BORING DATE: 06/14/10 B_3 . DRAWN BY: YBC PAGE NO: 1 OF 2 Glossary of Terms SDII Global Corporation Company Confidential--For Use By Company Staff and Clients Only Sediment—Sediment consist of geologic materials that have accumulated process of sinkhole formation.For example,we might conclude that there at or near the earth surface by deposition from a transport agent,such as is evidence that a sinkhole is developing at a site,and then call the on- the sea,rivers,or lakes. gomg sinkhole-formation process smkhole activity Sedimentary rock—Sedimentary rocks consist of lithified sediments. SLO - Th�s symbol on the boring logs mdicates that there was a slow decline of the drill string under weight of hammer or weight of rod.Slow Semi-confining unit—A body of material of low hydraulic conductivity declines are deftned as a 0.5 to 5 foot downward movement of the drill (permeability) that allows some leakage of water into underlying or strmg m 30 to 60 seconds. Slow WOR or WpH events are likely to overlying aquifer units. reflect soft(low density)soils or sediments,not open voids. Series — The geologic term for matenals deposited during an Epoch. SLU�—Slow loss of circulation.This symbol is used on boring logs to Sediments deposrted during the Miocene Epoch,for example,belong to �ndicate that drilling fluid was lost to the formation at a rate that allows the Miocene Series the fluid level to drop in the borehole at a rate less than 5 feet per minute. Shelby tube—A Shelby mbe is a cylindrical sampling device that is pushed Slow bss of circulation-See SLOC. mto unconsotidated soil to obtam a continuous soil sample. Slow weight of rod or hammer-See SLO Shed roof—A roof containing only one sloping plane and has no hips, ridges,valleys or gables. Smectite — Smectite is the cla mineral y group that includes montmorillonite Shell — In the context of soil or sed�ment characterization, shell is a sediment that predominantly consists of shells or shell fragments of Soffit—The exposed underside of the roof projection or eaves,frequently organisms Shell deposits are common in the Pliocene to Recent with an opemng for attic ventilation. sediments of central and south Flonda Soil — This term is used d�fferently by geotechnical engineers and Shell bed — A shell bed is a stratum that is predominantly composed of geologists. To geotechnical engineers a soil is an unconsolidated shell mixed with other sedimentary particles. aggregate of partcles that can be classified by the Umform Soil Classification System, a size and properry classification system. Signal attenuation(absorption)—Attenuation is a reduction in amplitude Geologists and many soii scientists use a genetic classification where a (strength) or energy caused by the physical characteristics of the soil is a physically or chemically altered matenal capable of�,�rowing transmitting medium during geophys�cal exploration. crops.As such,soils are related to weathering at,or near,the land surface (wrthin the top 60 mches).Soil scientists name soil assemblages in much Siliciclastic—Silic�clastic pertains to particles of sediment or sedimentary the same way geologists name rock and sed�ment stratigraph�c umts. rock that have been transported and that are composed of silica- Named soils (e.g., Myakka fine sand) have common structure, containing minerals. composition,and origins.(see Paleosol). Sleeve stress —The sleeve stress in a CPT log expresses the amount of Soil behavior type—The soil behavior type is calculated by use of the tip frictional stress experienced by the sleeve,wh�ch�s located d�rectl above �d friction ratio measurements obtained during CPT sounding.The soil the tip of the cone.The sleeve stress is a direct measure of the propens�ty behavior type does not necessanly accurately predict soil types penenated of soil particles to move around the cone and push against the sides of the by the CPT Rather, it approsimates how the soils being penetrated sleeve as the cone advances mto the subsurface. compare to tip and sleeve shesses of"typical"soils. Sili piate—The board secured to the top of a foundation wall on which the Soil creep-All soils and unconsolidated sediments on sloping land move framing rests. downhill over time. The process of slow, down-slope movement w�th individual particles moving moreor-less independently is termed soil creep. Silt—A grain-size term used to describe the particles in sods,sediments, and sedimentary rocks. Silt sized partides range from 0 004 to 0.0625 milhmeters(mm)in diameter according to the Wentworth scale used by �oi1 P�P�ng—Laterally hmited,vertical areas of loose sod often caused by geologists Soil scientists use a sl�ghtly different size range of 0 002 to downward vertical movement of the soil (raveling). On a ground 0.005 mm. penetrating radu section,these would appear as discrete,highly curved convex-upward reflections.See p�pe. Siltstone — Siltstone is an indurated or lithified deposit that is Soil tone—A characteristic color or hue of surficia]soil or sediment.Soil predominantly composed of silt-s�zed particles tone is used as a criterion for identification of photolinear features and fracture traces because soil tone changes with moisture content and Sinkhule — A smkhole is a landform created by subsidence of soil, composition of the soil.Both of these features can result from fracturing sediment, or rock as underlying strata are dissolved by �,�round water or other geologic or hydrologic conditions. Sinkholes can form by collapse mto a subterranean void created by dissolution of limestone or dolostone or by subsidence as these strata are Soil zones—As many soils form,that undergo a number of physical and slowly dissolved away See cover collapse smkhole, cover subs�dence chemical changes that result in wnation. The upper zone(the A zone) sinkhole,rock collapse sinkhole,and paleosmkhole. includes a shallow,organic-rich layer(AO zone)and a deeper,leached zone(A1 and other A horizons) The leached zone is charactenzed by Sinkhale activity — Chapter 627 707 of Florida Statutes requires that p�e colors and a lack of clay-sized particles.The B zone hes under that A sinkhole claim imestigations be wnducted by professionals qualified to zone and is ofren characterized by accumulatwns of clay and iron oxides identify "sinkhole activity" SD[I uses this term as a synonym for the leached and/or washed down from the A zone.The C zone underlies the s''�� Page 9 of 11 SDII Global Corporation,�02004 Glossary of Terms SDII Global Corporation Company Confidential--For Use By Company Staff and Clients Only B zone and consists of relatively unweathered host materials from which by a 140-pound hammer dropping 30 inches. The number of blows the soils form required to drive the sampler one foot is termed the blow count(N). tiolution sinkhole(below)-Sinkhole formed by the slow subs�dence of Steady state - The term steady state indicates that conditions under soil or sediment as the upper surface of the underlying, water-soluble observation are balanced and not changing during the period of sediment or rock is removed by dissolution. See cover subs�dence observation. For example,steady state exists when the established fluid sinkhole. �etum(EFR)is constant. Subflooring-The boards or sheet material laid over joists or plywood, over which a finished floor is laid _ ��"'O°•,"'----^--�___---._.�r;Y�__ --_--_ �-_ _ _.. _____________ _ Surficial aquifer system-Where it occurs,the surficial aquifer system is :____,____________________________________ the uppermost hydrologic unit that is contiguous with the land surface and ' - ' " '-'-�---'--- , contains the water table.The surficial aquifer system may be composed -.-_ - _ = ` •-- - , of one or more rock or sediment types including sand,clay,limestone, -- - _ __ and dolostone. Pliocene to Holocene sediments typically comprise the _ :' _ surfic�al aquifer system. _ - Surficial sands-A term applied to the sandy,marine terrace sediments . found throughout Florida. Suwxnnee Limestone-The Oligocene Suwannee Limestone crops out m many areas of westcentral Flonda.Where it�s near the land surface the Suwannee commonl develo s karst features ��3-n �:��. ��,esiur Y P $OlutiOn Sinkh0l¢ Tamiami Formation - The Plio-Pleistocene Tamiami Fortnation is composed of a complex mixture of interbedded sand,shelly sand,clay, Some-Used to indicate that the property bemg described�s estimated to be �d limestone. It is found throughout south Florida The Tamiami from 30 to 45 percent in abundance Formatwn may form paR of the surficial or mtermediate aquifer system. Sorted-Term used by geologists to mdicate the range of grain sizes in soil, Tampa�lember-The Tampa Member(formally the Tampa Limestone)is sediment, or rock. Well sorted ind�cates that the material consists of a sandy limestone with mterbedded clay and sand that occurs near the mostly one size of particles and poorly sorted indicates that the material base of the Arcadia Formation of which rt is a member contains a w�de range of gram sizes.See graded. Terrace sands-Sandy sedimentary deposits formed in shallow marme and tipan-The distance between supports of a beam,girder,arch or huss In coasial em�ronments.As the sea level fluctuated during the Pleistocene roofing,the horizontal distance from eaves to eaves Epoch,multiple tenaces formed,each characterized in Florida by a range in elevations above sea level. These sea-level fluctuations buried many ancient smkholes,thus masking their existence. Split spoon sampler-The split spoon sampler is placed at the termmus of the drill string for standard penetrat�on testing.It consists of an 18-or 24- inch metal tube ffiat is split longitudmally After the penetrahon testing, Terrazzo-Highly poLshed flooring made of cement and marble ch�ps. the spoon is retrieved,broken open,and soils samples are recovered. Tip stress - The hp stress (or tip resistance) is the amount of stress Spoil-Spoil is a term that refers to fill materials.For example,when finger experienced by the tip of the CPT as it is advanced into the subsurface. canals are dredged,the dredged materials may be placed along side of the The tip stress measures the relative density of the soil and its ability to be canal as a spoil bank penetrated. Spread footing-The rectangulaz base placed beneath the foundation to ��°Pography-The distribunon of elevations of the land surface. distribute the building load over a greater area. Tm•reya Formation - The Miocene Torreya Formation �s informally SPT'-See standazd penetration test. divided into an upper silic�clastic unit and lower Irmestone unit.It occurs in upland areas of north Flortda and southern Georgia. SRR-Some reduced return.This term is used on boring logs to indicate that 50 to 75 percent of the drilling flwd is actively circulating.It is used Trace-Used to indicate that the property being described is estimated to be to quantify that circulation is being mhibited This does not�mply that less than 5 percent in abundance. fluid is being lost to the format�on The circulation system may have lost efficiency as a result of clogging or excess mud. 'I'ransect-A line or profile along which geophysical data are acqu�red. Stair-step crack-A crack that follows the pattem of cement block or bnck Truss-A rigid,open web structural member designed and engineered to mortarjoints carry roof or floor loads. Standard penetration tes[ - A widely used geotechnical investigation Truss,joint-[ntersection oftruss chords technique in which a split-spoon sampler is dnven into a soil or sediment °`� Pa e 10 of 11 g SDII Global Corporation,�02004 Glossary of Terms SDII Global Corporation Company Confidential--For Use By Company Staff and Clients Only 7'russ plate-An engineered metal connector fabr�cated with spikes that penetrate the mtersecting wood truss chords at a truss joint.Truss plates are designed to distribute the individual chord forces throughout the truss joint. ldorthents - Udorthents are dtsmrbed-pattem soils that are ryp�cal of industrial parks and parkmg lot areas.Rock fragments aze usually present in the soil. l nconformit,y-An unconformity is a horizon w�thin a sequence of soil, sediment, or rock that represents exposure and weathering. Typically, unconformities develop when sea levels are low Epikarst and other karst features develop on limestone surfaces during episodes of unconfomtity development. Unconsolidated - 1 When applied to soils and sediments m a strucmral sense,the term unconsolidated mdicates that the soil has not completed the consolidation process and that it is subject to continued increases in dens�ry, volume reduction, or compaction In practical terms, an unconsolidated soil or sed�ment is a loose matenal that has a low bearing strength.2 In geology,an unconsolidated soil or sediment consists of an aggregate of particles that have not been]ithified or comerted to rock. See consolidation. Uniform Soil Classification System - The Umform Soil Classification System is a soil classification system developed to characterize soils from an engineenng perspectrve Soils can be classified under the Uniform Soil Classification System on the basis of erther laboratory testing for gram sizes and Atterberg limits data or by v�sual methods I�SCS-See Uniform Soi]Classification System. l�vala - A large, closed depression that was formed when the sides of several sinkholes merged Some Florida uvalas approach a square mile m area and include numerous smkholes wrthin their boundaries. Vapor barrier-A nonporous sheet or coating that prevents water vapor from passmg from the ground into the home Very common - Used to indicate that the proper[y being descnbed �s estimated to be from 10 to 30 percent in abundance. Water table-The uppermost extent of saturated pores m an unconfined aquifer. The water table forms a surface that more or less parallels the land surface. Weathering-The natural process of physically or chemically changing the structure and/or composition of a material exposed at the land surface. Wei�ht of hammer-A weight of hammer event occurs during standard penetration testing when the hammer and drill string(drilling rod and split spoon sampler)are allowed to rest on the bottom of the borehole and they sink under their own weight.A weight of hammer event may reflect a void,naturally weak soils,or excessive weight of drill string. V1'eight of rod-A weight of rod event occurs during standard penetration testing when the drill string(drilting rod and spht spoon sampler) are allowed to rest on the bottom of the borehole and they sink under their own weight. A weight of rod event may reflect a void,naturally weak soils,or excessrve weight of dr�ll strmg. WOH-See weight of harnmer N'OR-See weight of rod. �� Page I 1 of]1 SDII Global Corporation,02004 EXISTING STRUCTURE DRIVE PIT TO BE BACKFILLED FINNI511 GRADE • " � �.:• •• � WITH 501L(fOP 6") 1'•. • ' 24"WIDE(MIN.8"UNDER w �`'�•� •� �� i.•:r�• S, EXISTINGFOUNDATION)X24" =1:••t!F,.t�e`.�y `�` LONG X I 2"DEEP CONCRETE N �I�!:'•�(��,M��-�+�ti; ' l i'...a�,� —i`tt;:.�..w.j 1�4 e:�;.N (3)#5 BARS EVENLY SPACED '•*•••'�.•• �•'rr;•'+., — IN EACIi DIRECTION ;�„ -.:*;1+�„ :=�� I 6" SUPPORT PAD structure area weight 1310 sf 131 k-Ibs REPAI R WALL SECTION Number �aP�ty 2 12 Paea 144 ktebs NOT TO SCALE Ratio of Weight to Support 1.1 2010 Florida Bullding Code, ❑ccupancy - Group R-1 Construction - Type II Structure Risk Category� II - Dwelling Wind Speed Rating RequireMent� II - 150 Mph Wind exposure categorles B & C ASCE 7-10, MInIMUro Design Loads for Buildings and other Structures Cfor Wind Load Design ❑nly), Bullding Code RequlreMents for Relnforced Concrete CACI 318-05> Speclficatlons for Structural Concrete for Buildings CACI 301-89> Buitding Code RequlreMents for Masonry Structures �I Notes: �is plan is the �permit� plan intended to indicate anticipated the location of e pad and pin placement. an is not to scale �ntractor to install the pad on firm strata that had not been disturbed. �ntractor to drive pin to firm strata and hold pressure for a minimum of 30 F❑UNDATI❑N REPAIR�� ;conds. # length/slze �ntr4ctor to notify the contractor immediately if a void is encountered. 1, 12 ea, pad Hner should remove trees that lie within 15 ft of residence. ;sig� is to stabilize foundaton of structure at the time of construction :sign does not address deep soil anomalies �undation pins are used to address deep soil anomalies ;pair is based upon information provided by client (sdiigc-3023547) rear ❑ ❑ ❑ ❑ g 3l 6 FSf 6 6 9 9 g� 2 6 structu re za �pad location 46 ,r� FOf' 3 3� 3 EXtSTING STRUCTURE DRIVE PIT TO BE BACKFILLED FINNISFt GRADE •. . � ' �, �.:• •• � WITFI SOIL(iOP 6") • • 24"WIOE(MIN.8'UNDER ; �`jt+•� •� �•��' EXISTING FOUNDATION)X 24" E�r••;7+YS`.kx•� '�� ' '�' LONG X I 2"DEEP CONCRETE ' '•'+i��;r:�. •::{-�•; � N'�•'Y...}'��'�..: (3)N5 BARS EVENLY SPACED f•f:`•�••i:••` ��'i4±i;�.iv IN EACN DIRECTION > . ,..M•;*:i+� �i I 6" SUPPORT PAD structure area weight 1310 sf 131 k-Ibs REPAI R WALL SECTION Number �aP�ty 2 12 P ea 144 kt Ibs NOT TO SCALE Ratio of Weight to Support 1.1 ?O10 Florida Bullding Code, Occupancy - Group R-1 Constructlon - Type II Structure Risk Category� II - DwelUng Wind Speed Rating RequlreMent� II - 150 Mph Wind exposure categorles B & C 4SCE 7-10, MInIMUM Design Londs for Bulldings and other �tructures Cfor Wind Load Design ❑nly). Bullding Code RequlreMents for Relnforced Concrete :ACI 318-OS) Specificatlons for Structural Concrete for Bulldings ;ACI 301-89) Building Code Requlrer�ents for Masonry Structures il Notes: s plan is the 'permit' plan intended to indicate anticipated the location of ; pad and pin piacement. �n is not to scale ntractor to install the pad on firm strata that had not been disturbed. ntractor to drive pin to firm strata and hold pressure for a minimum of 30 F❑UNDATI❑N REPAIR�� conds. # length/slze ntractor to notify the contractor immediately if a void is encountered. 1, 12 ea, pad �ner should remove trees that lie within 15 ft of residence. sign is to stabilize foundaton of structure at the time of construction sign does not address deep soil anomalies �ndation pins are used to address deep soil anomalies �air is based upon information provided by client (sdiigc-3023547) rear ❑ ❑ ❑ ❑ q 37 6 FST 6 6 9 9 gpy 26 structure zo �pad location 46 ,n F� 3 3� 3