HomeMy WebLinkAbout14-15557 CITY OF ZE�HYRHILLS
',_ ,5335-8TH STREET
r (813)78 -0020 1 5 7
BUILDIN PERMIT
` `'`�"� � PERMIT`INFORMATION LOCATION INFORMATION `
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Permit Number: 15557 Address: 39302 6TH AVE
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: 12-26-21-0040-00100-0080
, Improv. Cost: 20,000.00 ' OWNER INFORMATION: � :'�=�Y`"�3"r=':'�� �
' Date Issued: 8/11/2014 Name: GUILARTE WILDER & MARIVEL
Total Fees: 202.50 Address: 39302 6TH AVE
Amount Paid: 202.50 ZEPHYRHILLS FL 33542-6844
_ Date Paid: 8/11/2014 Phone:
Work Desc: SINKHOLE REPAIR & GROUTING
CONTRACTOR S APPLICATION FEES
EAST BAY ENGINEERING I C BUILDING FEE 202.50
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FOOTER 2ND ROUGH PLUMB MI C INSULATION CEILING
FOOTER BOND DUCTS INSULATED SE ER MISC.
ROUGH ELECTRIC LINTEL MI C MISC.
1ST ROUGH PLUMB PRE-METER IN ULATION WALL MISC.
DUCTS INSTALLED WATER MI C DRIVEWAY
PRE-SLAB SHEATHING MI C. MISC.
CONSTRUCTION POLE FRAME MI C. MISC.
REINSPECTION FEES: Reinspection fees will comply wit Florida Statute 553.80 (2)(c)when extra inspection
trips are necessary due to any one of the following rea ons: a) wrong address b) condemned work resulting
from faulty construction c) repairs or corrections not ade when inspections called d) work not ready for
inspection when called e) permit not posted on job ite� plans not at job site g)work not accessible.
NOTICE: In addition to the requirements of this permit, there ay be additional restrictions applicable to this property that
may be found in the public records of this county, and there ay be additional permits required from other governmental
' entities such as water management, tate agencies or federal agencies.
"Warning to owner: Your failure to record a notice of ommencement may result in your paying twice for
improvements to your property. If you intend to obta n financing,consult with your lender or an attorney
before recording your no ice of commencement."
Complete Plans,Specifications Must Accompany Appli tion.All work shall be performed in accordance with
City Codes and Ordinances. N OCCUPANCY BEFO C.O.
CO TRACTOR SIGNATURE PERMIT OFFI R
PERMIT EXPIRES IN 6 MONTHS W THOUT APPROVED INSPECTION
CALL FOR INSPECTION - 8 OUR NOTICE REQUIRED
PROTECT CARD ROM WEATHER
°"-'�"-"""' City of Zephy hills Permit Application -� Fax-813-780-0021
Buil ing Department
Date Received �� ^ �Ql� ,/� �� -- � �
Phone Contac for Permittin
OvWner's Name �. �� � d¢��� Owner Phone Number
Owner's Address 9� �Z � � ��l
Owner Phone Number
Fee Simple Titleholder Name fi Owner Phone Number
.s-- • ...
Fee Simple Titleholder Address - -- ---- �--•--�--... __.
I JO�ADDRESS 3 �-�- � Z -- ��', .-_ e-, -.,
� r � ------°-----�---�_ LOT# �
- – -�_�._ , � ` �
SUBDIVISION - � � ""'�
� ------- --------------__._ ` PARC L ID# - � S / Z
(OBT D FRO
lNORK PROPOSED B NEW CONSTR ADD/A T � SIGN Q Q DEMOLISH
INSTALL REPAI
PROPOSED USE O SFR ` ' COMM
�� OTHER
TYPE OF CONSTRUCTIOM Q BLOCK Q FRAME � STEEL Q
DESCRIPTION OF WORK -�����I GL� 2�P ��-—�'/z!�G��'-'���
BUILDING SIZE � SO P� SQ FOOTAGE HEIGHT 1�
BUILDING $ VALUATION OF TOTAL CONSTRUCTION
7i E� d afl�6�D
QELECTRICAL $ AMP SERVI E 0 PROGRESS ENERGY Q W.R.E.C.
QPLUMBING $ ��
7
, QMECHANICAL $ VALUATION F MECHANICAL INSTALLATION � ���
QGAS Q ROOFING Q SPECIA TY 0 OTHER
FINISHED FLOOR ELEVATIONS FLOOD ONE AREA QYES NO
� � �
S GNATURE �.i CO Pl4NY � s� �/�Y �W�����/2ld'1/'� �
REGI TERED Y/ N FEE CURRE� N '
alddress rp,,�10 ,d 4 Ga �v,, � !1 � License# �C� / O O
ELECTRICIAN CO PANY
SIGNATURE REGI TERED Y/ N FEE CURRE� Y/N
Address License#
PLUIIABER CO PAMY
SIGNATURE REGI TERED Y/ N FEE CURRE� Y/N
Address License#
MECHANICAL. COM ANY
SIGNATURE REGI ERED Y/ N FEE CURRE� Y/N
Address License# �
OTHER COIVI ANY
SIGNATURE REGIS ERED Y/ N FEE CURRE� Y/N
Address License#
RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Forms;R-O-W Permit tor new construction,
Minimum ten(10)working days after submittal date. Req ired onsite,Construction Plans,Stormwater Plans w/Silt Fence installed,
Sanitary Facillties 8 1 dumpster;Site Work Permit for sub ivisions/large proJects
COMMERCIAL Attach(3)complete sets of Building Plans plus a Life Saf ty Page;(1)set of Energy Forms.R-O-W Permit for new construction.
Minimum ten(10)working days after submittal date. Req ired onsite,Construction Plans,Stormwater Plans w/Silt Fence installed,
Sanitary Facilit(es 8 1 dumpster.Site Work Permit for all r�ew projects.All commercial requirements must meet compliance
SIGN PERMiT Attach(2)sets of Engineered Plans. -
••"'PROPERN SURVEY required for all NEW consVuctfqn.
Directions:
Fill out applicatlon.completely. , ,
Owner&Contractor'sign back"of appifcatio"n;–notaiized
If over 52500,a No,tice.,of Commencement ts required. (A/C upgrad s over�7500)
•• Agent(fo�the contractor)�or Rower of Attomey.`(fo�the ovmer)would be omeone with notarized letter from owner authorizing same
,. �:.�.: .
OVER THE COUMTER PERMITTING_-t...,a.,•„(F�flr�tb�.Application Only)
Reroofs if shingles Sewers Service Upgrades A/C Fences(P oUSurvey/Footage)
Driveways-Not over Counter if on pubiic roadways..needs ROW
NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject fa udeed°resfrictions"
which may be mare restrictive than County regulations. The undersigned assumes responsibility for campiiance with any
applicable deed restrictions.
UNUCENSED CONTRACTORS AND CONTiZACTOR RESPONSIBtLIT1ES: If fhe owner has hired a cantractor or
cantractors to undertake work, they may be required to be licensed in accordance with state and local regulations. If the
cont�actor 'rs not ticensed as required by law, both the oinrner and contractor may be cited for a misdemeanor violatian
under state law. If the awner or intended contractor are unce�tain as to what licensing requirements may apply for the
intended work, they are advisecf to contact the Pasco County Building tnspec#ion Dirrisiorr—Licensing Section at 7�?-847-
8009. Furthermore, if the owner has hired a contractor ar contracto�"s; he �s advised to have the contractor(s) sign
portians of the "cpntractor Biock" of this app4ication far which they wil! be respons{ble. !f you, as the owner sign as the
contractor, that may be an indicatian that he is not properiy (icensed and is not entitled ta permitting privileges in Pasco
County.
, TRANSPORTATIt7N iMPAC�'/UT1I.ITIES IMPAGT AND�ESOURCE R�COV�RY�EES: The undersigned understanc#s
i that Transportation Impact Fees and Recourse Recovery Fees may apply to.the construction of new buildings, change of
use i� existing buildings, ar expansion of ex�sting buildings, as specified En Pasca County t�rdinance number 89-07 and
90-07, as amended. The undersigned also understands, that such fees, as may be due, will be identified at the time of
permitting. it is #'urther understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to
receiving a"certi�cate of occupancy" or finai potn�er release. if the proj�et doe� not involve a cerfiftcate of occupancy or
final power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impac#
fees are due, they must be paid prior to perrr�if issuance in accordance with applicable Pasco County ordinances.
CONSTFtUCTION LIEN L�►W(Chapter 7'13, Florida Statutes,,as amended): If valuation of work is $2,500.00 or more, I
certify that i, the applicant, have been provlded with a copy of the "Fiorida Constcuction Lien Law—Nomeowner's
Protec#ion Guide° prepared by the�Florida Department of Agricutture and Consumer Affairs. If the app(icant is someone
othe�than #he"owner", i certify tha# I have obtained a copy of the above described document and promise in good faith to
deliver it to the"owner"prior to cammencement.
CONTRACTOR'SIOWfVER'S AFFIDAVIT: I cer#ify that all the infarmation in this application is accurate and that all work
will be done in compliance with all appEicable laws regulatirtg canstruction, zoning and land development. Application is
hereby made to obtain a permit #a do work and installation as indicated. I certify that no work or installatian has
commenced prior to issuance af a permit and that a#! work will be perFormed to cneet standards of ai! laws regulating
cons#ruction, County and City codes, zaning regulatians, and land deveiopment regulaEions in the jurisdiction. t also
certify that I understand that the regulations of ather gavernment agencies may apply to the intended work, and that it is
my responsibility ta identify what actians 1 must take to be in compllance. Such agencies include but are not Iimifed to:
- Department of �nvironmental Protection-Cypress Bayheads, We#land Areas and Environmentally Sensitive �
Lands, WaterlWastewater Treatment.
- Southwest Florida Water Managemen# District-Weils, Cypress Bayheads, Wetland Areas, Alkering
Watercourses.
- Army Corps of Engineers-Seawatls, Docks, Navigable Waterways.
- Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment,
Septic Tanks.
- US Environmental Protection Agency-Asbestos abatement.
- Federa!Aviafion Authority-Runways.
I undersfand thaf the fo((owing restriations apply to the use of fill:
- � Use af fill is not allowed in Fload Zone"V"unless expressly permitted.
- Ef the fiil material is to be used in Flood Zone °A", it is understaod that a drainage plan ac3ciressing a
"compensating valume" will be submitted at time of permitting which is prepared by a professional engineer
flce�sed by fhe State of Florida.
- If the, fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall
construction, I certify that fill will be used only to�!!the area within khe stem wall.
- (f fill material is fo be used in any area, I certify that use of such fiil will nof adversely affect adjacent
properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for vialating
the conditions of the buifding permit issued under the atfached permit applicafian, for lots less than ane {1)
acre which are elevated by�II, an engineered drainage plan is required.
' If 1 am the,�0.G�NT FC1R THE O1�ttNE1�, 1 promise in good faith to infarm the owner of the permitting conditians set forth in
this affidavit prior to cammencing construction. I undersfand that a separate permit may be required for electrical work,
plumbing, signs, wells, pools, air conditianing, gas, or other installations not specifically included in the application. A
permi# issueci shall be consfrued to be a license#o proceed with the work and not as autharity to.violate, cancet, alter, or
set aside any provisions of the technical cades, nor shall issuance of a permit prevent the Building Official from thereafter
requiring a correction of e�rors in plans, cartstructian or violations of any cades. Every perrr�it issued shall become invalid
unless the work authorized by such permi# is cammenced within six man#hs of permit issuance, ar if work authorized by
the permit is suspended ar abandaned for a per�od of six{6} months after the time the work is cammenced. An extension
may be requested, in writing, from the Building Officiat for a periad not #o exceed ninety (90) days and.will demonstrate
justifiable cause far the extension. If work ceases for ninety(90)cansecutive days,the�job is considered abandoned.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWlGE FOR III�PRC}VEME�iTS TO YC1UR PROPERTY. IF YOU INTEND TC}OBTAIN FtNANCING, CONSULT
WITH YOUR LENDER OfZ�►N�►TT'ORN�Y B�PORE RECOI2DING YOU NOTICE OF COMNiENCEIVIENT.
FLORIDA JtlRAT{F.S. 917.43) - ....._._._,_y�
OWNER OR AGENT CONTRR�►CTOR ���� "�•.
Subscrtbed and swom to tor a�rmed)aeEore me th(s Subscribed and swom to{or aff ed)before me��this
by `6.=�t_!`1 �y
Who is/are personally known ta me or has/have produced Who Is/ re personally known to me or has/have produced
as 1denUficaUon. �t' t�+� F�-o�-� •� as identification.
;�ti��'�Y�; JOEL E.BACON
-.; ..- ,Commission#FF 137073
' ��.�:"Expires June 29,2018 ublic
Notary Pubtio ��
Commission(Va Gommission No. � � , „
cJ 0 i C. 1:. � c��,c� -'l
Name of Nataty typed,printed or stamped Name of Notaty typed,printed ar stamped
} � 3 �
Pertnit No. arcel ID No 12-26-21-0040-00100-0080
NOTICE OF CO MENCEMENT
stateof FLORIDA untyot P„�r.n
THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property,and in accordance with Chapter 713,Flprida Statutes,
the fallowing information Is provided in this NoUce of Commencement
1. Desaiption of Property: Parcel Identification No. _ _ _ _ _
smBetnadre�: 39302 6TH AVE ZEPHYRHILL FL 33542-6844
2. Generai Description of Improvement FOUNDATION STABILIZATION
3. Owner Information or Lessee infortnation if the Lessee contracted or the improvement:
WILDER GUILARTE AND MARIVEL GU LARTE
39302 6TH A� ZEPHYRHILLS FL
Address City State
Interest in Property: OV1lNER
Name of Fee Simple TiUeholder.
(If different from Owner Iisted ab ve)
Address City Sfate
4. ConVactor.
6510 A��O DR APOLLO BEACH. FL
Address City Sfate
Contradars Telephone No. .
5. Surety: �����
Neme "
Address City `State
Amount of Bond: $ Telephone No..
s. �ender. UNITED STATES DEPARTMENT O AGRICULTURE RURAL HOUSING'SERVICE
Name Washington, DC
Address City State
Lenders Telephona No.: 202 690-1533
7. Persons within the State of Fiorida designated by the oxmer pon whom notices or other documents may be served as provided by
Section 713.13(1)(a)(7),Florida Statutes:
Name
Address City Sfate
Telephone Number oi Designated Person:
8. In addition to himself,the owner designates of_
to receive a cop af the Lienors Notice as provided in Sectlon 713.13(1)(b),Florida Statutes.
Telephone Number af Persan or Entity Designated by Owner.
9. E�iration date af Notice of Commancement(the e�iration date ay not be before the cample6on of consWction and final paymant to the
contrador,but will be one year from the date of recording unless a iKerent date is specified):
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OW ER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT
ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAP ER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS O YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FI ST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCI G WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT.
Under penalty of perjury,I deGare that I have read the foregoing n tice of comm cement and that the fads stated therein are We to the best
of my knowledge and belief.
STATE OF FLORIDA � ������1_
COUNTY OF PA9CQ t �'� i �
Sig er or Lessee,or Owners or Lessee's Authorized
Office/DlrectorlPartner/Manager
Signa ory's TiUe/Office �--��
The foregoing insWment was acknowledged hefare me this�day af Q 20�,by CXy1�`er V'�'l.0����
�tYP tY. 9•. Y����JV��.��I�O�/��
as e of authori e. offlcer,Wstee,attome i /�
(name of arty an behalf of whom Instrument was er� � /�►L O �/��
P e rs o n a l l y K no w n❑O�F P r o d uce d I den t i f ica t ion No ta S igna ture , �`�•'�TqR•.�•�+O�I�
�►—�` •a s
Type of Identification Produced �10f1��+. av.k�� Name(Print) 0.�� � : `_ � �� /
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City of Z phyrhills
BUILDING PLAN R VIEW COMMENTS
' Contractor/Homeowner: �A�i k3 A�/ IU�i Al��Q I Qi �
Date Received: � � - � — �
Site: �q � �� 6-�� �1l�0�
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Permit Type: ' s�� Lf
Approved w/no comments: Approved w/the below comments: ❑ Denied w/the below comments: ❑
This comment sheet shall be kept with the permit and/or lans.
����.�� v�t;�;l�vY�� �u�7. 0 � Zo1�
Kalvin Switzer—Plans Exaininer Date Contractor and/or Homeowner
(Required when comments are present)
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Ground Subsid nce Exploration ���W�FS{S��LL CoIvUL�'��IT�i�u,L
Guilarte esidence p��A��T�CODES,FLO�IDABUILDI�dG
C�DE,NATIO\TAL EL�CT�2IC CODEl��,�
39302 6'' Avenue CITY OF�EPI�� ' .L�r�?�t�.;=_�r,r�;�;,�
Zephyrhi ls, Florida
Claim N . 354110
Prepa ed for:
Citizens Property I surance Corporation
P. O.B x 172729
Tainpa,Fl rida 33672
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Prepa•ed by:
Hanecki Consult ng Engineers,Inc.
17633 Gunn wy, Suite 119
Odessa,Fl rida 33556
HCE Report No. 100091.1
DeceinU r 18, 2010
:
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� IL1L:�(C�IL ���IL7��]1YtLIlIl"Il.� JI A]]�L�1IIIJL�'.'�77L'�y �!�'11(�io
December 18,2010 Geotechnical Engineering, Sinkhole Investigations
HCE Report No. 100091.1 and Foundation Forensics
Ms.Barbara Darnell
� Citizens Property Insurance Corporation
P. O.Box 172729
Tampa,Florida 33672
RE: Ground Subsidence Exploration
Guilarte Residence
Zephyrhills,Florida
Claim No.354110
Dear Ms.Darnell:
Hanecki Consulting Engineers, Inc. (HCE), has per ormed a ground subsidence exploration at the referenced
project site. The work performed to produce this re ort is intended to comply with Florida Statute 627-707 and
provides a professional opinion regarding the reaso able probability of sinkhole activity as a cause of ground
subsidence. This report is authored by a person qua ified to determine the existence of sinkholes in the state of
Florida and licensed by the state of Florida as a Pro ssional Engineer.
The exploration began upon receipt of your e-inail thorization dated August 8,2010. The work consisted of
a site reconnaissance to review the structure and r orted damage, an interview of the homeowner in which
background information was gathered,a review ofrel vant public records which provided supporting infonnation,
and exploration using geophysical and direct sampli g tools. The soil samples obtained during sampling were
visually reviewed and classified and laboratory tests were performed on selected samples. The comprehensive
results of the exploration and our professional opi ion regarding sinkhole activity as a cause of dainage are
presented.
The work performed during this exploration was ac oinplished under the direction of a professional engineer.
Each portion of the worlc reported herein was revie ed and/or prepared by the undersigned professionals, as
appropriate for their disciplines. In accordance with lorida Stahies,Title XXXVII,Chapter 627,the conchisions
presented in this report provide our professional opi ions within a reasonable professional probability.
We appreciate the opportunity to work with you on his project. If you have any questions or need additional
infonnation,please feel fi•ee to call.
Sincerely,
E KI CONSULTING ENGIN�ERS,INC. �
Y�1�,���. - � �J"� =
.
� haryn P.Hakken,P.E. arr ecki�P E. - _
Geotechnical Engineer Principa ��' �/Zp%7`� ;
Florida Reg.No. 65748 Florida Reg.'N o._4014 3,-;
SPH/DH:cac
17633 Gunn Highway, #119 E-mail:HaneckiC�hanecki.com
Odessa,�Florida 33556 Ph:(813)926-8230
Fax: (813}926-6789
�
' , �
TABLE F CONTENTS
PURPOSE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
PROJECT INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
Properiy Description 1
Structure 1
Land Area 1
Background Information 1
Publicly Available Infonnation References 2
USGS Quadrangle/Topographic Ma 2
Soil Conservation Service(SCS)M p 2
Aerial Photograph 2
Pasco County Property Appraiser D ta 3
Florida Geological Survey Sinkhole Database 3
SWFWMD Sinkhole Brochure 3
FIELD EXPLORATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Overview 3
Field Methods 4
Ground Penetrating Radar 5
Standard Penetration Test(SPT)Bo 'ngs 5
Auger Borings 5
Test Pits 5
Soil Sample Handling and Classific tion 6
Floor Level Survey 6
LABORATORYTESTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
RESULTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Ground Penetrating Radar 6
Borings 6
SPT Borings 6
Auger Borings 7
Test Pits 7
Groundwater g
Floor Level Survey Resiilts 8
Laboratory Test Results 8
EVALUATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Definition of Sinkholes 9
Site Specific Conclusions 9
RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
LIST OF APPENDICES - see next page
�
, i �
APPENDICES
A. Area Maps
Figure 1 - Site Vicinity ap
Figure 2 -USGS Quadra gle/Topographic Map
Figure 3 -USDA Soil C nservation Service Map
B. Photographs
Figure 1 -Aerial Photog aph
Figure 2- Site and Resi ence Photographs
C. Ground Penetrating Radar Repo
D. Direct Sampling Results
Figure 1 -Boring Locati n Plan
Figures 2 and 3 - SPT B ring Logs
Figure 4-Floor Level S rvey
Figure 5 -Auger Boring Records
E. Pasco County Property Appraise 's Information
F. Southwest Florida Water Manag ment District Sinkhole Information Brochure
, G. Compaction Grouting Specificat ons
�
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Guilarte Residence-Claim No.354110
HCE Report No. 100091.1
Page No. 1
URPOSE
The purpose of this shidy is to explore the subsurfa e soil conditions and review the structural dainage to evaluate
whether the reported damage is caused by sinkhole activity. The determination must be made within a reasonable
professional probability by persons qualified to determine the existence of sinkhole activity. The specific
requireinents of the investigation of sinkhole claii s by insurers is stated in the Florida Statutes,Title XXXVII,
Chapter 627, section 627.707.
PROJE T INFORMATION
Property Description
Structure
The subject structure is a single-story masonry blo k hoine. The building has a slab-on-grade floor with a spread
footing foundation,and a gable roof system with asphalt shingle covering. The hoine has an attached one-car
garage,converted to living space,located on the ft side and an enclosed porch located on the rear. There is a
small shed located at the right rear corner of the p operty. The front of the home faces north toward 6'h Avenue.
According to the Pasco County Property Apprais 's information,the home was constructed in 1965. The hoine
has approximately 988 square feet of base area an an additiona1556 square feet of porch and garage areas. The
Guilarte's purchased the home in March,2008.
Land Area
The subject property is located at 39302 6`h Avenu in Zephyrhills,Florida. A vicinity map depicting the location
of the subject property is presented in A endix Fi n�e 1. The site is located in Township 26 South,Range
21 East, Section 12. The property is less than o e-quarter acre in area. The site is flat and level. The overall
neighborhood is rolling with elevation differenc s estimated at 30 to 40 feet within the vicinity of the subject
property. The Guilarte residence is located at a approxiinate elevation of 90 MSL. A portion of the United
States Geological Service(iJSGS)Quadrangle/T pographic map that includes the Guilarte property is included
in�pei�dix A, Fi�zn•e 2.
Back�round Information
The following description of the property and seq ence of historical events was provided by Wilder Guilarte and
Jacic Difato, P.A., during a site visit conducted y Mr. David Aponte, E.I. of HCE, on August 25, 2010. The
dainage was first noticed in June 2010. The exteri r was last painted six months ago,and the interior has not been
painted by tl�e current owner. Within the interio ,there are hairline cracks in the batlu-ooin next to the shower,
and there is a hairline slab cracic in the lcitchen t nazzo floor. Stair step cracks are visible on the left and rear
walls within the utility room addition behind the garage. On the exterior of the home,there are hairline cracks
on the fi•ont,right,and rear elevations,including soine stair step cracks on the rear exterior walls. The exterior
walls are covered with a spray stucco finish, wl ich makes the fine crack damage difficult to see. There are
shrinkage cracks in the driveway; one of these e tends to a crack in the front porch tile floor. Damage is also
present above one of the windows on the rear s de of the enclosed porcl�/Florida room. No obvious surface
depressions were observed, but exposed roots a e visible near the front right corner. An approximate age of
dainage could not be deterinined. Photographs depicting representative dainage areas and general property
conditions at the time of our work are presented n�pe»dix B, Figzn�e Z.
.
Guilarte Residence-Claim No.354110
HCE Report No. 100091.1
� Page No.2
Publicly Available Information References
Prior to initiating the field work, publicly av ilable records were reviewed to establish a inore thorough
understanding of the general site and surroundin land conditions. The following sections of this report discuss
infonnation sources utilized iv the planning and evaluation of the subject property.
USGS Quadrangle/Topographic Map
The United States Geological Service (USGS) ublishes inaps called quadrangles which indicate the general
round slo es elevation and land features. T e maps are divided by Township, Range and Section. Each
� � > > .
township and range division represents 36 squar miles. The section represents 1/36th of the Township-Range
location or one square inile. The maps are prese ted in a scale of 1:24,000. The USGS quadrangle map area in
the Appendix is enlarged to a sinaller scale for t e purposes of presenting higher resolution infonnation for the
subject parcel vicinity.
The subject property is located in Township 6 South, Range 21 East, Section 12. Review of the USGS
Quadrangle/Topographic map (A e��dix A i zrre 2) obtained from msrmaps.coin indicates that the
neighborhood is rolling with elevation changes o 30 to 40 feet within the surrounding square inile. The Guilarte
residence is located at an approximate elevation of 90 MSL.
� Soil Conservation Service(SCS)Map
The United States Department of Agriculture S il Conservation Service(SCS)publishes soil surveys for many
of the counties in Florida. The SCS inaps provid information for agricultural,wildlife habitat,engineering,and
recreational u oses. The soil surve ma s del neate soil types based on coinposition,and the delineations are
p rp Y P
noted on aerial photographs. The soil survey d ta extends to a inaximum depth of 80 inches below the ground
surface. Groundwater information included in t e soil surveys describes the annual range of normal fluctuation
and the level of the seasonal high groundwate The seasonal high groundwater is the highest level that the
groundwater is expected to achieve during the r iny season of a normal rainfall year.
' t e is resent at the sub'ect arcel. T e soil ma in for the area is resented in�pendix A.Fi z�e
One soil yp p � p Pl� g P
3. The descriptions of the pertinent soil and gr undwater conditions are suirunarized as follows:
Tavares Urban Land Coinplex(0-5%slopes)- This soil consists of sand to a depth of 80 inches. The surface
layer is very dark gray to about 3 inches and then is yellowish
brown and light yellowish brown to a depth of 56 inches.
Below this layer, the sand becomes very pale brown to 76
inches and then white to depths.of 80 inches or more. In inost
years,the seasonal high groundwater level is at depths of 40 to
60 inches, receding to deeper than 60 inches during dry
periods. This soil is generally not a probleinatic soil.
Aerial Pliotograph
An aerial photograph of the project vicinity w s obtained fi•om Google Earth and is attached in�peizdix B.
FiQZn�e 1. The aerial photograph depicts the ne'ghborhood as priinarily residential with lot sizes typically less
than one-quarter acre. The residence is located n the central portion of the property and faces toward the north.
The property is bordered by residences on all si es except the north,which is bordered by 6'�'Avenue. The aerial
photograph did not show apparent evidence of roblematic conditions,such as natural wetlands,that could have
extended onto the site prior to construction.
i
r .
Guilarte Residence-Claim No.354110
HCE Report No. 100091.1
Page No.3
Pasco County Property Appraiser Data
Tlie Pasca County Pro�erty Appraiser's website in h�des data on the subject structure. Colnznoniy,the property
a�praiser's website contains infonnation about tlie tructures consh��ction,additians,canstruction sequence,and
value. Tl�e property a�praiser's praperty record in ormation is attaciled in tlpz�e»clix E.
Flarida Geological Sttrvey Sinkl�ole Database
The Florida Geological Survey maintains a databas of lcnown subsidence events which are reported as sinklaoie
occurrences. The database zs cotnpiled by count and infarznation includes Township, Range and Section,
physical street address or directions to a sinkhole si e,clasest city,and date of occurrence. The sinkhole database
is not a coinplete listing of all sinlcliales within tlae ounty. It is only a listing of reported sinkhale events known
to tize deparhnent and campiled from the fonner�l rida Sinklzole Research Institute. Many of the reports in the
database liave nat been verified by a professional; onsequently,many of tlie reparted subsidence events are not
actually related to sinkhale activity.
The Pasco County data was reviewed far IacaEions f reported sinkholes within the quadrangle sectian of the site
and the surrounding sections. The subject site is lo ated in Tawnship 26 South,Range 21 East,Section 12, The
eight surrounding sections include sections 1,2, 1 , 13,and 14 from the same township and range,and sections
6,'7,and 18 froxn Township 26 Soutli,Range 22 E st. These sections represent a radius of between one and two
rniles of tlie subject site. According to the databas ,four sinkholes were reported within the section or adjoining
sections, nat including duplicate entries. This s ggests tl�at the Guilarte residence is located in an area of
relatively low sinkhole activity.
SWFWMD Sinkhole Brochure
The SWFVVMD publishes a short brachure whic provides general information on sinkholes. Tlze brochure
describes the types of sinklloles, how they dev lop, comanon misconceptions, warning signs of sinkhole
develapment, and proeedures to follow if a si iole fonns on your property. The brochure is included in
A,p�endix F of tliis report,to a'id tl�e reader.
FIEI,D EXPLORATI4N
Overview
The follawing paragraphs cantain a general overvi w of typical sinkhole explorations. The process for explpring
sinkhole clailns is rnulti-phased including a site vi it and an interview with the l�azneawner,geophysical testing,
direct saxnpling, and laUoratory testing.
T11e process for exploring sinlciiole claims is mul '-�l�ased. Tl�e field work coinmences wlien the geotechnical
engineer contacts the hoineowner and arranges a ite meeting to gather background infarmatian and review the
cunent conditions of tlze structure and property. he candition of the structure and site rnay provide ciues to t11e
engineer that will help him design the exploration program. During the reconnaissance of the site,the engineer
can begin to consider other possible cal�ses of dan age in addition ta sinkholes. For exalnple,if tlle ha�ne resides
on a steep slope or the homeowner has reported r peated problems with sewer l�lockage,then the engineex may
madify the scope to il�ciude slope stability analys's or utility leak detectian analysis in additian to the sinlcl�ole
investigation techniques. It is important that the ause of damage be esCablished if sinkholes are eliininated as
a cause.
Following the site reconnaissance,the geophysic 1 phase of worlc is cominenced. The geopliysical exploration
generally involves the use of sarne non-invasive xploration znetlaods,sucll as ground penetrating radar(GPR}
�
Guilarte Residence-Claim No.354110
HCE Report No. 100091.1
Page No.4
or electrical resistivity iinaging (ERI). The engin er will utilize his knowledge of local subsurface conditions,
site conditions,and information obtained through ublicly available records to select the proper geophysical tool
for the site. The geophysical tools provide large a ea coverage of the site and help the engineer select locations
for fiiture invasive,direct sainpling. The geophys cal tools are analogous to ultra-sound,x-ray or MRI inedical
procedures that doctors use. The geophysical tools rovide a subsurface iinage that can be interpreted by a trained
engineer or geologist. Frequently,the geophysic 1 testing will identify soine unusual condition relative to the
overall background condition. This unusual coiid'tion relative to the background conditions is usually referred
to as a feature or an anoinaly. Feattires may be ca sed by sinkholes,buried tree stumps,buried utilities,fonner
stream beds,previous excavation activities and/or numerous other sources. The geophysical equipinent is used
as a screening tool to aid the selection of borin locations to target features as well as to evaluate normal
background conditions.
Using the geophysical exploration results, the en ineer selects locations for invasive testing. Invasive testing
usually involves Standard Penetration Test(SPT) orings or Cone Penetration Test(CPT)soundings. The SPT
and CPT techniques require boring into the groun to collect and obtain relative strength data of soil samples or
pushing a probe into the ground to ineasure physi al soil properties,respectively. If necessary,laboratory tests
are perfonned to further define the physical prop rties of representative soil sainples.
In addition to the SPT or CPT borings,shallow au er borings are commonly performed. The auger borings may
be placed close to the structure to gather addition 1 data about the site preparation and soils present at the edge
of the structure,or at other locations such as those closer to the foundation than can be accessed with the SPT or
CPT rigs. As a matter of routine,a test pit is pe nned adjacent to one exterior wall of the strucriire to expose
the foundation system. The depth, width and liysical condition of the foundation are also recorded for
evaluation.
The data froin the invasive testing is compared ith the geophysical suivey data and the laboratory tests. The
engineer considers the collected soil infonnation the stnicture condition, dainage patterns, and historical and
publicly available data and possibly additional av ilable infonnation to develop an opinion about the sinlcholes
as a cause of damage. If the evahiation results in negative conchision regarding sinkhole activity as a cause of
structure damage,then alternate likely causes of amage are presented. Coimnonly, structure damage is caused
by the presence of poor soil conditions such as eat, debris, or unsuitable fill below the structure. Nuinerous
possibilities exist. If the evaluation results in a ositive conchision regarding sinkhole activity as a cause of
dainage,then a reinedial repair plan or other cou se of action is provided in the report conclusions.
Field Methods
The procedures used by HCE for field testing are in general accordance with industry standards of care,
established geotechiiical engineering practices and Ainerican Society for Testing and Materials (ASTM)
'standards. The exploration consisted of perfoi ing a Ground Penetrating Radar (GPR) survey around the
perimeter of the house and within the interior of he residence. After reviewing the results of the GPR suivey,
four(4) Standard Penetration Test(SPT)borings were perfonned to depths of 58 feet 9 inches, 59 feet, 73 feet
10 inches, and 79 feet 5 inches below the exis ing ground surface. In addition, a Floor Level Survey was
performed on the interior, and two (2) shallow a iger borings, and two (2) test pits were performed around the
periineter of the house. The borings and test pi s were perfonned at the approxiinate locations shown on the
attached Location Plan. Descriptions of each fi ld test method and the results of the tests are presented in the
following sections.
Guilarte Residence-Claim No.354110
HCE Report No. 100091.1
Page No. 5
Ground Penetrating Radar
A Ground Penetrating Radar(GPR)survey was con ucted at the site in areas of the yard surrounding the house
and within the interior of the residence. GPR uses transmitter/antenna pulled along the ground surface that
transinits radio waves into the ground and records si nals reflected back froin soil layers. The reflected signals
are recorded in digital format and represent virtual c oss-sections of the subsurface soils. The recorded signals
are examined for lateral continuity of the soil stra a. The limits of discontinuities or dramatic changes in
continuity are identified on a scaled site plan and d lineated as features of interest. The data interpretations,
relative to the possible presence of sinlchole activity are performed by an experienced,professional geologist.
The results of the survey and the interpretations of t e data are presented in the final GPR survey report. The
coinplete GPR survey report is attached in A ei�dix C of this report.
Standard Penetration Test(SPT)Borings
The four Standard Penetration Test(SPT)borings we performed in general compliance with ASTM's procedure
for standard field penetration tests,D-1586. The bor ngs extended to depths of 58 feet 9 inches,59 feet,73 feet
10 inches, and 79 feet 5 inches.
The SPT borings were advanced by means of an all-t rrain vehicle(ATV)-inounted drill rig.The ATV-mounted
rig was used to limit damage to the landscaping and o allow easier access to boring locations. The drilling was
performed employing wash rotary drilling technique and bentonite drilling fluid to stabilize the boreholes. At
periodic intervals,the soil was tested and sampled b ineans of the Standard Penetration Test.
The borings were performed in general compliance ith ASTM's procedure for standard field penetration tests,
D-1586. After drilling to the sainpling depth and cl aning the borehole,the standard 2-inch outside diameter,
split-barrel sampler was seated by driving it 6 inch s into the soils at the bottom of the borehole. Then the
sampler was driven an additional 12 inches by a 14 -pound harruner falling 30 inches. The number of blows
required to produce the 12 inches of penetration is -ecorded as the penetration resistance N. This N-value is
plotted on the left side of the Boring Logs which are attached in Appendi,r D. Fi�zn•es 2 ar�d 3.
The SPTs were perfonned continuously to 10 feet a d at 5-foot intervals thereafter to the terminations depths.
The upper 4 feet of the SPT borings are generally ad anced by hand auger to prevent dainage to possible buried
utilities. The soil sainples were obtained at the deptl s where the SPTs were perforined. The soil sainples were
then classified in the field,placed in sealed containe s, and retuined to our laUoratory for further evaluation Uy
our project engineer.
Auger Borings
The auger borings were performed by manually turni g a 3-inch diameter,6-inch long sam�ler into the soil until
it was full. The sampler was then retrieved and the s ils in the sampler were visually classified. The procedure
was repeated until the desired tennination depth wa achieved. Sainples of representative strata were obtained
for fiu-ther visual evaluation and classification in o r laboratory. The Auger Boring Records are attached in
Apper7dix D. FiPan•e S of this report.
Test Pits
i Two test pits were excavated on the rear side near the right rear corner of the residence,and on the front side near
the fi-ont right corner of the residence,and the result are presented in the following section of this report. The
test pits were hand excavated next to and beneatl� t e exterior walls to obseive and record the type, size, and
condition of the foundation.
\
Guilarte Residence-Claim No.354110
HCE Report No. 100091.1
Page No. 6
Soil Sample Handling and Classification
The soil samples obtained during the SPT borin s were placed in sealed containers to retain moisture and then
returned to our laboratory. The samples were th n reviewed by our project engineer to confinn classifications,
visually estimate the relative percentages of tl e soil's constituents (sand, clay, etc.), and identify pertinent
structural feahires. The stratification lines s own on the boring records represent our interpretation of
approximate boundaries between soil types. Th transition between strata may be gradual. Our classifications
are based on a visual estimation of the soil prope ies and our engineering experience with the soils found in this
geologic area.
Floor Level Survey
A floor level survey was conducted using a water evel manoineter. The manoineter used a tripod supported water
reservoir connected to water filled clear tubing. The tubing tenninates along a graduated stadia,and the water
level at the stadia is the same as the level at the eservoir. Consequently,the floor elevation at designated data
points throughout the structure could be meas ed relative to the elevation of the manometer reservoir. The
elevation from the data points were adjusted for different floor covering elevations, and then reduced to reflect
the elevation relative to the lowest points. The enclosed porch and .garage were surveyed separately.
Approximate lines of equal elevations were dra n to the nearest tenth of an inch and are shown on the results
which are attached in�pendix D.Fi zrg �•e 4 of t iis report.
LAB RATORY TESTS
Laboratory tests are commonly perfonned on soi samples to inore definitively establish their physical properties.
Laboratory tests often inchide;organic content, noisture content,percent material finer than No.200 sieve,and
Atterberg limits. Eight samples were tested to d tennine fines and moisture content and to detennine the correct
classification. These sainples consisted of shallo clayey soils. The results of these laboratory tests are presented
below in the Results section.
RESULTS
Ground Penetratin�Radar
After receipt of the GPR report,tliis author revie ed the GPR survey results,including the digital profile imagery,
to review the findings. Upon coinpletion of th invasive testing,the GPR digital profiles were reviewed again
with the findings of the borings to re-evahiate t e initial interpretations of the GPR profiles.
The GPR survey was perfoi7ned on the interio and exterior of the structure and did not identify any a�parent
geologic features of interest. For a more deta led discussion of the results of the GPR survey, the reader is
referred to the Ground Penetrating Radar Repo in�vendix C.
Borin s
SPT Borings
SPT boring B-1 was perfonned near the fi•ont ri ht corner of the residence near dainage observed to the structure.
The boring encountered loose to dense fine san to clayey fine sand,with N-values ranging from 6 to 34 blows
per foot,fi•om the ground surface to a depth of 8 feet and again from a depth of 48 to 53 feet. From a depth of
3 8 to 48 feet the boring encountered very loose t loose clayey fine sand with liinestone fraginents,with N-vahies
of 2 and 5 blows per foot. Very stiff clay with imestone fraginents,with an N-value of 21 blows per foot,was
encountered from a depth of 53 to 57 feet,und -lain by very hard lunestone,with an N-value of 50 blows for 6
Guilarte Residence-Claim No.354110
� HCE Report No. 100091.]
Page No.7
inches of penetration, to the boring termination de tlz of 59 feet. A complete lass of drilling fluid circulation
accurred at a depth of 75 feet.
SPT boring B-2 was located in the bacicyard nea dainage abserved ta tl�e rear side of the stnicture and the
enclosed porch. The boring encountered loose to medium dense fine sand to clayey fine sand, with N-vahie
rangin;fraln 5 to 25 blows per foot,fram the grou d surface to a deptli af 23 feet. Firzn to stiff sandy clay,with
N-values of 8 and 14 blows per foot,was encounte ed from a deptll of 23 ta 33 feet,underlain by very dense fine
sand, with an N-valtte of 53 blows per foot, to a epth of 38 feet. From a depth of 38 to 48 feet the boring
encountered stiff clay witli Iimestone fraginents, itl�N-values of 9 and 14 blows per foot. Medium dense to
dense clayey fine sand and clayey fine sand with lii estone fragments,with N-values of 26 and 33 blows per foot,
', was encountered froi�a depth of 48 to 57 feet. Fro n a depth of 57 feet to the baring termination deptli of 5$feet
9 inches,the Uaring encountered very hard limest ne,with an N-value of 50 blaws for 3 incl�es of penetration.
� No losses of drilling fltlid circuiation occurred in PT boring B-2.
' SPT baring B-3 was perfanned in the frant yard ear damage observed on the front side of the residence. The
boring encountered very loose to rnediuxn dense f e sand ta clayey fine sand,with N-values ranging froxn 3 to
, 28 blows per faot,frorn the ground surface to a dep h of 28 feet,underlain by firm to stiff sandy clay to clay,with
N-values of 7 and I4 blows per foot,to a deptii of 8 feet. Loose to medium dense fine sand to clayey fine sand,
with N-values ranging from 10 to 21 blows per foo ,was encountered froin a depth of 38 to 58£eet. From a depth
of 58 to'73 feet the borin encountered finn to stif sand cIa and cIa with Iirnestone fra ents,with N-values
� g Y Y Y �
ranging from 7 to 14 blows per foot,underlain by nn weatliered limestone,witl�an N-value of 8 blows per foot,
ta a depth of'18 feet. From a depth of 78 feet to the boring termination depth of 79 feet 5 znches, the boring
encountered very hard limestone,with an N-val.0 of 50 blows for 5 inches of�enetration. A 50 percent loss of
drilling fluid circulation occurred at a depth of 5 feet,and a camplete loss accurred at a depth af 57 feet.
SPT baring B-4 was located an the left side of t e house near damage abserved an tlze canverted garage and
utiiity room addition. The boring encountered loo e to inedium dense fine sand to clayey fine sand,witl�N-values
raiiging fro�n 5 to 28 blows per foat,froin the grot nd surface to a depth of 38 feet,underlain by very soft ta very
dense clay and cIay with limestone fraginents, w'th N-values ranging from weight-af-hammer(WOH) for 12
inches af penetration to 80 blows per foot, to a eptlz of 68 feet. Very dense clayey fine sand with limestone
fragments,witiz an N-vahie of 50 blaws per foot, as encountered from a depth af 6$to 72 feet. From a depth
of 72 feet to the boring tennination depth of 73 fe t 10 inches,the boring encountered veiy l�ard litnestone with
an N-value af 50 blows far 4 inclies of penetratio . A 90 percent loss af drilling fluid circt�lation occm-t�ed at a
depth of 38 feet 6 inches,and a complete loss oc ui�red at a depth of 40 feet.
The borings were filled in and sealed with bento ite clay chips upon completion. Detailed descriptions of the
soils encountered in the SPT borings alang with the N-values and other pertinent information are provided in
Appe»clix D. Figzn•es 2 a�rd 3.
Auger Iiarings
The at�ger borings encountered fine sarad to tl�e ennination depth of 6 feet. Detailed descriptions of the soils
encountered in the Auger Barings are pz�avided i .4p er�clix D.Fi ure S.
Test Pits
Test pit TP-1 was excavated along the rear side n ar the right rear corner of the residence and exposed a 10-inch
thick spread footii�g bearing at a depth of appro imately 20 inches. The footing extended 4 inches beyand tlie
Guilarte Residence-Claim No.354110
ACE Report No. 100091.1
Page No.8
� exterior face of the exterior wall. Assuming the sai e projection of the footing beyond the interior face of the
exterior wall,the footing is estimated to have a widt of 16 inches. Test pit TP-2 was excavated along the front
' side near the front right coiner of the residence and xposed a 10-inch thick spread footing bearing at a depth of
approximately 21 inches. The footing extended 4 in ies beyond the exterior face of the exterior wall. Assuming
the same projection of the footing beyond the interi r face of the exterior wall,the footing is estimated to have
a width of 16 inches. The locations of the test pits ar shown on the Boring Location Plan in�pe»dix D.Fi.�zr�•e
1.
Groundwater
The groundwater level could not be determined du to the presence of the shallow clayey soils. The physical
properties of clayey soils prevent accurate groundw ter level measurements. Clayey soils,as well as seasonal
rainfall variations, rainfall runoff, and other site-s ecific factors, may cause groundwater levels to fluctuate
significantly.
Floor Level Survep Results
The results of the floor level survey show that the s ab slopes slightly downward toward the right rear corner.
The difference between the highest and lowest ineas red points was approximately 1.0 inch. The results of the
separate converted garage survey show that the slab slopes approximately 1.8 inches downward from the right
rear corner toward the front. Garages are typically c nstructed to slope downward toward the overhead door and
� away froin the struchire to allow for drainage. The urvey performed of the enclosed porch shows that the slab
slopes approxunately 2.6 inches downward from th front to the rear. Similarly to garages,porches are usually
constructed to slope downward away from the stn cture to allow water to drain away. The detailed results
showing lines of equal elevation are shown on A zdix D Fi n•e 4.
Laboratorv Test Results
Laboratory tests were perfonned on eight soil sain les to fiirther define their physical properties and to aid in
classification. The results of representative laborat ry tests are presented in the following table:
- % o - USGS
Boring No./ Deptli Moisture Fi es Soil Classification-
Sample No. (Ft.) Content Co tent _ Description ° Symbol
B-1/S-2 6-8 17.7 2 .7 clayey fine SAND SC
B-1/S-3 8-10 14.7 3 .2 clayey fine SAND SC
B-2/S-2 6-8 17.5 2 .5 clayey fine SAND SC
B-2/S-3 8-10 15.1 2 .2 clayey fine SAND SC
B-3/S-2 7-8 18.8 2 .8 clayey fine SAND SC
B-3/S-3 8-10 17.1 3 .3 clayey fine SAND SC
B-4/S-2 7-8 18.1 2 .4 clayey fine SAND SC
B-4/S-3 8-10 14.6 2 .2 clayey fine SAND SC
Guilarte Residence-Claim No.354110
HCE Report No. 100091.1
Page No. 9
EVA UATION
Definition of Sinkholes
This exploration was perfoi-�ned with an einphasis o sinkhole development as a cause of ground subsidence.
Sinkholes have typical characteristics which include ones of very soft or loose soil sediments that have washed
downward into pre-existing cavern networks within t�ie bedrock. This very soft or loose soil zone is corrunonly
called a raveling zone. The raveling zone originat s at the limestone surface as the overlying soils begin to
collapse or inove vertically downward into the soluti n features within the liinestone. The loosening occurs in
an upward vertical inotion until subsidence of the gr und surface occurs. The essential criteria for establishing
the presence of sinkhole development as a probable ause of subsidence and structural damage include;
• A cylindrical or cohimnar zone of very sof or loose soil that extends from the top of the limestone
fonnation to the ground surface.
• The presence of significant voids within the imestone.
• A complete loss of drilling fluid circulation in the over-burden soils at significant distance above the
liinestone fonnation.
• A loss of soil density with increasing depth f penetration,generally observed for a distance of tens of
feet. (the loss of soil density with increasing depth of penetration should be represented by a trend and
not isolated individual samplings).
• Stnicture dainage, a surface ground depre sion or other obvious observable indications of ground
inovement inust be present in the immediate 1 cation. Generally when a structure is affected by sinkhole
activity,the dainage is concentrated in speci ic areas and not widespread.
The presence of one of the individual characteristic above does not establish reasonable evidence of damage
caused by sinkhole. Damage caused by sinkholes m ist include multiple criteria from above.
Site Specific Conclusions
The results of our exploration and the SPT borings p rfonned at this site encountered conditions consistent with
the definition of sinkholes as described in the criteria rovided in the previous section of this report. SPT borings
B-3,and B-41ost complete drilling fluid circulation at ignificant depths(21 and 32 feet)above the hard limestone
foi7nation,which can be an indication of downward ra eling ofthe overburden soils. SPT boring B-1 experienced
a slight loss of density with depth froin a depth of 23 to 48 feet,with N-values generally decreasing froin 23 to
2 blows per foot. The floor level survey showed that small amount of subsidence inay have occurred at the right
rear corner of the structure.
Based on the results of this exploration,it is our pr fessional opinion that sinkhole activity can not be ruled
out as a possible contributing factor to damag at this residence, within a reasonable professional
probability.
The cracks in the driveway and front porch tile,as we 1 as the hairline cracks in the terrazzo floor,are apparently
the result of concrete shrinkage,which is common an occurs when concrete shrinks as it dries/cures. There are
not adequate control joints in the driveway. Contro' joints are typically placed in concrete slabs to provide a
location for shrinkage cracics to occur. Control jo nts should be spaced no fiirther than 8 feet apart in the
horizontal and vertical directions of concrete slabs.
Guilarte Residence-Claim No.354110
' HCE Report No. 100091.1
Page No. 10
Our investigation is not of sufficient scope to develo a remediation plan for the non-sinkhole identified cause(s)
of damage.
RECO MENDATIONS
i
i T ical re airs for sinkhole dama e involve compa tion grouting at the top of the limestone formation,followed
YP P g
b re eated injection of grout through the soil layer above the limestone. The purpose of compaction grouting
Y P
is to seal voids in the limestone formation and coinp ct soils loosened by the downward vertical raveling into the
voids in the limestone. Where settlement of the sla and foundation has occurred due to the presence of sinldiole
activity,compaction grouting frequently restores th slab and foundation to near original construction elevations.
However,while this is a desirable effect,there is n certainty that compaction grouting will reverse inovements
that have already occurred.
We recommend compaction grouting be performed round the perimeter of the house utilizing alternating vertical
and angled grout injection holes. The holes should xtend through the overburden soils and be tenninated in the
limestone formation. The angled holes should be irected below the stnicture, and the vertical holes placed as
close as practically possible to the structure. Verti al and angled grout holes should be spaced on approximate
10-foot centers.
A Coinpaction Grouting Specification (A endix ) and Preliininary Grout Hole Location Plan (�pendix G,
Fi�an�e 1)are attached. These should be used as a uide for ground modification contractors. This specification
should be used to assist the grouting contractor wi i pricing and preparation of a work scope. Contractors may
inodify the work scope and suggest alternate scope as they feel appropriate. All inodifications to the suggested
work scope inust be approved by the geotechnicai ngineer prior to commenceinent of worlc.
' ween a roximatel
We estimate that approxunately 1,300 lmear feet f grout hole casmg will be mstalled bet pp y
' 16 grout holes. We also estimate that a total of ap roximately 225 cubic yards of grout will be injected into the
grout holes. These estiinates are provided to assist ontractors with the planning of the work scope and obtaining
permitting. We do not know what the final number of grout holes will be,nor do we do not lcnow how deep each
grout hole will go. We also do not know how in h grout will need to be injected into each hole. The actual
ainount of casing installed and grout injected inay significantly differ from these estimates.
The compaction grouting process will compress an compact overburden soils below the home. These soils will
contain water which is trapped temporarily duri g the grouting process. This water, known as hydrostatic
pressure,takes time to dissipate. As it dissipates,tl e soil zone containing the elevated hydrostatic water pressure
will continue to compress. Althotigh hydrostatic ater pressure usually dissipates within 3 to 4 weeks, clayey
soils and organic soils may have much longer stabil zation durations. At the Guilarte residence,we anticipate that
significant cosmetic damage may occur after rep irs are perfoi7ned if a 4-week delay between grouting and
cosmetic repairs is not observed.
Based on the quautities of casing and compaction�rout projected to reinediate sinkhole activity at tl�is site,we
estimate that the project will require 12 work days t complete. Costs for grout injection are estimated as follows:
1Vlobilization: $ 2,500
Casing Installation: ,300 linear feet @$17/ft $22,100
Grout Injection: 25 cubic yards @$170/yd $38,250
� , � �
Guilarte Residence-Claim Na.35411Q
HCE Report No. 100091.]
Page No. 11
Monitoring: 8 hrs/day x 12 days @$55/l�r $5,280
Tl�ese quantities are only estimates. Sate logist'c canstraints, contractor methodology, supplier reliability,
equipment reliability, subsurface conditions, etc., can affect tlle duration of wark and q�iantzties of materials
required. It is common far actual sinkliole valu es to deviate by 30 to 50 percent from the estimate. The
variation may be mo��e ar less than the estiinate. Si ni�cantly larger variations,tlzough t�ncam�non,do occur and
are NOT LIKELY FORESEEABLE.
I
i
Ar a Maps
Figure 1 Site Vicinity Map
Figure 2 - USGS adrangle/Topographic Map
Figure 3 - USDA S il Conservation Service Map
, ,
APP NDIX A
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� Pasco County Property Appraiser-Map Page 1 of 1
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�I Pasco C unty, Florida
I Section 12, Township 26, Ra ge 21, 0.9 miles ENE of Zephyrhills
f Prepared by the Office of Mike ells, Pasco County Property Appraiser.
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Phot graphs
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Figure 2 - Site and Residence Photographs
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Ground Penetr ting Radar Report
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f �;i j( � jj�i � � -I �j�' !, � 13617 Narth�lorida Avenue
� u,�11.� a��.p r� ' Tampa,I'L 33�13 USA
` �--- -� - � � y Vaice:(813)353-9053
.:.�_._. - � �������l� �9 ����, �ax(813)353-9653
,�, � w�v�v.sei-tauipa.com
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Mr.D�u-reli Hanecki,P.E.
�anecici Consulting Enginecrs,Inc.(I�CE)
1Z633 Gunn Highw�y,Suitz 119
Udessa,FL 33556
Subjecl: Ground PeneEraling R�ida�•5urvey Report
Guilarte Resi�ence
39302 6`�`Avenuc
Ze�hyrhills,Fl�i�ida 3�542
HCF Project No.: 10�091
SEI.Project No.: 10-3500-18$
Dear IVTr.Hanecki:
In accordance with y�ur�iutl�orization,:Subsurface Eva uations; Inc. (SB� has conducted a Ground.Penetrating
Radar (GPR) survey at,the-;aUo.ve-rcfereuced property. This GPR survcy was performcd on August 26; ZOTO.
The-subjece,site eonsisted of a singlestory residentiat weliing with a c�ncrete �atio located on tlie rear ofthe
r�sidence at the southeast corner.
The purp�se of the GPR sui-vey w��.s to document the_ atei�dl confiiiuity of soi] layers around aud bencati� the
residence for a cause-of-stibsidei�ce investigation. Thc objcstivc af the survey �vas f� assist in positioning soil
test borings above passible geolo�c fealures of interest This report is subject to the limitations.on Attachment
A.
GPR Surve IYleth�ds
Y
The survcy was perfarmed using a SIR-2000 di�tal e nirol unit and � 270-megahertz (MHz) antenna. Tliis
GPR equipment is manufactui�ed by Geophysical Sur y Systems; Inc., North Salem, New Hatnpshire. Thc
27Q-MH� antevna coFnbines moderate resolutiou wi h moderate cicptli of penc[ration. The CPR survey
equipment was used to i-�cord profiles thal represe t virtual cross-sections of the subsurFace canditions
underlying the sm•vey h•ansect ]ines. SEI Staff Ge ]ogist and Certitied GPR Operator, Jonathan �'Vclker
performed tl2e survcy.
Following the completion of iiiitia] calibration tcsts, thc rangc of tlic 270-MHz antenna was set to l44
� na�ioscconds (ns)for scaunin�the interior of tl�e reside ce. This range would provide for maximum�stimated
penett�tion dej�tt�s �f hehveen ap�roxi�nate]y l3 to 33 f et be]ot�v a onnd surfaee(bgs) in soils belouv and above
the groundt�vater Eable, respect�vely. The range of tl2e 70-MI�iz atitetina was set ta 270 ns for scanning�round
the exterior of the residenee for ma�cimum es[im��tect pa etr�ttion deptlis of bet�veen appi•oximately 2�to�6�feet
Ugs in soils heiow and al�ove the groundwater table, i �ectivcly. It sl�ould bc ttoted that tf�e actual deptiis of
scanning may be less than the maximum due ro the pres�nce of silty or clayey soils and/or satuialed snils,��►fhich
iend to atteni�ate the radar sign�t beneath the area of inv stigation.
�
Ground Penetratin�Radar Sucvey Report
Guilarte Residence,3930,� G`�'A�'cnue. _7.ephyrhills,r orida
Au�ust 30,20in
Pame 2 of 3
The locatiar�s oi'the GPR t�•anseets condueted at ttte ite a►-e shown on the attac�Zed Figure 1. Uibital copics c�f
the GPR prafi�cs and a ��ie�a�ing prob•�m are inc uded on thc enciosed CI?-ROM. The i110St impoitanl
equipmenE settin�s arc re�orded on t1�e pE-otiles and o her details of the su�-��cy are available in SFI's tiles sl�outd
yott nced then�in the fu[ure.
� GPR Surve3�Resul€s
� Site conditions appcar to I�ave been fair for the GP method, with rcflcctiotis extending to a4�peoximately 1(}0
' ns in time �•a�tge. This r�n�e approximatcs 24 feet gs in dry, sandy soils, or nine feet bgs in samrated, sa�idy
soils. The gencra] tret�d in the d�ta is ihe presence of a gcncrally hori�vntal xnd cot�tinuous soil layer fi�om
Uetween 30 to lUU ns across thc site. The GPR signa s were mnstly attenuated 6clow this time range.
Uur review of the GPk data r.ecorded at the site c#i nut appear to iiidicatc tIie presence of apparent geologic
features �f inte�•est relative Eo a cause-o€=subsidence investigation. The reflections from thc GPR transects did
not appear to exhihit high .amplilude, stackcd, hy, er6alic retlections at depth, which are typical for karst
er�sion. There was no agparent downwarping or runcation of the GPR soil layer reflections noted on tlie
j�rotiles wl�ich would suggest the presence af a�i�a nt sinkhole development at the.site. Li conclusioii,.it is.
SEI's oginion, that there were no aUivpt changes-i the lateral contiliuity of the i�eflections that are likely to
rep��esen�subsurface fcatures associated with active. �arst erosiori.
It should be notcd that�from place.to place, the I'12 profiles .dcpict rerfieal stacks of high aniplitude tir
hyperbolic (ti•ch-shaped) reflectia�s.that,appear.tn` orrelate-to surface or ncar:surface featares 's"uch as bi�ried
utiliti�s. These patterns ai•e regular and appear to rep cscnt�rian-made featw•es,rather than-geologic features.
Discussion
Tlie Gl?R sur��ey is a�useful indicator iif likely pla es to find significant.changes in soil thickness,.type;.and
density thai might lie relevant lo a cause-of subsid ice. investigation. Ail available data, including a damagc
survey,s1�ovld be used to select soil tesl boring locaf bns:
-oUo-
Cround Penetratin�Radai•Survey Repart
Guilarte Residence, 3)302 6`�'.�\venue,Ze��hyrhills, oticla
August 30, 2010
Pa�e3of3
CIosing Commcnts
We xppreciate ttte opportttnity c�f�t•oviding these ge ��hysical GPR se�vices te�yc�u on this projeci. Should you
liavc ai�y questions or require any additional inform tion, please do nat hesilate �o contact our aft�ce at (Si3)
- 3539083.
Sincerely, '
,,>��--
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arl�2.L. P.Cr.
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L o Sedr�i���qaQil� � �ologist,No. l87(Floridaj
Vic`����Ci]r''�pd Bp�
Airgitsf3���e�
Attachments:Attachmcut A—Limitations,
CD 1tOM with 1]igital I'ra�les,and
Figjarz 1
rile:X:�201 O1HC!-3lGuilarte Res�Guilarre UPR i�eport
i�
�
C LlnkFrncc
\\��_
T90 -- �.._.--� -.._..._-,- -�_ ..w ..Shed
\�
39
�� : 3
C J l �
t, -7 j .��r; o0
t �
�' Concrete
�'11 Y Patio �6 -P�5 30
�
�T29 R� �
-2g
T12 _ T27 � T24 ��32
� T3
� 7'93 / `
T5 �
�
�
� �/ AC 4 n
0
T2 .
.�
�
T�i4 l -
�
Gu larte Re id' n - .��,_�
� s e ce ._.
' � 1 tory Dwelling
� -
`� 795 �
� Covered Porch�7
-- .�.:�"
T16 . Car � � T33
-- � T3�
��7 I Car'
�
(0,0)`�g �g ��g T19 T 0 �'2'l ��y T23
Distance Wes�—
Figure 1. locations of Grounc3 Penetrafing Radar(GPR) ransects at fhe Guilarte Residence; 39302 6th Avenue,
Zephyrhilis, Florida.The GPR survey was pertormed on ugust 26, 2010 using a SlR-200Q digita!controi unit,and
a 270-MHz antenna.
-- ��J g�j J[Z�,��� G R Transects:
�...=----- E��IAL..Ur�:I'��N�, 1NC. 2,�,� o Zo r-¢.
�ttgi�tee�•i�tg Cieo/u8 y�i Geupltl�sics �""1 S� Scale
13C+17 iQorth f�lorida At•enue
Tampa,R. 336 t3 USA
\'oicr.(Al3)353-9(183 FuY(813)353-1653 y North
�ti��lv.sci-tumpn.com Dra n B :JRW
Direct Sa pling Results
Figure 1 - Bo ing Location Plan
Figures 2 and - SPT Boring Logs
Figure 4 - Fl or Level Survey
Figure 5 - Au er Boring Records
�
' 1 1
�
N
snea
�
, B�1'�
Concrete
Patio
Florida
Raom �_�
HA_1' �HA-2
ONE-STORY AC
DWELLING
B-4�
Covered Poroh TP_2
B-1
B�Driveway
APPROX. SCALE IN FEET
o �0 2o GUILARTE RESIDENCE
39302 6th Avenue
L GE D Zephyrhills, Florida
� APPROXIMATE LOCATION OF STANDARD D�WN. �H H C E
PENEfRATION TEST BORING CHKD:
� APPROXIMATE LOCATION OF HAND AUGER DJH Hanecki Consulting Engineers,Inc.
17633 Gunn Highway,Suite 119
BORING SCALE: ,�„_20, Odessa,Florida 33556
� APPROXIMATE LOCATION OF TEST PIT �A�' 10-6-2010 PROJ. N0: �00091 FIGURE: 1
B-1 B-2
I DEPTN
�.
LEGEN
0
HA �) N�, O (?� Tan and brown fine SAND (SP)
�
� �
5 6 �.';. 5==',
, . Tan, orange and brown fine SAND with clay
s ,��; s;f' ?±�� to claysy fine SAND (SP—SCfSC)
10 3a� i� ��Z�� �.
; � � ,; � Tan sandy CLAY (CL)
� %%
15 21 •!'i 24 Q� �� Green, orange and tan CLAY (CH)
�
`� `YC � Light tan weathered LIMESTONE (LS)
20 22 �;{� 25�
%�.'�i 2
� Light tan LIMESTONE (LS)
25 2a � s
,✓!'
� HA Hand Auger
30 a 2" �a �
r:.�
� � Circulation Loss
35 �6,�' S3 :`� 4 Groundwater Level
.Q.
� waH Weight of Hammer
40 5 ,':�: s
., 4 A(38-48�� NbTES
. A(38-48')
45 2 .:• 7��10 �a
A with limestone fragments
5a Ts .'j� � '
%; ';a�aa-ss�)
U`
55 zi a zs�
A(53-57')
56=6' 6 5a= �
60 B.T @ 59' B.T @ 58'9'
Graundwater Groundwatar
Ievet unknown levet unknown
due to ehallaw due to shallow
65 clayey soils clayey sofls
7a
��
GUILARTE ftESiDENCE
39302 6th Avenue
Zephyrhills, Florida
80 DRAWN: ,�H N �E
CHKD:
85 DJH Hanecki Consulting Engineers,Inc.
17633 Gunn Highway,Suite 119
SCALE: N jA Odessa,Flarida 33556
DATE: ,)�—�-2�,)Q PROJ. N0: ��4�9') F'IGURE. 2
B-3 B-4
DEPTH
FT.
LEGEND
0
i HA ,-O NA �'� `� Tan and brown fine SAND (SP)
' S ;=': -�`
8 �°�- �`'�� �i Tan, orange and brown fine SAND with clay
�� � C'2� ta ciayey fine SAND (SP—SC/SC)
^� u." �,, , 4.
� ':
10 18 "y� 15�;,�
� i�!i � Tan sandy CLAY (CL)
j' r�
� �
15 21 � 25 �.'.: � Green, orange and tan CLAY (CH)
5 Light tan weathered LIMESTONE (LS)
z 2 �
20 24 " 24�
� •..-
� �,,� � Light tan LIMES70NE (LS)
...•
2� za .� zs.:•�
��.
�'`� �+ Hand Auger
30 7 23
r % Circulation Loss
35 14 �� --`T s Groundwater Levei
a '�.
,r,_�
'�` woH Weight of Nammer
.•:.� so^/o
( 40 2t ;.'_.•� woH=iz• �00%
`;,:�i A(3&-43'j
. _. NOTES
-�.
45 20;'•��- 2
r.`�:
'''�� A with limestone fragments
50 10 `:?` so^,v �
,Z 4
55 12 . io
I � 100�
60 � �• �2
3 ' A(48-&8')
s5 �a / so
f
q A(63-73')
i'�.'
7d 7 �Q 2 n(es-72')
%
' __ 50- • s GUlLRRTE RESIQENCE
, 75 8 =– B.T.@ 73'10"
5 39302 6th Avenue
Groundwater
_– level unknown Zephyrhilis, Florida
50=5" 6 due to sbatlaw
g� B T@�9,5, clayey soils
DR4WN; �H H C E
Groundwater
Ievet unknown CHKD:
85 due to shallow DJH Hanecki Consulting Engineers,Inc,
clayey soils 17633 Gunn Highway,Suite 119
SCA,�E: �j� Odessa,Florida 33556
DATE: .�O—�—ZQ')O PROJ. Nq: 1(}OQ9 9 FIGURE: 3
(
�.. _ __
( .
� ,
FLOOR L EL SURVEY
�
N
�
I
Lowest Measured
Point of
Enciosed Parch\
Survey
_�-��,. -,
y� � Nigheat Meosured
Highest Meosu�ed "6�I paint of
Point of Converted �°�0 1f��i="~~� Enclosed Porch
Garage Survey � ����e Survey
, (1.8" obove t° (2.6" above
towest � Iowest
measured point) �� meosured polnt)
24
\ ` 1
� \ � �Lowest Measured
�� � \ ''�� '� Point of
�� \� �..,� House Survey
I /T \ M
� r
?
� \�'��� b s t,..,,``�O
� f t
a� �
� io 6 E
B � �
e o 6 �
� 7
*� ° ^��f� e H(ghest Meosured
°�.�,,,/ .� ,,._„� Point of
? I 4/ House Survey
�,,�^'/ (1.4' above
.. s
foweat
- ` � a�^`�� `...� meosured point)
lowest Mensured � p a �
Polnts of Converted 6
Garage Survey
� � Cavered Parch
, N (Not Surveyed)
0
a
rv
N
O
�
�
�
m
�
47
�
m
�
C�
uti
rv
i
�`
c
� APPROX. SGALE IN FEEf
� � ��
� 0 5 �o GUILARTE RESIDENCE
° 39302 6th Avenue
�
� Zephyrhills, Florida
� LEGEND
� os�awrt: MKC
� ''�..."- ���.��"t
� �2 CHKD:
� SPC Hanecki Consulting Enginesrs,Inc.
= 17633 Gunn Nighway,Soite 119
oLines of Equal Elevatian in Tenths of Inches SCALE: 1„_,�p, Odessa,Fiorida 33558
� From the Lowest Measured Point
� �A�.10-2 t-2010 Paoa. �o. 10�091 F{GURE: 4
�
8
�
r
' > .
APP NDIX D
(Fi ure 5)
AUGER BO NG RECORDS
� AUGER BORING HA-1
Depth (ft.) Soil Description
, 0.0-6.0 Tan fine SAND (SP)
' Groundwater was not encountered to the boring ten ination depth of 6.0 feet.
AUGER BORING HA-2
Depth (ft.) Soil Description
0.0-6.0 Tan fine SAND (SP)
Groundwater was not encountered to the boring ten ination depth of 6.0 feet.
Pasco County Prope ty Appraiser Information
�
�
Pasco County Parcel: 12-26-21-0040-00100-0080 001 Page 1 of 1
j Data'Current as Of: ��—� Weekly rchive - Saturday, August 07, 2010
j � Parcel ID� � 12-26-21 0040-00100-0080 (Card: 001 of 001)
+� Classification���� � 01 - Single Family
�
Mailing Address Property Value .
GUILARTE WILDER&MARIVEL Ag Land $0
39302 6TH AVE Land $13,438
ZEPHYRHILLS FL 33542-6844 � Building $43,684
Physical Address Extra Features $466
39302 6TH AVE
ZEPHYRHILLS FL 33542-6842 MarketValue $57,588
, ._ . Asse sed (Save Our Homes) $57,588
Le9a1 DesCriptiOn (First 4 Lines) omestead 196.031 - $25,000
See Plat for this Subdivision � Non-School A ditional Homestead Exemption - $7,588
ZEPHYR HEIGHTS 1ST ADDITION
PB 8 PG 21 Non- chool Taxable Value $25,000
LOT 8 BLOCK 1 Schoo District Taxable Value $32,588
OR 7786 PG 1285 Warning:A sig ificant taxable value increase may occur when sold. �
Click here for d tails and info. regarding the posting of exemptions.
� _ . Land Detail ( ard: OOl�of 001) �
Line � Use Description f Zoning U its Type Price Condition Value
+-- 1 0100 SFR � OOR2 7,0 0.00 SFs � $C 1.91 1.00 $13,370
� 2 0100 ' SFR OOR2 2 0.00 � SF V $0.27 1.00 $68 �
' � Additional La d-Information ° " ^
Acres 0.17 �Tax Area 30ZH ' �FEMA Code .� X Residential Code� ZHLGLP3�'
��� Buildinq Information - Use 01 - Si gle Family Residential (Card: 001 of 001)
Year Built 1965 Stories 1.0
Exterior Wall 1 Concrete or Cinder Block Exterior Wall 2 None
Roof Structure Gable or Hip Roof Cover Built-Up Tar and Gravel
Interior Wall 1 Drywall Interior Wall 2 None
Flooring 1 Terrazzo Monolithic Flooring 2 None
Fuel Electric Heat Forced Air- Ducted
A/C Central Baths 1.0
�---� Line � Description Sq. Feet � Repl. Cost New
� 1 � BAS � 988 � $50,566
�-���_ 2 � FEP 216 $7,728
��--_-_- 3 vr_-- UGR 260 r $3,992
�-- 4 � FOP 80 $1,024
�� � Extra Features_ Gard: 001 of 001)
�_—•-�Line. Description Y ar � Units �- Value
�_--��1 DWSWC �� 1 74 � 300 ^� $270
r—2 CLFENCE !— 1 74 � 400 $141
�---__-_3 � UDU-M 1 74 1 $55
� ��— R— . -� Sales History --��—_�_______._. � �__
�-_---- Previous Owner PENA RAFAEL A&
� Year � Month �--Book/Page � � Type �-! Amount
� 2008 �T•_-_ 03 �`� 7786/ 1285 WD � $135,000 �
�-- Z005 �~� 06 �--6421 /0221 �WD `� $68,000
�_- 2001 �� 07 �--4671/ 1130 j WD $64,500
http://appraiser.pascogov.con�/search/parcel.aspx?s c=12&twn=26&rng=21&sbb=0040&b... 8/11/2010
' , .
S WF MD's
� Sinkhole Information
Br � chure
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SOU1]1VVeSl FI017CIQ INCICeCl1/ICII7C/Je171elltDlSCI�ICC _ '�';;^,. _ '` "`��; 'F;�,�.����� - � �
2379 Brond Str�eet a Bl-ooksville, Floridn 34609-�s99 "y�� ' � �`°�� � $; , r����-'�' , . ��
Phone: 1-800-423-1�76 �� � ' ' k� � '� � . � +:���+�.
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If a disabled individual wishes to obtain the information contained in this `:_�+ � " ��^ `�°"` � ���� t , - y � :�:�� � ,^��� �• r
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document in another form,please call Tony Gilboy at I-800-423-1476, �F. .�,: : ��,,'�°� g �-� � � - ""��"�"'�° -
�'�., ° . '�:` ' � �;�' i?�i1,���1�(:::)S�.'�:'`}i�.�.F:,� i�'Cl�L'Y'�$�LIYIi:{���.E.t�'f�l��"7'��?�' '
extension 4305;TDD only 1-800-231-6103,fax(352) 754-6882. " ,� A; , _ �� ���a� .:� ;
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�lorida. Land of sunshine, beautiful beaches and... sinkholes! Much of Florida's landscape is comprised of what is known as �
Sinkhales can be depressions or coliapses in the land surface, ar may "karst."A karst terrain is a land surface produced by water dissoivin�
be hidden from view below the surface. Sometimes referred to as"sinks;' the bedrock and is characterized by sinkholes, cavern systems and
they are widely distributed in the porthern and central counties of the springs.
Southwest Florida Water Management District. They can be shallow or The buried karst of the southern half of the water management
deep,small or large, but ali are a result of the same general geologic district receives much less infiltration of rain water and is much more
processes. stable than the northern half of the District.The reason is that the
������g ���pc��������� ����� ������� �¢ ��� ������ ground water in the southern part of the District is well-confined due to
NORTH o 5��+ sediment formations.These farrriations contain beds of sand,clay and
� � _ � thick limestone.The thickness and the type of material that overlies the
G "�° °�° �° �� w o o�� limestone determines the type af sinkhale that may farm.
� '�Q QO V p c�i W vti V
� 5= 2.0 O�a StlRfilCfAt ][.o
�i� S�i z Z 4 ��y AOUIFER Q ��y o'Sy
V 4'S �_ �O p(�
�E{ ., .,. ` ~ . .� . , • '—�l �AMElJtATE t RSYSTE�" ('{ ��
. . � M��� E?.4?���� fl��}°', �j � 9� " �"� ���� �%'�ij�`
s. �_.' , . : '. .., �� ' � ea.,,l,���.w����l.�� �'_li� uUldY:...'v..1.,1iE';i�.:.,��
mffi ' `. ,. � =' TtiPot�nter�tanUtar '.. 4"' . FtORtDANAaU(FER3Y57EA4� � •�._I ._ -".. . . �..
.�� , .�'�..._•:' ._EVapw�tes `r ',..,..� . „
o$ � , ,, �•�,,. � ��. .: • . .- inkholes occur as a naturaI process of erasior� of the Iimestane
/ TojiotHig�hty .
Qq°,�i' ��' � .•\.L ��,;:i:cr'�.��..�_ . � � . -PermeadleZone," .,
��' ,�� ,, , _ , ;�=��w�� �. , by water. Ancient cavities dissolved in the limestone need a
����,;` "`� � : . , ', ��'��;: � ;�,;.�� �� - . � triggering mechanism to cause the collapse. in predevelopment times,
• � � ' • � � • � ' ��`�,.:� � -- sinkholes were usually triggered by heavy rains or a fload which made �
. . , �:.:,;.. �.
'.'. ; ' ; '.. • ' • . . • ��= • - - the soil"roaP'over the cavity very heavy,so that it eventually collapsed.
' � � ` � � � ° �� `�'"�' Droughts can also Iower the graund-water tevels, reducing the buoyant
Z�i.. ;���:���,� � . . �. , ' - suppo o a cavi�Y�o�of aTrd�roTnPtinga�cal�apse:�ttr�l�-i�k�s�es-st�1�----
. ... ,._. . . .. .... .
occur in Florida.
For more than 60 million years, ancient shallow seas covered what
is now the state of Fforida. Factars reiatit�g ta the chemistry of the water
��, a r�-
an t e c emistry o t e p ants an animals t at live here resulte in ��; „ �,
s,u���' Si .13 : .�"�}'{,?%
limestone being deposited be�leath these ancient seas. Eventually, the ������.:.,;��.�,���.�
seas towered to where they are today leaving a base of predominantly 3
� ���' s��'��, ..,�':� �
limestone bedrack covered with sand and clay for us to live upon. �� �-.������'�",�'��:-' "�,-� '
This limestone is thoUSands of feet thick and underlies the entire �� �"� ��
state and portions of the Atlantic Ocean and the Gulf of Mexico. When .� i�-.�,�`����,��%���',' _ ,�
' :��� ' ;� � _
the limestar�e was originally deposited, it was laid dawn in layers or �„ Confined Aquifer andlor mare �;.:,,_
beds. These layers have sli�ht differences in chemical composition, � than I OQ feet of overburden above .—_s'+=; �
hardness, and thickness. Earth processes are in constant motion and y ►imescone.Sinkhales rare. +,��--- �
as a result, the limestone cracks, breaks, develops fractures and weak a � � E
layers, and slowly dissolves. _ �-�--_jj--T��` I
The essential factor of all sinkhale develapment is the dissolving af �� � �imestone ac or near�and sur�ace. -3. '��t
the underlying limestone by slightly acidic water, As rain falls through the � High sinkhole densiry,but moderate � - " ,
ta small intensity of surface collapse. % �, i
atmosphere, it absorbs carbon dioxide and forms a weak carbonic acid. As .� --- ---
this water moves through the soil zone, it reaets with living and decaying � i
plant makter and becomes more acidic.The acidic water slowly dissolves � Moderate o�erburder,ch�ckr,ess o�er�ay�r,g �-� �—_-- '
iimestone, especialiy alang the fractures and weak]ayers.This chemical cavernous 1'smestanes with significant water �_�
erasion eventually causes voids or cavities into which overlying sediments level differences between the surficial and _
may collapse ot'subside. The end result of chemical erosian of limestone, Floridan aquifer systems.History of sudden _ —
follawed by physical collapse or subsidence, is a sinkhole. steep-walled,wide sinkho3e collapse. `
1 2
Increased numbers of sinkholes can generally be attributed to = 1�,�����CsN��,�Y,��,,�,,���� �.����1���������� ,
changing or loading of the earth s surface with development such as - -
retention ponds, buildings, changes in drainage patterns, heavy traffic, here the sand layer may be as thick as 50 to 100 feet,with
drilling vibrations or declining ground-water levels. In urban areas, all �very little clay below it, the dissolving limestone is replaced by
these impacts may occur at the same time, accelerating any sinkhole granules of sand that cascade down to fill the void. This type of
tendencies. Urban construction, coupled with limestone depths of less sinkhole is referred to as a cover-subsidence sinkhole. These sinkholes
than 200 feet, contributes to many of the modern sinkholes. For are only a few feet in diameter and depth. Their small size is due to the
example, the lack of sinkholes in metropolitan Manatee and Sarasota fact that the cavities in the limestone cannot develop to appreciable
counties can be attributed to the depth to limestone which is generally size before they are filled with sand.
greater than 100 feet.The thick sequence of sand and clay above the
limestone, shown in the cross-section on page 1, seems to support this
observation. � �:�' �,��'��',�'�;1��: �i'r�'(�`1���,�'���'r�,�°;
Whether natural or induced, there are several types of sinkholes. � � -�����•-'���'�f�"='�:��``-, == ":`��'`"`a �{`';,�='""°'.
The majority of these occurring in southwest Florida are limestone �enerally, the deeper the soils, the more clayey the soils tend to .
solution sinkholes, cover-subsidence sinkholes, and cover-collapse become.This clay provides some cohesiveness to the soil material
sinkholes. above it, allowing it to bridge any existing cavity in the limestone. If this
"bridge"collapses, it results in what is called a cover-collapse sinkhole.
The size of the sinkhole depends upon the size of the cavity. Cover-
:+'�;���,��-q,��',,��.��,�, ����`�,�s�j��; �'���������� collapse sinkholes form the same way as cover-subsidence sinkholes �
- but differ mainly in the bearing strength of the soil above the cavity and
n parts of Pasco, Hernando, Citrus and Levy counties, limestone whether the sinkhole subsides slowly or collapses abruptly.
-is-e�cpos���t t�e-sr�rf�ee-ar-is-eaner er-ef-saii:T-hi
leaves the limestone subject to both physical and chemical processes
that break down the rock. When this breakdown occurs, it usually
forms a saucer or bowl-shaped depression. Due to the natural
dissolving of limestone, these sinkholes develop continuously, but
slowly.
,, ,�� , , c� . �p , �,, -�, �y.
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m��,�, ��; �:�;' �; �, a)� ;,.�j�°�a�.� _ ��, _�, _.�C��-' �_.rJ r ��.��� .�s��.�5 �,'�+ _���` �������,'�,€�`�,`�.�,'�:;' �, �.�j,�^,�,��:'.•'�'4�"����`'M;�t��'�1�.�
- - - - - , -
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;�a�� � �l llIll,!��r,,,� � � ��� -Ill J i �iu ,-.irqu�.,,..,;;,;�,;,,..,ll'll7/.�mnqrn
I%%%/l%G�l%,"„//////ll!%%/%%/,�U//,,,,,,,,,, � rllllllllllN%%ll.,,,,lll/llll",.�",,,,�l/lllllll/ Illllllllll"„�,�lll/ll/lll,llll,,,,,,,,,.,":���.� IIIIIIIINI,�"�/lll/lllllr/lll.11/ll„�,.�„�,,�;�� ��
�.,,,,.,.,//I//I;.,,.,,,,,, �%l///////l,////////% � .,,,.,lllll/ll%lllll%�///1,/lll//Gll,.,..,.,,, ,,,.,.,Illlll�lll 'lllllllp/lllll�lllllllll ,,..,,,,,,;ll/rll ,..,.,..,,, jG�l/ll,j�,;ll�llll
Nl//l////%�j%j�l/!/�////.11//L�///,., ,,,.�/jjl/jjji IUlllllll�lllll� ,., ,,, lll%%I%l%%�lll//ll/! llllllllllljl�lll,,,,/llllllHl.„ i01%Illll flil'I'Illl �r llll�ll��llllrl/I�i„�. „�;;
Il/////�l////�/�///////Il/l/// lllllllllll�l/lj�ll//ll/Illl/111,�11�Illl�llllUll/l%Il% 11111111(llllNlll/l/lll/lllll�llllll,lllllllllllllllG`1 Illllllll.�i IU�ll�jl'i�llll�!/l��j�j�l.11�ll,�i
� �-��4��, � , llllllll%l%%%ll�lll/ lll�l'/�'llllll�%%/llrll il�l�'��,,,,. �ll�ll,'�l!!�l
���,z, _�,��,�n„r•q,- Rainwa�er percolares .� ,�;,; Differen[ial solucion � „ ���Sinkhole intersects the water �-�.,�; ��'�..�,g a3��*-�Sinkhole spreads
�'�;�`o'(;�,':�.:_�x ~k.-?�r"6,�,�ro through incohesive �5;�f,;;���y�„rr,��'�.���� of bedrock is -_ __��(� �-•uble and cypress trees begin ���'�,_.�*-9'°��s--�.-'_�laterally faster than
y t,o�cf,° b;,r"� ��'�„�' .,� ,,� .�: ��S?�.P'�Y3��-1--ro?,?. �:�;� F r•�,n�- "�Pa-:���
, �,,c`�v,,d���t�_ �a� , �, deposiu[o the ��.�,��.��,,� �.�. � .G�r.s� expressed by a �,. to grow.Rate of dissolu[ion :�;,,��r.;� „ ��.�, ,_,." ic subsides.A cypress
Fi'4µ..��;�. �,`.�,,i;r.u�r.'-.S',.G _�u.i'l� M �y�R:�..,_�.,��� . '. ,y,�'�+,a%j . 't���c� •'r. � .� ..� �� 4
underlying limesrone. ���,q. . •�"✓;��"��*�A.r' depression at land :�.,,�o b ,_; .�:,��is reduced because there is � �dome forms wich older
i-_-_ ' ,_.;';-� � Highly transmissive ' .`+� ' � surface that funnels F_.yj,__ �� _ less head difference becween _ °- crees in the cencer and
;� -� " '� - � oina dissolve fas�er ta�� water to the enlar ed r �._!the water table and ' oun crees on the
---=- =i � �- . :i_, --- -- 8 t '�:`_ _ _Ai_.. �''� ,Y S
; than others. E - joints. . 1 potentiome[ric surface and, • - �°;perimeter.
� �� ^� _-�; i---'^ .`���-_.=_� ! �����"�� __ . __i thus,less percolacion. � ;.� �F� ,
'.�.,_�.. _,. ..__!>„____....i4_.J ti_.........<._._—'-...�,.J�.._._,�_...,al E�, t.......�.»._........_�.........__.�.......:a.;�:! ,.�x. .__.___,v _. _ _...�.___,i
� Thick Sand �Clny Layer 0 Limestone ---�Water Table in Sand Laye� — Potentiomefric Surfa�e of Limestone Aquifer � Flow fo Disaharge Area
3 4
��''���`1�;� �-, ��� °i��. �.,�j,� �' �'��i��•�"�'' � ,
��'�`�.+��--��`.' ��_'�?,��� ��°.,����� ��r��� ��'� .�-�.�s+���:'.�.�.���.��� • Ponding—small ponds of rainfall forming where water has not
�r�,��..��r�,�'�,������`, collected before;
Y ,. J
ater not only contributes to the chemical dissolving of the m Wilting vegetation—wilting of small, circular areas of vegetation.
limestone but it also contributes to the support or lack of support This happens because the moisture that normally supports vegetation
it provides to the formation material when it is lowered or raised.The in the area is draining into the sinkhole that is developing below the
water provides a hydrostatic pressure which is exerted on the clay surface;
layers which separate the shallow surficial aquifer from the deeper A Turbidity in well water—muddy water in nearby wells during early
Floridan aquifer (drinking water). stages of sinkhole development;
Fluctuations in this hydrostatic force have a weakening effect on a
limestone roof or a clay layer spanning a cavity. Often times the water � Structural failure—cracks in walls, floors, and pavement;cracks in
level will reduce the hydrostatic support to the clay"bridge"and ground surface;
increase the downward gradient of the overlying surficial aquifer,
resulting in a sinkhole collapse. -
Although the sinkhole may have occurred eventually, the lowering �� � �,,�,, ����,�� {� '� ���,, ��
of the water level accelerated the sinkhole collapse, acting as a catalyst ��;; ��,� r?�,����,�.�;�;����,.�-_; ��.�;, �:-r�!�:C����:,`.
or triggering mechanism. ` ��, ��`^� t;`� , ,-� -� Q, •�
�'�,,�L;; U;�C�Lf' L�-L���,�:'�;t�-x.G�'t��;�l��'i
v . .. ,
� Keep children away?
C`"rt� � '-?[�.� . � � ;_� .,'��:-t ; ��:a, .� ?� 't . �� • If lake or river levels are affected or you think ground-water quality is
G�>G�i1�,;�Li�i�°°'e�' �141yT�,�3�,s��,`�''_�'�!�'������1�1����``s
,� endangered by a sinkhole, please report it to the Southwest Florida
hen a sinkhole develops, everything on the land surface or Water Management District at 1-800-423-1476.
in the soil below has the potential to end up in the aquifer.The o If your home is threatened, contact your homeowners insurance
same fascinating system that allows dissolved rock to carry tremendous company.
amounts of clean water for our use also allows surface water to carry
contaminants through the sinkhole into the drinking water. � Make sure the sinkhole is fenced, roped, or taped very clearly. tn
Many people see sinkholes as drainpipes, calling them "go-away some areas a local enforcement agency can help. Usually, the
holes."They think that out-of-sight is out-of-mind when in actuality, the property owner will be liable if someone is hurt in the sinkhole.
drain may go directly into their drinking water?
The area around a sinkhole should be kept free of garbage and • Check carefully for signs of the sinkhole enlarging, especially toward
wastes. Don't use it as a garbage dump or compost pit. buildings, septic tanks, drain fields, and wells (flowing water into a
Make sure that fertilizers, chemicals, motor oils, animal wastes, or sinkhole will continue or accelerate its growth). This can be done
pesticides are not allowed to drain into a sinkhole from the surrounding with a thin hard metal rod that can be pushed into the soil. Areas
area. near the sink will offer less resistance to the rod than the unaffected
soil.
���!����,��,�,; �;����'�����'�] �������; 0 Dand. t throw any waste into the sinkhole. Fill the hole with clean
- - - `�', -- —m�i '
e Fresh exposures on fence posts, foundations, and trees that result • Do not use the sinkhole as a drainage system. Pesticides and other
when the ground sinks; wastes seep easily through the sinkhole into the aquifer—your
o Slumping, sagging or slanting fence posts, trees or other objects;
drinking water.
doors and windows that fail to close properly;
5 6
. , .
�
Compaction Gro ting Specifications
Figure 1 - Preliminary rout Hole Location Plan
'i
� . .
GENERAL SP CIFICATIONS FOR
COMPACTIO GROUT INJECTION
' Scope of Work
The work discussed in this section consists of proj ect control,supervision,labor and equipinent,and performance
of operations in connection with im�rovement of so'Is by injection of compaction grout.
General
1. The placement of compaction gro t within the soil shall act to fill voids and compress and
consolidate surrounding soils in s ich a way as to reduce the potential for firture sinldiole
development. Mortar grouts shall e used which have a maxin7uin slump of 3 inches. Sluinps
eater than 3 inches shall not be us d on this ro'ect unless a roved in advance b the ro'ect
�' P J PP Y P J
engineer.
I 2. Soil improvement shall consist of i 'ection of low slump compaction grout at such locations as
necessary to fill voids within the li estone and above the liinestone formation at the site, and
coinpact overlying soil loosened by previous sinkhole activity.
Materials
1. Portland Ceinent to be used on this roject shall be in coinpliance with current ASTM Standard
C-150.
2. Fine aggregate shall be nariiral san material. The fine aggregate shall contain no less than 10
percent and no inore than 30 perce t passing the No. 200 sieve and shall be approved by the
geotechnical engineer.
3. Water shall be obtained froin a clea potable water source.
4. Ready Mix Grout is acceptable con 'ngent on puinpability and consistent sluinp.
Equipment
1. Only approved pumping and mixin equipment shall be used for preparation and handling of
compaction grout. Contaminants st cl� as oil or rust inhibitors shall be removed from mixing
dnims,stirring mechanisms,and all other equipment that may be in contact with the grout.
2. Compaction grout pumps shall be c pable of achieving 800 psi injection pressures and have a
variable range of speeds between 1 nd 10 cubic feet per minute.
3. The mixing equipment shall have s ales, gauges, meters, or other calibrated devices for the
, puiposes of monitoring the quantity of all components of tl�e grout mix.
4. Approval of equipinent on the job si e does not imply final acceptance.
5. The conhactor shall provide vertica survey control at each injection point to determine when
surface heave has occurred.
Mix Proportion
1. Materials used shall be accurately neasured by vohune,by weight,or other methods approved
prior to commencing work.
2. The grout shall include a minimui of 12 percent cement based on the dry weight of sand, (i.e.
1001bs. of sand require a miniinui of 12 lbs. of ceinent).
3. Calibration of mixing devices and rout pumps shall be required as directed by the geotechnical
engineer.
4. Ready Mix tickets, if Ready Mix i used, shall be saved and used for coinparison purposes.
5. The proposed inix design shall b submitted to the geoteclmical engineer for approval. The
contractor is responsible for mix s rength,pumpability,etc.
6. The grout shall have a ininimum o-day compression strength of 200 psi.
Injection point spacing and placement
1. The primary injection points shall be installed on 10-foot centers around the perimeter of the
building. If necessary,secondary nd tertiary injection pipes shall be placed and grouted. The
geotechnical engineer should esta lish the need for secondary or tertiary injection pipes as the
grouting work proceeds.
2. All spacing changes shall be det nnined by grout quantity and grout pressures under the
direction of the project engineer.
3. Injection pipes shall be drilled th ough the surface soil to at least 5 feet into the limestone
fonnation. Generally,holes are ex ected to vary in depth froin 70 to 90 feet or inore total depth.
The depths may be varied by the p oject engineer during the field operations to whatever depths
deeined necessary.
4. Rotary wash drilling is acceptabl ; however, subsidence dainage that inay occur will be the
responsibility of the contractor to epair at his own risk.
5. The diameter of the injection pipe hall be adequate to pennit injection of compaction grout. A
miniinuin 2-inch inside diaineter i�e shall be used.
6. For all types of injection points accurate installation records shall be inaintained by the
contractor including location an depth of injection points, method of installation and all
pertinent data such as difficulties ncountered during drilling or driving.
Compaction Grout Lijection Procedures
1. Compaction grouting shall procee around the perimeter of the dwelling with spacing of primary
inj ection points on 10-foot centers. Priinary inj ection locations should alternate between vertical
and angled points. A Preliminaiy rout Hole Location Plan(Appendix G.Fi�zn•e 1)is attached.
The contractor shall submit a fi al grouting plan for review by tl�e geoteclinical engineer
prior to commencement of field vork.
• � Y
2. The inj ection of grout shall begin t the bottoin deptl�of the bored or drilled casing and proceed
upward in two foot intervals.
3. Injection at eacl�interval shall co tinue until one of the following occurs:
a. Miniinum grout pressure of 100 psi increase over pressure necessary to initiate grout
intake.
b. Maximum grout pressur of 250 psi or as directed by the geotechnical engineer.
c. Maximuin grout quantit of 2 cubic yards per 2-foot intervals or 10 cubic yards at full
drilled deptll.
d. Maximum 25 cubic yard shall be placed at each injection point.
e. Ground surface heave o curs.
4. Grouting shall take place froin t ie bottom of the grout hole upward to within 20 feet of the
ground surface unless otherwise irected by the engineer.
5. Accurate records shall be mainta ned by the contractor for grout inix proportions, quantities of
grout take,and injection pressur s. The actual sequence of grouting operations and proportion
of grouting inix shall be herein rovided, except that the provisions may be modified by the
geotechnical engineer as require by field conditions.
6. All daily drilling, grouting, and esting reports shall be subinitted to the geoteclmical engineer
within 24 hours of completion o that work.
7. Drilling reports shall be require and shall contain at least the following information: name of
driller,type of drill and inethod eing used,date started,date coinpleted,location of hole,type
and depth of inaterials encou tered, and any notations regarding abnonnalities such as
unexpected difficult drilling,etc
8. Grouting reports shall be inainta ned Uy the geotechnical engineer and shall contain at least the
following information: name of routing technician,constituents and proportions of grout,log
of quantity injected per lineal fo t of hole,date,rate of pumping and pressure at the hole.
9. A level control system shall be nstalled and operated by the contractor during grouting. The
monitoring shall be carried out so as to detect any movement within 25 feet of the grouting
operations whenever grouting is occuning.
10. Any work perfonned by the cont•actor without representation of the geoteclmical engineer shall
not Ue compensated and process s shall be repeated.
Testing and Quality Control
1. The testing and on-site monitori g shall be performed by the geotechnical engineer. His activity
shall include but not be liinited o oUservin�the grouting activities, monitoring grout volumes
and depths, and retaining and re iewing daily grout samples.
2. A minimum of three 3-inch x 6-inch grout sample cylinders shall be prepared each day.
Unconfined compression tests sl all be perfonned at two and seven days on the obtained samples.
�
. •
PRELIMINARY GROUT H LE LOCATION PLAN �
N
Shed
11 10
•
Concrete
Patio
Florida
� 13 ip� Room g :
7
15 ONESTORY AC
DWELLING
�6
16�
Covered Porch �
3 4
1 2•
Driveway
APPROX. SCALE IN FEEf
o �0 2o GUILARTE RESIDENCE
39302 6th Avenue
LEGEND Zephyrhills, Florida
APPROXIMATE LOCATION OF VERTICAL
• GROUT HOLE ��wN: KAH H C E
� APPROXIMATE LOCATION OF ANGLED CHKD:
GROUT HOLE DJH Hanecki Consulting Engineers,Inc.
17633 Gunn Highway,Suite 119
NOTE: ALL ANGLED POINTS SHOULD BE sc�E: �„_20, odessa,Florida 33556
15 DEGREES FROM VERTICAL UNLESS
OTHERWISE NOTED �A�' 10-6-2010 PROJ. N0: �OOOJ'I FIGURE: 1