HomeMy WebLinkAbout08-7752
CITY OF ZEPHYRHILLS
5335 - 8TH STREET
(813)780-0020
BUILDING PERMIT
7752
Permit Number:
Permit Type:
Class of Work:
Proposed Use:
Square Feet:
Est. Value:
Improv. Cost:
Date Issued:
Total Fees:
Amount Paid:
Date Paid:
Work Desc:
7752
COMMERCIAL
ADD/AL T COMMERCIAL
SINGLE FAMILY RESIDENTIAL
Address: 5012 5TH ST
ZEPHYRHILLS, FL.
Township: Range: Book:
Lot(s): Block: Section:
Subdivision: CITY OF ZEPHYRHILLS
Parcel Number: 11-26-21-0010-19000-0170
"-
Name: ABHILASH, MATHEW
Address: 5012 5TH ST
ZEPHYRHILLS, FL. 33542
4/16/2008
52.50
52.50
4/16/2008
STABILIZATION OF FOUNDATION
Phone:
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MI
FOOTER BOND DUCTS INSULATED SEWER MISC.
ROUGH ELECTRIC LINTEL MISC MISC.
1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC.
DUCTS INSTALLED WATER MISC DRIVEWAY
PRE-SLAB SHEATHING MISC. MISC.
CONSTRUCTION POLE FRAME MISC. MISC.
REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80 (2)(c) when extra inspection
trips are necessary due to anyone of the following reasons: a) wrong address b) condemned work resulting
from faulty construction c) repairs or corrections not made when inspections called d) work not ready for
inspection when called e) permit not posted on job site f) plans not at job site g) work not accessible.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that
may be found in the public records of this county, and there may be additional permits required from other governmental
entities such as water management, state agencies or federal agencies.
The payment of inspection fees shall be made before any further permits will be issued to the person owning same
"Warning to owner: Your failure to record a notice of commencement may result in your paying twice for
improvements to your property. If you intend to obtain financing, consult with your lender or an attorney
before recording your notice of commencement."
~l
CONTRACTOR SIGNATURE PERMIT OFFI
PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION
CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED
PROTECT CARD FROM WEATHER
Sink Hole Repair
1. Building Department will require a signed, sealed acceptance letter from the
engineer of record after the final depth of grout injection is determined the letter
shall provide final boring depth numbers.
2. Steel reinforcement, if included, shall match details in plans given.
City of Zephyrhills
BUILDING PLAN REVIEW COMMENTS
Site:
/(1 ~ ~/;ezeci (\ k ,
4-9-o;J
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(. X J ~'.i..M- C? -pfiWv'
~omeowner:
Date Received:
Permit Type:
Approved wino comments: D
Approved withe below comments: fl
Denied withe below comments: D
Set vftia4.rJ
(~J
v
kept with the permit and/or plans.
4-(1-{)~
0tQ~1_)JQ
Contractor and/or Homeowner
(Required when comments are present)
Date
NOTICE OF COMMENCEMENT
111111111111 11/11111111111I11111111I111111111I11111111111111
2008056561
Permit No.
This Instrument Prepared By: Karla Christmann, NEC KeystOlle, Inc.
Tax Folio No. 11-26-21-0010-19000-0170
Address: 3517 East 7th Avenue, Tampa, FL 33605
The UNDESIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Section 713.13 of the Florida Statutes, the
following information is provided in this NOTICE OF COMMENCEMENT.
1) Description of Property
a) Legal DesciptiOll: CITY OF ZEPHYRHILLS PB 1 PG 54 LOTS 1718 & 19 BLOCK 190 OR 7727 PG 534
b) Job Address: 5012 5TH STREEET. ZEHPYRHILLS, FLORIDA 33542-4925
2) General Description of Improvements
a) Ground Subsidence Stabilization
Rcpt: 1174619
DS: 0.00
04/16/08
Rec: 10.00
IT: 0.00
Dpty Clerk
3) Owner Information
a) Name & Address: ABHILASH T. MATHEW OR ALEY AMMA MATHEW
b) Name & Address of fee simple titleholder (if other than owner):
c) Interest in Property: Property Owner
4) Contractor Information
a) Name & Address: Cart C. Kirchendorfer, NEC KeystOlle, Inc.
b) Telephone No.: (813) 248-8779
5) Surety Information
a) Name & Address:
b) Amount of Bond:
c) TelephOlle No.:
5012 5TH STREET, ZEPHYRHILLS, FL 33542
3517 E. 7th Ave., Tampa, FL 33605
Fax No. 813-241-8343
Fax No.
6) lender
a) Name & Address:
b) Telephone No.:
Fax No.
7) Identity of person within the State of Florida designated by owner upon whom notices or other documents may be served:
a) Name & Address:
b) Telephone No.: Fax No.
8) In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section
713.13(1)(b), Florida Statutes:
a) Name & Address:
b) TelephOlle No:: Fax No.
9) Expiration date of Notice of Commencement (The elCpiration dale is one year from date of recording unless otherwise speCified.):
WARNING TO OWNER: Any payments made by the owner AFTER the exipratiOll of the Notice of Commencement are cOllsidered improper payments under Chapter
713. Part I, Section 713.13, Florida Statutes. and can result in your paying twice for improvements to your property. A Notice of Commencement must be recorded and
posted on the jobsite BEFORE the first inspectiOll. If you intend to obtain financing, cOllsult your lender or an attorney before commencing work or recording your
Notice of Commencement.
10) X It7n cuI~.
Signature of Owner or Owner's Authorized OfficerlDirectorlPartner/Manager
State of FIO~
County of as( 0
X f+t- EY/4--rY> m/) .'/. m f)71f~C.~
'" Print Name
The foregoing instrument was acknowledged before me on this. I ,,~ day of ~, 20 ~, by j\ \ (~J\ ~M. 6\,:, . ~V\
as f) uJll-e( for A e k '-, j.A(l~p~' .
(T~fficor'n.)~r 0~;sonallYKnOWn
Notary Signature ~.L.t( . Dproduced Identification
. ~J - " 1/ ~ '/" JED PITTMAN, PASCO COUNTY CLERK
Print Name cJ .hvl'A' c. f-. ~I(\ 0./00 , 04/16/08 01 :44~ 1 if 1-
U AND OR BK 781.;t; PG 8~2
Verification pursuant to SectiOll 92.525, Florida Statutes. Under penalties of pe~ury, I declare that I have read the foregoing and that the facts stated in it are true to the
best of my knowledge and belief. , ~ Notary Public State of Florida . 11 ~ _ r-- .1
!~~ Dominick Paul Sinopoli X lL~DlAQ--<..~
'i"'" J' My Commission DD4&74118 Signature of Natural Person Signing Above in Line #10
on\: Expires 11101/2009
813-780-0020
City of Zephyrhills Permit Application
Building Department
Fax-813-780-0021
Date Received
I
I
I
I LOU II"1JIf(~~9
PARCELlDIIln ''Z..(D'2..I.QOID.lqOOO. c.:d 1'01
(OBTAINED FROM PROPERTY TAX NOTICE)
SIGN D MOVE D
Owner Phone Number
Owner Phone Number I
Owner Phone Number I
AW i ov~h
Owner's Address 1'5~ 2 ~ '5:+, ~
Fee Simple Titleholder Name I f'\ h.
Fee Simple Titleholder Address I n \ -A
I'so\ 1.. ')0"- c.a Uph
~cP~\'l\i\lS I
D NEW CONSTR c:J,.
D INSTALL ~
PROPOSED USE D SFR D
TYPE OF CONSTRUCTION D BLOCK D
DESCRIPTION OF WORK I 'S1 ('\~ole. 'l2ao:3. r
I SQ FOOTAGE I
Owner's Name
JOB ADDRESS
SUBDIVISION
WORK PROPOSED
ADDIAL T
REPAIR
COMM
FRAME
D
D
D
DEMOLISH
OTHER I
STEEL D
OTHER I
HEIGHT I
BUILDING SIZE
D BUILDING 1$
D ELECTRICAL 1$
D PLUMBING 1$
D MECHANICAL 1$
D GAS D
FINISHED FLOOR ELEVATIONS I
ROOFING
I
I
I
I
D
I
AMP SERVICE
D
PROGRESS ENERGY
D WRE.C.
VALUATION OF TOTAL CONSTRUCTION
;tIo~
VALUATION OF MECHANICAL INSTALLATION
SPECIALTY D OTHER
FLOOD ZONE AREA DYES DNO
Address
~c~
License # Icr~140?
BUILDER
SIGNATURE
ELECTRICIAN
SIGNATURE
COMPANY
REGISTERED
L.!..!.!U
FEE CURRENT
~
Address
License #
PLUMBER
SIGNATURE
COMPANY
REGISTERED L.!..!.!U FEE CURRENT ~
License #
COMPANY
REGISTERED L.!..!.!U FEE CURRENT ~
License #
COMPANY
REGISTERED L.!..!.!U FEE CURRENT ~
License #
Address
MECHANICAL
SIGNATURE
r'"
Address
OTHER
SIGNATURE
Address
RESIDENTIAL
Attach (2) Plot Plans; (2) sets of Building Plans; (1) set of Energy Forms; R-O-W Pennij for new construction,
Minimum ten (10) working days after submittal date. Required onsije, Construction Plans, Stormwater Plans wi Sin Fence installed,
Sanijary Facilities & 1 dumpster; Sije Work Pennij for subdivisions/large projects
Attach (3) complete sets of Building Plans plus a Life Safety Page; (1) set of Energy Fonns. R-O-W Pennij for new construction.
Minimum ten (10) working days after submittal date. Required onsije, Construction Plans, Stormwater Plans wi Sin Fence installed,
Sanitary Facilijies & 1 dumpster Sije Work Pennij for all new projects. All commercial requirements must meet compliance
Attach (2) sets of Engineered Plans.
-PROPERTY SURVEY required for all NEW construction.
COMMERCIAL
SIGN PERMIT
Directions:
Fill out application completely.
Owner & Contractor sign back of application, notarized
If over $2500, a Notice of Commencement is required. lAIC upgrades over $50001
Agent (for the contractor) or Power of Attorney (for the owner) would be someone with notarized letter from owner authorizing same
OVER THE COUNTER PERMITTING (Front of Application Only)
Reroofs Sewers Service Upgrades AlC Fences (PlotlSurveylFootage)
Driveways-Not over Counter if on public roadways.. needs ROW
NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to "deed" restrictions"
which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any
applicable deed restrictions.
UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or
contractors to undertake work, they may be required to be licensed in accordance with state and local regulations. If the
contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation
under state law. If the owner or intended contractor are uncertain as to what licensing requirements may apply for the
intended work, they are advised to contact the Pasco County Building Inspection Division-Licensing Section at 727-847-
8009. Furthermore. if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign
portions of the "contractor Block' of this application for which they will be responsible. If you, as the owner sign as the
contractor, that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco
County.
TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands
that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings, change of
use in existing buildings, or expansion of existing buildings, as specified in Pasco County Ordinance number 89-07 and
90-07, as amended. The undersigned also understands, that such fees, as may be due, will be identified at the time of
permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to
receiving a "certificate of occupancy' or final power release. If the project does not involve a certificate of occupancy or
final power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact
fees are due, they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances.
CONSTRUCTION LIEN LAW (Chapter 713, Florida Statutes, as amended}: If valuation of work is $2.500.00 or more, I
certify that I, the applicant, have been provided with a copy of the 'Florida Construction Lien Law-Homeowners
Protection Guide' prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone
other than the 'owner", I certify that I have obtained a copy of the above described document and promise in good faith to
deliver it to the "owner" prior to commencement.
CONTRACTOR'S10WNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work
will be done in compliance with aD applicable laws regulating construction, zoning and land development. Application is
hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has
commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating
construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also
certify that I understand that the regulations of other govemment agencies may apply to the intended work, and that it is
my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not limited to:
Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive
Lands, WaterlWastewater Treatment
Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering
Watercourses.
Army Corps of Engineers-Seawalls, Docks, Navigable WatelWays.
Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment,
Septic Tanks.
US Environmental Protection Agency-Asbestos abatement.
Federal Aviation Authority-Runways.
I understand that the following restrictions apply to the use of fill:
Use offill is not allowed in Flood Zone "V" unless expressly permitted.
If the fill material is to be used in Flood Zone "A', it is understood that a drainage plan addressing a
"compensating volume" will be submitted at time of permitting which is prepared by a professional engineer
licensed by the State of Florida.
If the fill material is to be used in Flood Zone "A' in connection with a permitted building using stem wall
construction, I certffy that fiB will be used only to fiB the area within the stem wall.
If fill material is to be used in any area. I certify that use of such fill will not adversely affect adjacent
properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating
the conditions of the building permit issued under the attached permit application, for lots less than one (1)
acre which are elevated by fill, an engineered drainage plan is required.
If I am the AGENT FOR THE OWNER, I promise in good faith to inform the owner of the permitting conditions set forth in
this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work,
plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically induded in the application. A
permit issued shall be construed to be a license to proceed with the work and not as authority to violate, cancel, alter, or
set aside any provisions of the technical codes, nor shaD issuance of a permit prevent the Building 0fIiciaI from thereafter
requiring a correction of errors in plans, construction or violations of any codes. Every permit issued shall become invalid
unless the work authorized by such permit is commenced within six months of permit issuance, or if work authorized by
the permit is suspended or abandoned for a period of six (6) months after the time the work 4s commenced. An extension
may be requested, in writing, from the Building Official for a period not to exceed ninety (90) days and will demonstrate
justifiable cause for the extension. If work ceases for ninety (90) consecutive days, the job is considered abandoned.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT
WITH Y LENDER OR AN A TT HEY BEfORE RECORDING YOUR NOTI
FLORIDA JURAT (FmS 17.03)
OWNER OR AGEN . Ql)J..O
~u~.~~. ~0t'l~' m~~~~';t~
Who isIare ~~j;; me or~ produced
as idenliflC8lion.
~~(~~~~Nma~pu~ic
CommISSIOn No-4 3, S
'-\:bUC'U'> ~2t~ ~
Commission No. .It ~ 4:\"1 ~4 4
Nota~ Public
Name of Notary typed, printed or stamped
Name of
HOUACE J. MICHAEL
MY COMMISSION # DO 437544
EXPIRES: June 6, 2009
Bonded Thru Notary Public Underwnte..
"''''~~''~''
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"'~iif.~~~'..
HOLl~CE J. MICHAEL
MY COMMISSION # DO 437544
EXPIRES: June 6, 2009
Bonded Thru Notary Public Underwnte..
Sink Hole Repair
1. Building Department will require a signed, sealed acceptance letter from the
engineer of record after the final depth of grout injection is determined the letter
shall provide final boring depth numbers.
2. Steel reinforcement, if included, shall match details in plans given.
CERTIFICATION
Engineering Certification
I hereby certify that I am a registered professional engineer in the State of Florida practicing with
BCI Engineers & Scientists, Inc., 2000 E. Edgewood Drive, Suite 215, Lakeland, FL 33803, a
corporation authorized to operate as a business providing engineering consulting services (EB
0007867) by the State of Florida Department of Professional Regulation, Board of Engineers. I
further certify that I, or others under my direct supervision, have prepared the geotechnical
engineering evaluations, findings, opinions, calculations, conclusions or technical advice hereby
represented in this report.
SIGNATURE:
~k&r~
J
NAME:
Carl V.I. Christmann, P.E.
LICENSE No.: 59285
DATE:
June 2, 2008
Report Title:
Monitoring of Subsurface Compaction and Chemical Grouting
Matthew/ Aley Residence, Zephyrhills, Florida
BCI Project No. 03-15564.1
1.0 INTRODUCTION
BCI Engineers & Scientists, Inc. (BCI) has completed monitoring of the subsurface grouting
program for the residence of Varkey Matthew and Amma Aley located at 5012 5th Street in
Zephyrhills, Florida. Based on a subsidence investigation ofthe residence completed in November
2007, BCI concluded that the minor cracking and distress at the Matthew/Aleyresidence could be
attributed to several conditions including possible sinkhole activity. A summary report on the
subsidence investigation which included a remedial plan consisting of compaction and chemical
grouting was submitted to ROL Insurance Consulting on November 26, 2007.
The subject property is located approximately ~ mile south southwest of the intersection of
5th Avenue (County Road 54) and Gall Boulevard (Highway 301), within Section 11, Township 26
South, Range 21 East, in southeastern Pasco County, Florida. A site location map is shown in
Figure 1.
Matthew/ Aley Residence
Summary Report of Monitoring of
Subsurface Compaction and Chemical Grouting
BCl Project No. 03-15564.1
June 2008
Page 2
2.0 GROUTING OVERSIGHT
2.1 Subsurface Compaction Grouting
The purpose of the grouting was to stabilize the raveled and loose soil zones that may
underlie the structure and to stabilize the Matthew/ Aley residence against further sinkhole or karst-
related settlement. The grouting program was completed by NEC Keystone, Inc. (NEC) from April
23,2008 through April 30, 2008.
Figure 2 is a site plan of the Matthew/Aley residence showing the locations of individual
grout injection points at the site. Grout hole depths and grout quantities are summarized below in
Table 1.
Table 1
Summary of Grout Points and Quantities - Matthew/Aley Residence
1 51 6.4
2 50 0.7
3 57 1.9
4 63 5.5
5 62 1.3
6 54 0.7
7 66 3.2
8 62 1.3
9 64 1.8
10 59 1.3
11 56 2.2
12 61 0.9
13 55 2.5
14 55 1.0
15 51 1.5
16 52 1.1
Totals 918 33.3
Matthew/ Aley Residence
Summary Report of Monitoring of
Subsurface Compaction and Chemical Grouting
BCI Project No. 03-15564.1
June 2008
Page 3
NEC staked the grout injection point locations as shown on Figure 2 in accordance with
BCl's recommendations. Vertical and angled grout points were installed using a 2-~ inch (inside
diameter), steel casing. The grout casings were installed to competent hard limestone bedrock at
depths ranging from 50 to 66 feet below existing grade. A total of 918 feet of grout casing was
installed at 16 grout points.
After the grout casings were installed, a high-pressure pump was used to inject a mixture of
cement, fly ash, sand, water and other admixtures into the loose soils and voids in the limestone and
overlying sand strata. Pumping continued until a grout pressure of 200 to 300 pounds per square
inch (psi) was achieved (over that required to initiate grout take) or lifting of the structure was
observed (via a surveyor's level). The grout casing was then extracted upward 2 to 3 feet and
pumping resumed. The quantity of grout pumped into individual grout injection points ranged from
0.7 to 6.4 cubic yards for a total of33.3 cubic yards of grout used, as shown in Table 1.
During the project, a BCI engineering technician was present to monitor the drilling and
grouting operations and perform applicable grout tests. Compressive strength ofthe grout was tested
by preparing 2-inch cube samples of grout. The cubes were cured in a controlled environment in our
laboratory for seven days. After seven days, the cubes were tested in a compressive strength-testing
machine. The test results indicated that the grout achieved the project requirement of 400 psi. Grout
strength testing results are included in Appendix A. Slump tests were performed on selected
samples during grouting operations and were within project specifications, with individual slumps
ranging from 3 to S inches.
Matthew/ Aley Residence
Summary Report of Monitoring of
Subsurface Compaction and Chemical Grouting
BCI Project No. 03-15564.1
June 2008
Page 4
2.2 Subsurface Chemical Grouting
In addition to the subsurface compaction grouting program, shallow polyurethane grouting
was utilized to strengthen and densify the loose soils underlying the house foundation. Uretek ICR,
LLC, performed the polymer grouting on May 16, 2008. Uretek injected specifically formulated
hydrophobic polyurethane expansive foam into small diameter (3/8-inch) copper pipes located at a
spacing of approximately 4 to 5 feet and extending approximately 5 feet below the existing ground
surface. A total of210.6 pounds of polyurethane grout was injected into 7 holes along the north side
ofthe house; 240.0 pounds of polyurethane grout was injected into 8 holes along the east side of the
house; 235.2 pounds of polyurethane grout was injected into 8 holes along the south side of the
house; and 153.6 pounds of polyurethane grout was injected into 7 holes along the west side ofthe
house. A total of839.4 pounds of polyurethane grout was injected into 30 holes around the outside
perimeter of the house.
2.3 Conclusions
Based on BCl's monitoring of the grouting operations, it is our opinion that the grouting
program was completed in general accordance with industry standards and our recommendations.
The results of our observations appear to indicate that at the time the work was completed, the
sinkhole activity as well as the shallow loose soils at the above referenced site had been stabilized.
Matthew/ Aley Residence
Summary Report of Monitoring of
Subsurface Compaction and Chemical Grouting
BCI Project No. 03-15564.1
June 2008
Page 5
3.0 MONITORING
Monitoring for any new settlement or distress should be conducted regularly. This
monitoring can be easily performed by the resident and should consist of regular exterior inspections.
A one year monitoring period (with minimum monthly observations) is recommended. If any
additional ground subsidence or damage to the house is noted during this monitoring period, BCI
should be contacted in order to evaluate the situation.
Since some movement of the structure may continue for a period of time following grouting
due to the re-distribution of stresses, consideration should be given to delaying final cosmetic repairs.
A minimum waiting period after grouting of four months is recommended prior to initiating
cosmetic repairs.
LIST OF FIGURES
Figure 1 - Site Location Map
Figure 2 - As-Built Compaction Grout Injection Points
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3 ~ lEI.. ~ _ ~g~Qf{JD[JDD 'h
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Figure 1 - Site Location Map - Matthew/Aley Residence
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SCALE: FEET
EXPLANATION
VERTICAL GROUT INJECTION POINT
ANGLED GROUT INJECTION POINT
CITIZENS PROPERTY INSURANCE
FIGURE 2
AS-BUILT GROUT IN.lECTION POINTS
MATHEW/ALEY RENTAL PROPERTY
ZEPHRYHILLS, FLORIDA
PROJECT NO.:
SCALE:
03-15564.1
1" = 20'
APPENDIX A
Grout Test Results
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SUBSIDENCE INVESTIGATION
MATHEW/ALEY RENTAL PROPERTY
5012 5th STREET
ZEPHYRHILLS, FLORIDA
Prepared for:
ROL INSURANCE CONSULTING FOR
CITIZENS PROPERTY INSURANCE CORPORATION
Tampa, Florida
Claim No. 223968
Prepared by:
Bel Engineers & Scientists, Inc.
2000 E. Edgewood Drive, Suite 215
Lake1and, Florida 33803
BCI Project No. 03-15564
November 2007
CERTIFICATION
Engineering Certification
I hereby certify that I am a registered professional engineer in the State of Florida practicing with BCI Engineers
& Scientists, Inc., a corporation authorized to operate as a business providing engineering consulting services (EB
0007867) by the State of Florida Department of Professional Regulation, Board of Professional Engineers. I
further certify that I, or others under my direct supervision, have prepared the geotechnical engineering
evaluations, findings, opinions, calculations, conclusions or technical advice hereby represented in this report.
SIGNATURE:
/k~
NAME:
Carl W. CIWstmann. P.E.
LICENSE No.: 59285
DATE:
November 26. 2007
Geological Certification
I hereby certify that I am a registered professional geologist in the State of Florida practicing with BCI Engineers
& Scientists, Inc., a corporation authorized to operate as a business providing geological consulting services (GB
0000013) by the State of Florida Department of Professional Regulation, Board of Professional Geologists. I
further certify that I, or others under my direct supervision, have prepared the geological evaluations, findings,
opinions, calculations, conclusions or technical advice hereby represented in/:~l(ort. ~ /
SIGNATURE~ ~
NAME: t~li~ith. P.G.. C.P.G.
LICENSE No.: 1368
DATE:
November 26. 2007
Report Title:
Subsidence Investigation
Mathew/Aley Rental Property
5012 5th Street
Zephyr hills, Florida
1.0 INTRODUCTION
This summary geotechnical report presents the results of a Subsidence Investigation of the Varkey
Mathew & Amma Aley Rental Property located at 5012 5th Street in Zephyrhills, Florida. As related to BCI
Engineers & Scientists, Inc. (BCI), the property owners have reported the recent formation of a ground collapse at
the property. Due to some concern that the collapse may be related to possible sinkhole activity, BCI was
retained to conduct an evaluation of the property to determine the probable cause of the damage.
As authorized by Ms. Rebecca Leisure of ROL Insurance Consulting, the following tasks were completed
under the investigation:
. A site inspection and damage assessment of the property;
. A ground penetrating radar (GPR) survey of the site;
. Completion of four hand auger borings, a series of hand cone penetrometer probings, and two shallow test
pit excavations;
. A floor elevation survey of the interior of the structure;
. Review of area soil survey, topographic, and aquifer potentiometric surface maps;
. Completion of three standard penetration test (SPT) borings with laboratory testing of selected soil
samples; and
. Compilation of site data and evaluation of the potential for ongoing sinkhole activity at the property.
2.0 BCI FIELD INVESTIGATION
2.1 Site Description
The Mathew/Aley Rental Property is a single-story, slab-on-grade, masonry block structure, situated on
the eastern side of 5th Street in Zephyrhills, Florida. The subject property is located less than Y2-mile south
southwest of the intersection of 5th Avenue (County Road 54) and Gall Boulevard (Highway 301), within Section
11, Township 26 South, Range 21 East, in southeastern Pasco County, Florida. A site location map is shown in
Figure 1.
According to information obtained from the Pasco County Property Appraiser, the house was originally
constructed in 1962 and was purchased by the Mr. Mathew and Ms. Aley in 2005. The house faces southwest;
however, for the purpose of this report the front of the house will be referred to as the west side. The house
includes a single-car garage at the northwest comer, a bathroom addition on the east side and a detached wood
storage shed at the northeast comer of the property. A site plan of the Mathew/Aley Rental Property is provided
in Figure 2.
The subject property is generally flat and level, and lies at an elevation of approximately 85 feet above
mean sea level (Zephyrhills, Florida Quadrangle, USGS, 1987). The potentiometric surface of the Upper Floridan
aquifer in the area is approximately 80 feet above mean sea level (Southwest Florida Water Management District,
September 2007).
Subsidence Investigation
Mathew/ Aley Rental Property
Claim No. 223968
BCI Project No. 03-15564
November 2007
Page 2
2.2 Site Inspection and Damage Assessment
A site inspection and damage assessment of the Mathew/ Aley Rental Property was conducted by BCI on
September 20, 2007. The inspection and assessment consisted of preparing a site map and inventory of visible
cracking and settlement distress to interior and exterior portions of the house, with photographic documentation of
relevant features. An interview with Mr. Frymyer, the current tenant, regarding the history, type and extent of
damage was also conducted during the site inspection. Selected photographs of the property are provided in
Appendix A.
In the interview, Mr. Frymyer reported that a ground collapse developed below the front porch slab
approximately 2 weeks prior to our inspection. He further reported that the floor in the garage slopes to the
northwest and water seeped into the garage along the base of the north wall. According to Mr. Frymyer, 5 days
prior to our inspection, he patched (with concrete) a separation between the north wall and the floor slab to
prevent further water intrusion in the area.
During our inspection of the property, we observed a ground collapse feature below the front porch slab
as well as widespread minor cracks in the exterior and interior walls and ceiling. In the garage, we observed a
northwesterly slope to the floor slab and a patched area along the base of the north wall. We also noticed that the
roof drip edges were not equipped with rain gutters. A summary of the damage assessment is provided below.
Exterior
West (front) wall (photo 1)
. Paint-filled stair-step crack at lower left comer of central window and lower left comer of south
window
. A one foot diameter hole/collapse was observed along and below the western edge of the front porch
slab (Photo 2). Below the slab, the collapse feature increased in size to approximately 4 by 5 feet
wide, by 3 feet deep. The sides of the collapse were close to vertical (photo 3)
South wall
. Paint-filled stair-step cracks at lower left comers of west window (Photo 4) and central window
. Paint-filled stair-step crack at lower left comer of east window
East wall
. Minor stair-step cracks at lower right comer of central window and at northeast comer of house
North wall
. Paint-filled stair-step crack below east window
Interior
Northeast bedroom
. Minor vertical crack above south door to utility room
Hallway
. Minor crack in ceiling extending north to south
. Minor vertical crack at upper right comer of kitchen entry (Photo 5)
South bedroom
. Patched and re-formed vertical crack at upper left comer of door
. Vertical crack in tile grout line at southwest comer of tub enclosure
Southeast bedroom
. Minor vertical crack approximately l/16-inch wide along right edge of closet door
Subsidence Investigation
Mathewl Aley Rental Property
Claim No. 223968
BCI Project No. 03-15564
November 2007
Page 3
Garage
. Paint-filled stair-step crack at lower comer of north window (photo 6)
Timing of Damage
According to Mr. Frymyer, the interior and exterior walls of the house had not been painted since he
moved into the house in July 2007. During our inspection of the property, we observed several patched or paint-
filled cracks in the interior and exterior walls. Based on this data and our site observations, a portion of the
cracking distress developed prior to the most recent painting event. However, we could not determine the precise
timing of the cracking relative to the inception data of the insurance policy (September 6, 2006).
2.3 Ground Penetrating Radar Survey
A ground penetrating radar (GPR) survey of the Mathew/Aley rental property was completed in
conjunction with the site inspection and damage assessment. The purpose of the GPR survey was to evaluate the
lateral continuity of the soil layers across the site. Anomalous variations in the subsurface, if present, may be
related to hidden geologic features of interest in our investigation. The GPR survey was completed by BCI and
consisted of a grid of 28 transects scanned over exterior portions of the site, at the locations shown on Figure 3.
A summary report on the GPR survey is included in Appendix B.
Inspection of the GPR transect profiles indicates the depth of penetration of the radar signal ranged from
14 to 16 feet below grade for the transects completed utilizing the 500 MHz antenna, and from 20 to 23 feet
below grade for the transects completed using the 250 MHz antenna. On most of the profiles, a series of weak to
moderate intensity, continuous, subparallel, horizontal and sinuous reflection events was identified at estimated
depths of 7 to 11 feet below the land surface. The reflective horizon may represent the upper surface a subsurface
clayey soil unit (clayey sand to sandy clay).
One possible subsurface anomaly was identified in the GPR survey (Feature 1), at the location shown on
Figure 3. The anomaly is located in the west yard, and is adjacent to the ground collapse feature below the front
porch of the house. The anomaly is characterized by a zone of shallow disorganized reflective patterns and
associated deeper signal penetration, and is interpreted to represent a shallow zone of disturbed soils and
discontinuity within the underlying subsurface soil layers.
2.4 Hand Auger Borings and Test Pit Excavations
Four shallow hand auger borings, HA-1 to HA-4, were completed during the site inspection and damage
assessment, at the locations shown on Figure 2. Boring HA-1 was located along the south edge of the entry slab,
adjacent to the ground collapse feature, and was advanced to a depth of 7 feet below grade. Boring HA-2 was
located along the south wall of the house and was advanced to a depth of 7 feet below grade. Boring HA-3 was
located along the east wall of the house and was advanced to a depth of 7 feet below grade. Boring HA-4 was
located along the north wall of the house and was advanced to a depth of 7 feet below grade. In general, the
borings encountered a similar soil sequence consisting of variably colored fine-grained quartz sand extending
from the ground surface to the termination depth of the borings. The water table was not encountered in the hand
auger borings. Soil boring logs are included in Appendix C.
Two shallow test pit excavations, TP-1 to TP-2, were completed, in order to examine the type and
condition of the house and bathroom addition foundations. The test pit locations are shown on Figure 2. Test pit
TP-1 was located at the southeast comer of the addition and was excavated to depth of 7 inches below grade. Test
pit TP-2 was located along the east wall of the house, near the northeast comer and was excavated to a depth of 19
inches below grade. Based on measurements and observations made in the test pits, the house foundation consists
of a stem wall supported on a continuous strip footing founded at a depth of 16 inches below existing grade. The
Subsidence Investigation
Mathewl Aley Rental Property
Claim No. 223968
BCl Project No. 03-15564
November 2007
Page 4
addition foundation is a thickened-edge slab and is founded approximately 4 inches below existing grade. Hand
cone penetrometer probings completed in the test pits indicate the house and addition foundations are embedded
in very loose soils (Table 1).
2.5 Hand Cone Penetrometer Probings
A series of hand cone penetrometer probings was completed around the perimeter of the house, at the
locations shown on Figure 2. The probings were completed by pushing a steel rod with a cone-shaped tip
vertically into the ground, and measuring the resistance of the soils to penetration to determine the relative density
and consistency of the shallow soils. In general, very loose to loose soils were encountered around the perimeter
of the house to depths ranging from 64 to greater than 96 inches below grade. The hand cone penetrometer data
are summarized below in Table 1.
Table 1
Hand Cone Penetrometer Data
Mathew/ Aley Rental Property
Probe Location General Description
ID
PI Boring HA-1 o to 10 inches-very loose; 10 to 86 inches-loose; 86 to 95 inches-medium
dense; refusal
P2 Boring HA-2 o to 14 inches-very loose; 14 to 96 inches-loose
P3 Boring HA-3 o to 10 inches-very loose; 10 to 84 inches-loose; 84 to 95 inches-medium
dense; refusal
P4 Boring HA-4 o to 48 inches-very loose; 48 to 87 inches-loose; 87 to 90 inches-medium
dense; refusal
P5 Test pit TP-l o to 7 inches-excavated; 7 to 10 inches-very loose; 10 to 83 inches-loose;
83 to 85 inches-medium dense; refusal
P6 Test pit TP-2 o to 19 inches-very loose; 19 to 36 inches-very loose; 36 to 64 inches-
loose; 64 to 68 inches-medium dense
P7 NW corner of o to 8 inches-very loose; 8 to 78 inches-loose; 78 to 96 inches-medium
garage dense
P8 West wall o to 48 inches-very loose; 48 to 86 inches-loose; 86 to 95 inches-medium
dense
P9 Ground collapse o to ~ 36 inches-ground collapse; 36 to 96 inches-very loose
P10 South wall near o to 14 inches-very loose; 14 to 96 inches-loose
southwest corner
Pl1 South wall near o to 10 inches-very loose; 10 to 92 inches-loose; 92 to 95 inches-medium
southeast corner dense; refusal
P12 North addition wall o to 9 inches-very loose; 9 to 96 inches-loose
P13 NE corner o to 48 inches-very loose; 48 to 78 inches-loose; 78 to 85 inches-medium
dense; refusal
P14 North wall o to 9 inches-very loose; 9 to 96 inches-loose; 96 to 98 inches-medium
dense; refusal
Notes: Depths in inches below ground surface
Probing locations shown on Figure 2
Subsidence Investigation
Mathewl Aley Rental Property
Claim No. 223968
BCI Project No. 03-15564
November 2007
Page 5
2.6 Floor Elevation Snrvey
A floor elevation survey of the house interior was conducted in conjunction with the site inspection and
damage assessment. The survey was completed using a digital water level to measure relative floor elevations at
locations inside the house. The data were normalized relative to a base station datum of zero (0). The data were
then plotted on a scaled map of the interior of the house and used to construct a floor elevation contour map,
which is shown on Figure 4.
During the floor elevation survey, three discrete floor slabs were identified, including the main interior
portion of the house, the bathroom addition, and the garage. Data collected over the house interior indicate an
overall elevation differential of 0.8 inch across the length and width of the floor slab. Allowable building
standards and tolerances for interior floor slabs typically allow for maximum variation of'l'2-inch over a length of
10 feet. Most of the elevation data were within accepted construction tolerances. However, local elevation
differentials up to 0.6 inch over 6 feet show slightly anomalous slopes in the floor in the kitchen, southeast
bedroom and the utility room. The observed cracking distress in these areas was very minor, indicating the
elevation anomalies are largely related to minor finishing and leveling defects associated with the original
construction of the floor slab. However, the widespread cracking distress in the exterior walls may be indicative
of some localized minor differential settlement along the outer edge of the floor slab.
In the bathroom addition, the elevation date were within accepted construction tolerances. In the garage,
an overall elevation differential of 1.9 inches was measured across the floor slab. Garage slabs are typically
constructed with an outward slope to provide for drainage of stormwater. The pattern of elevation contours shows
a northwesterly slope for the floor slab. When considered in conjunction with the reported water intrusion and
patched cracks along the north wall, the sloping floor appears to be related, in-part, to some minor differential
settlement of the floor slab.
2.7 Soil Survey Map Review
Soils data from the Soil Survey of Pasco County, Florida (USDA-SCS, 1982) were reviewed as part of
the subsidence investigation. The mapped soil unit in the vicinity of the Mathew/Aley rental property was
identified as the Tavares-Urban land complex (map symbol 15). The SCS describes the Tavares soils as nearly
level to gently sloping, moderately well drained soils consisting of sand to a depth of 80 inches or more.
Typically, the surface layer is very dark gray sand approximately 3 inches thick. Below the surface layer, the
sand is yellowish brown and light yellowish brown to a depth of 56 inches, very pale brown between depths of 56
and 76 inches, and white between 76 and 80 inches. In some places the soil has been radically altered. Some of
the low areas have been filled or leveled during construction, and other areas have been cut, built up, or smoothed.
Most areas of this map unit are artificially drained by sewer systems, surface ditches and canals. Tavares soils that
are not drained have a water table at a depth of 40 to 60 inches for 6 to 10 months in most years.
The USDA Soil Conservation Service classifications are based on an interpretation of aerial photographs
and widely spaced hand auger borings. Borders between mapping units are approximate, and the transition
between soil types may be very gradual. Areas of dissimilar soils can occur within a mapped unit. Therefore, the
USDA soil units may not be accurate on the scale of a single property, and may not correspond to the hand auger
and SPT boring results found in our investigation. However, the soil survey provides a good basis for an initial
evaluation of shallow soil conditions in the area, and can provide an indication of changes that may have occurred
due to land filling, excavation, and other activities at the site.
Subsidence Investigation
Mathewl Aley Rental Property
Claim No. 223968
BCI Project No. 03-15564
November 2007
Page 6
2.8 Standard Penetration Test Borings
Three standard penetration test (SPT) borings, SPT-I to SPT-3, were completed at the Mathew/Aley
Rental Property on October 17,2007, at the locations shown on Figure 2. Boring SPT-I was located along the
west side of the house, within GPR anomaly Feature I and adjacent to the ground collapse feature. The boring
was completed to a depth of 65 feet below grade. Boring SPT-2 was located near the northwest comer of the
garage and was completed to a depth of 60 feet below grade. Boring SPT-3 was located along the south wall of
the house and was completed to a depth of 75 feet below grade.
Drilling services were provided by Independent Drilling, Inc., utilizing a track-mounted, limited access
drill rig and mud rotary drilling method. Soil samples were collected from each borehole in general accordance
with ASTM Standard DI586 using a lA-inch LD. split-spoon sampler driven with a 140-pound slide hammer
falling a distance of 30 inches. Soil samples from each boring were placed in sealed jars and returned to BCl's
office for further classification and laboratory testing. Upon completion, each borehole was plugged with cement
grout. Boring logs are included in Appendix C.
3.0 SUBSURFACE CONDITIONS
3.1 Geological Conditions
The subsurface geology at the Mathew/ Aley property is illustrated in the soil boring profiles shown in
Figure 5. The profiles were developed using subsurface data from the SPT borings. Based on these data, five
subsurface units, or strata, were identified at the site. These units are described below.
Stratum I
Stratum 2
Stratum 3
Stratum 4
Stratum 5
SAND, yellowish brown, grayish orange and yellowish gray, fine-grained quartz, local
consolidated nodules USCS Classification = SP
SAND and Variably CLAYEY SAND, yellowish brown, pale orange, yellowish gray, white
and yellowish orange, fine-grained quartz with local clay
USCS Classification = SP, SP-SC, SC
CLAYEY SAND and SANDY CLAY, white, yellowish gray, yellowish orange, yellowish
brown, olive gray and greenish gray, mottled, variably sandy and clayey, local sand lenses
USCS Classification = SC, CH
SANDY CLAY and CLAYEY SAND, greenish gray, yellowish orange, yellowish gray,
yellowish brown, white, mottled, variably sandy and clayey, local interbedded sand,
limestone fragments and sand lenses USCS Classification = SC, CH with SP
LIMESTONE, white, pale orange, gray, yellowish gray, yellowish orange, greenish gray and
bluish gray, local lenses oflime silt, minor clay in fractures, locally cherty, variably indurated
The surficial soil unit at the site (Stratum I) consists of a variably thick layer of fme-grained quartz sand
extending from the ground surface to depths of 12 feet below grade in borings SPT-I and SPT-2 and 8 feet below
grade in boring SPT-3. Recorded SPT blow counts in Stratum I ranged from 2 to 6 blows per foot, indicating a
very loose to loose relative density for the soil unit.
Subsidence Investigation
Mathew/Aley Rental Property
Claim No. 223968
BCI Project No. 03-15564
November 2007
Page 7
Stratum 2 is comprised of fine-grained quartz sand and variably clayey sand and was encountered below
the surficial sands from 12 to 32 feet below grade in boring SPT-l and interbedded within Stratum 3 from 12 to
22 feet below grade in boring SPT-3. Stratum 2 was not encountered in boring SPT-2. Recorded SPT blow
counts in Stratum 2 ranged from 12 to 29 blows per foot, indicating a medium dense relative density for the soil
unit.
Stratum 3 consists of a sequence of variably clayey soils ranging from clayey sand to sandy clay with
local minor interbedded sand. The soil unit was encountered from 12 to 32 feet below grade in boring SPT-2 and
8 to 12 feet, 22 to 27 feet, and 32 to 37 feet below grade in boring SPT-3. Stratum 3 was not encountered in
boring SPT-1. Recorded SPT blow counts in Stratum 3 ranged from 4 to 23 blows per foot, indicating a firm to
very stiff consistency for the soil unit.
Stratum 4 was encountered as an in-filling soil unit within the limestone formation and consists of sandy
clay with minor clayey sand and local interbedded sand and limestone fragments. The soil unit was encountered
from 37 to 52 feet below grade in boring SPT-2 and from 57 to 67 feet below grade in boring SPT-3. Stratum 4
was not encountered in boring SPT -1. Recorded SPT blow counts in Stratum 4 ranged from 8 to 13 blows per
foot, indicating a stiff consistency for the soil unit.
Limestone (Stratum 5) was encountered at variable depths in the borings, as isolated lenses of
consolidated lime silt and quartz sand within Stratum 3, and as a bedrock unit in the middle portions of the
borings. The stratum was encountered at depths of 32 feet to the termination depth of 65 feet below grade in
boring SPT-l, 18Y2 to 20 feet, 32 to 37 feet, and 52 feet to the termination depth of 60 feet below grade in boring
SPT-2, and 27 to 32 feet, 37 to 57 feet, and 72 to the termination depth of 75 feet below grade in boring SPT-3.
The limestone was variably indurated, with recorded SPT blow counts ranging from weight-of-rod strength
material to greater than 50 blows per foot. An interval of very soft weathered limestone (weight-of-rod to 1 blow
per foot) was encountered from 38Y2 to 47 feet below grade in boring SPT-3.
During drilling, a loss of drilling fluid circulation was recorded at a depth of 3 7 feet below grade in boring
SPT-3. The circulation loss occurred at the soil/limestone contact, just above the zone of very soft limestone.
Subsidence Investigation
Mathewl Aley Rental Property
Claim No. 223968
BCI Project No. 03-15564
November 2007
Page 8
3.2 Laboratory Testing
Laboratory tests for natural moisture content (ASTM Standard 02216) and percent passing a No. 200
sieve (ASTM Standard 01140) were completed on selected samples from the SPT borings. In general, the test
results were in good agreement with the field classifications, with the exception that some of the samples were
reclassified due to minor differences in fines content. The test data are summarized below in Table 2.
Laboratory test reports are included in Appendix C.
Table 2
Laboratory Test Results
Mathew/Aley Rental Property
Sample Stratum % Moisture % -200
Content Sieve
SPT-l, 13Y2 to 15 ft. 2 19.2 13.9
SPT-l, 33Y2 to 35 ft. 5 26.2 16.3
SPT-2, 13Y2 to 15 ft. 3 26.2 55.4
SPT-2, 28Y2 to 30 ft. 3 34.1 32.8
SPT-3, 8 to 10 ft. 3 11.8 13.8
SPT-3, 18Y2 to 20 ft. 2 16.3 8.6
Notes: Sample depths shown in feet below grade
Borehole locations shown on Figure 2
Subsidence Investigation
Mathew/Aley Rental Property
Claim No. 223968
BCI Project No. 03-15564
November 2007
Page 9
4.0 CONCLUSIONS
It is BCl's professional opinion that the distress to the Mathew/Aley rental property can be attributed to a
combination of factors, including possible sinkhole activity. Based on the results of our investigation, the minor
cracking distress to the house is due to minor differential settlement of the foundation, which can be attributed, in
part, to the to the long-term densification of the very loose to loose sandy soils that locally underlie the structure.
However, the occurrence and morphology of the ground collapse feature below the front porch exhibited the
typical characteristics of a cover-collapse sinkhole. When this condition is considered with the localized zone of
very soft and unstable limestone encountered in boring SPT-3, it appears that sinkhole activity may be affecting
the house to some extent. The analysis described in this report is of sufficient scope to identify sinkhole activity,
as defmed by S627. 706-707 Florida Statutes, as a possible contributing cause of the damage with a reasonable,
professional probability.
Primary factors in our conclusions include the following:
. Based on our test pit excavations, the house foundation is embedded at a depth of 16 inches below grade.
The addition foundation is embedded at a depth of approximately 4 inches below grade. The hand cone
penetrometer probings indicate the surficial sandy soils around the perimeter of the house are very loose
to loose to depths ranging from 64 to greater than 96 inches below grade. In the SPT borings, very loose
to loose sands were encountered to depths up to 10 feet below grade. These data indicate the house and
addition foundations are locally bearing on very loose to loose sandy soils, which are susceptible to the
effects of long-term densification. Given these soil conditions, some minor differential settlement of the
foundation and slab structures and associated minor cracking would be expected to occur. In addition, a
lack of rain gutters along the roof drip edges can result in excessive amounts of moisture being introduced
into the near surface sandy soils. This would act to increase the densification effects.
. The occurrence and morphology of the collapse feature under the front porch was typical of a recently
formed cover-collapse sinkhole. The feature widened with depth, was steeped sided and lacked any
association with buried debris that would suggest a shallow origin for the collapse.
8 Evidence of unstable limestone was encountered in boring SPT-3, located on the south side of the house.
In the boring, a significant interval of very soft limestone (weight-of-hammer) was encountered from 38Y2
to 47 feet below grade. In addition, a loss of drilling fluid circulation was associated with the very soft
rock zone. When these subsurface conditions are considered in conjunction with the cracking distress to
the house and the nearby ground collapse, it appears that minor ground settlement associated with soil
raveling and a developing sinkhole condition may be impacting the structure to some extent.
Overall, the current level of cracking distress to the house is minor. However, remedial measures to
stabilize the house against further sinkhole-related settlement should be implemented. The ground collapse
feature should be filled with flowable fill (sand-cement mixture) to stabilize and prevent further enlargement of
the collapse. In addition, a program of compaction grouting is recommended to address the deeper subsurface
zones of very soft and apparently raveled soils. Since the grouting will likely not be fully effective in stabilizing
the shallow very loose sands directly below the foundation, a program of shallow chemical grouting is also
recommended. While marginally anomalous elevation differentials were found in the floor elevation survey, the
minor cracking distress to the structure indicates the elevation anomalies largely are not related to significant
movement of the foundation or floor slab. Given these conditions, foundation underpinning to re-level the
structure is not necessary. We also recommend that rain gutters with downspout extensions that discharge
stormwater a minimum of 4 feet from the foundation be installed on all roof drip edges. A remediation plan is
included with this report.
Subsidence Investigation
Mathew/ Aley Rental Property
Claim No. 223968
BCI Project No. 03-15564
November 2007
Page 10
5.0 REMEDIAL MEASURES
5.1 Compaction Grouting
A program of subsurface compaction grouting is recommended to stabilize the Mathew/ Aley Rental
Property against further sinkhole or karst-related settlement. The intent of the grouting is to stabilize the raveled
and loose soil zones that may underlie the house and to seal and fill the karst-related fractures and/or cavities in
the underlying limestone bedrock surface. The recommended grouting program should consist of a series of
vertical and angled grout injection points around the perimeter of the house. A low slump grout (3 to 5 inches)
should be utilized to ensure effective treatment of the loose soil zone(s) and reduce migration of grout beyond the
affected areas. In conjunction with the grouting, the collapse feature under the front porch should be filled with
flowable fill (sand-cement mixture).
Sixteen (16) vertical and angled grout injection points are recommended at the locations shown in Figure
6. The grout casings should be installed into firm limestone bedrock, which is estimated to occur at depths
ranging from 50 to 75 feet below grade, based on the three SPT borings completed at the site. Due to the variable
limestone bedrock, in-filled soil zones, and local zones of soft rock, appropriate drilling equipment should be
utilized to ensure the grout injection pipes are installed to the required depths. During grout point installation,
care should also be taken to identify the soil materials to ensure the grout pipes are not installed to depths
significantly below the limestone surface, and should be limited to a maximum of 10 feet into the limestone
formation. The angled drill points should be able to reach the projection of the foundation line at a depth of 25 to
30 feet. We note that additional, intermediate grout points may be necessary if high grout volumes are recorded
during the grouting program. In order to improve stabilization of the shallow sandy soils, use of progressively
lower injection pressures and smaller diameter grout pipe are recommended at shallow depths above 10 feet.
During mobilization and prior to grouting, particular care should be taken to identify subsurface obstructions at
the site that could potentially be damaged (underground utilities, septic tanks, etc.).
A copy of our recommended specifications for the compaction grouting program and a contractor bidding
form are included as Appendix E. Important provisions of the specifications include the following:
. Installation of grout casings in a manner to prevent grout leakage and/or uplift of casing during grout
injection. The contractors bidding the project should provide a description of their method of installing
the grout casings.
. Injection of a low-slump grout ranging from 3 to 5 inches, as measured at the hopper. Grout slumps as
high as 5 to 7 inches may be acceptable during initial grout injection to fill and seal the limestone bedrock
surface, as well as in areas of obvious soil cavities if grout takes are low.
. Control of grout pumping rates and quantities, such that for each 2-foot injection interval, injected grout
quantities are limited to a maximum of 10 cubic yards (excluding obvious soil cavities). The
recommended grouting pumping rate is I to 5 cubic feet per minute.
. Reduction of grouting pressures at shallower depths is recommended in order to stabilize any shallow
loose soil zones. Use of smaller diameter grouting pipe (0.75-inch minimum diameter) may help to
control grout injection pressures and flow
. Monitoring to avoid uplift ofthe house and adjacent structures during grouting.
Subsidence Investigation
Mathew/Aley Rental Property
Claim No. 223968
BCI Project No. 03-15564
November 2007
Page 11
5.2 Chemical Grouting
In order to fully stabilize the shallow loose soils underlying the house foundation, a program of shallow
chemical injection grouting using a specially-formulated polyurethane expanding polymer is also recommended
around the perimeter of the structure. This material cures to form a durable, high strength solid grout. Injection
of the grout material requires drilling %-inch diameter holes around the outside perimeter of the house on 4 to 6
foot centers, installing grout pipes, and injecting the grout under controlled pressure to fill voids, densify loose
materials, and re-Ievel slabs and foundation elements. The chemical grouting should be done after the compaction
grouting is completed. BCI can provide detailed design recommendations and a list of qualified foundation repair
contractors to do the chemical grouting, if requested.
In order to allow time for re-distribution and equilibration of stresses induced by the grouting programs,
we recommend that fmal cosmetic repairs of cracking and other damage to the house not be undertaken for a
period of four months following grouting.
5.3 Project Costs
A cost estimate for the proposed grouting program is presented below in Table 3. As shown, project
costs are estimated at $65,956. It should be noted that these costs are estimated based on our experience with
similar projects in the central Florida area. Costs for any needed structural or cosmetic repairs to the house are
not included in this estimate. Actual, final project costs for the grouting may be lower (or possibly higher) after
the project is subject to final design, competitive contractor bidding, and any modifications during
implementation.
Table 3
Estimated Project Costs
Subsurface Compaction and Chemical Grouting
Mathew/Aley Rental Property
Subsurface Comnaction-Chemical Groutin!! Ouantitv Units Unit Cost
a. Contractor Mobilization I each $2,000
b. Installation of grout casings 960 feet $16
c. Compaction grout material and flowable fill 200 cubic yds. $160
(estimated)
d. Chemical Grouting (includes 500 lbs. of material) 1 day $7,000
e. Additional chemical grout material 400 lbs $13
Subtotal =
Engineering Supervision
Inspection & oversight - estimated 12 to 14 days to
complete grouting
estimated
$65,956
TOTAL ESTIMATED PROJECT COSTS =
Cost
$2,000
$15,360
$32,000
$7,000
$5,200
$61,560
Cost
$4,396
In order to ensure compliance with the fmding of this study and project specifications, we recommend
that BCI be retained to evaluate the contractor bids and provide project monitoring and oversight services during
the grouting operations.
Subsidence Investigation
Mathew/Aley Rental Property
Claim No. 223968
BCI Project No. 03-15564
November 2007
Page 12
6.0 LIMIT A TIONS
The analysis described in this report is of sufficient scope to either identify or eliminate sinkhole activity
as the cause of damage within a reasonable, professional probability. Our professional services have been
performed using the degree of care and skill ordinarily exercised, under similar conditions, by reputable
consulting engineers practicing in this or similar localities.
The soil conditions indicated within this report are accurate with respect to the locations and extent of the
soil borings. The fmdings presented in this report are based on the test borings drilled at the site, laboratory
testing, and our professional judgment. Subsurface conditions different from those encountered during our
exploration may exist. Opinions rendered regarding the house structure have been based solely on visual
observations without benefit of any type of structural analysis, destructive or invasive testing to determine the
structural integrity of concealed structural members, or review of design or construction drawings. No warranty
regarding this investigation is intended, nor should any be implied.
This report and information contained herein was prepared for the exclusive and specific use of Citizens
Property Insurance Corporation and ROL Insurance Consulting. Any other use of this report or parts of this
report shall be authorized in writing by BCI Engineers & Scientists, Inc.
FIGURES
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Standard Penetration Test
boring location
Hand Auger boring loca~on
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location
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Lakeland, FL 33803
863.667.2345 - www.bcleng.com
EB-0007867
REVISED: 11/26/07
10/22/07
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CITIZENS PROPERTY INSURANCE
FIGURE 2
SITE MAP
MATHEW / ALEY RENTAL PROPERTY
ZEPHRYHlLLS, FLORIDA
SCALE:
1"=20'
PROJECT NO.:
315564
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CITIZENS PROPERTY INSURANCE
FIGURE 3
GPR TRANSECT LOCATIONS
MATHEW/ALEY RENTAL PROPERTY
ZEPHRYHILLS, FLORIDA
SCALE:
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PROJECT NO.:
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863.667.2345 - www.bcleng.com
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FIGURE 4
FLOOR ELEVATION SURVEY
MATHEW/ALEY RENTAL PROPERTY
ZEPHRYHILLS, FLORIDA
PROJECT NO.:
SCALE:
1" = 10'
315564
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2000 E. Edgewood Dr., Ste #215
Lakeland, FL 33803
863.667.2345 - www.bcieng.com
E~7867
10/22/07 REVISED: 11/26/07 DRAWN BY: MAJ
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EXPLANATION
SAND; yellowish brown, grayish orange
and yellowish gray, fine-grained quartz,
local consolidated nodules
(USCS = SP)
SAND and Variably CLAYEY SAND;
yellowish brown, pale orange, yellowish
gray, white and yellowish orange,
fine-grained quartz, with local clay
(USCS = SP, SP-SC, SC)
CLAYEY SAND and SANDY CLAY; white,
yellowish gray, yellowish orange,
yellowish brown, olive gray and greenish
gray, mottled, variably sandy and clayey,
local sand lenses
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SANDY CLAY AND CLAYEY SAND;
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yellowish gray, yellowish brown, white,
mottled, variably sandy and clayey,
local interbedded sand, local limestone
fragments, and sand lenses
(USCS = SC, CH with SP)
LIMESTONE; white, pale orange, gray,
yellowish orange, greenish gray and
bluish gray, local lenses of lime silt,
minor clay in fractures, locally cherty,
variably indurated
UNIFIED SOIL CLASSIFICATION
SYSTEM classification
SPT blow count
Hand Augered
Depth of water table
Loss of Circulation
CITIZENS PROPERTY INSURANCE
FIGURE 5
SOIL BORING PROFILES
MATHEW / ALEY RENTAL PROPERTY
ZEPHRYHlLLS. FLORIDA
SCALE:
1" = 15'
PROJECT NO.:
315564
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VERTICAL GROUT INJECTION POINT
ANGLED GROUT INJECTION POINT
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2000 E. Edgewood Dr., Ste #215
Lakeland, FL 33803
863.667.2345 - www.bcIeng.com
EB-0007867
10/22/07 REVISED: 11/26/07 DRAWN BY: BJN
CITIZENS PROPERTY INSURANCE
FIGURE 6
RECOMMENDED GROUT INJECTION POINTS
MATHEW/ALEY RENTAL PROPERTY
ZEPHRYHlLLS, FLORIDA
PROJECT NO.: 315564
SCALE:
1" = 20'
APPENDIX A
Site Photographs
Photo #1: Front (west) view of Mathew/A1ey rental property
Photo #2: Exposed portion of ground collapse feature below front porch
Bel Project No. 03-15564
Site Photographs
Mathew/Ale Rental Pro e
Photo #3: Beneath porch slab, showing vertical sides of collapse
Photo #4: Paint-filled stair-step crack in south wall at lower left comer of western
window
Bel Project No. 03-15564
Site Photographs
Mathew/Ale Rental Pro e
Photo #5: Vertical crack at upper right corner of kitchen entry
Photo #6: Paint-f"dled stair-step crack in north interior wall of garage below window
BCI Project No. 03-15564
Site Photographs
Mathew/Ale Rental Pro e
APPENDIX B
Ground Penetrating Radar Survey Report
~]lCI
engineers & scientists
GROUND PENETRATING RADAR REPORT
Client & Project Information:
BCI Project No.: 03-15564 Client Name: Citizens Property Insurance/ ROL
Consulting
Project Name: Mathew/ A1ey Rental Client Contact: Rebecca Leisure
Property
Location: 5012 5th Street Address: 12157 W. Linebaugh Drive #346
Zephyrhills, FI 33542 Tampa, Florida
Contact: Varkey Mathew & Aroma Phone: 813-854-3434
A1ey
Phone: 352-567-3737 Claim No.: 223968
Comments: Interior and exterior walls cracking, ground depression feature in west yard
GPR Equipment & Operator Information:
Antenna(s):
Manufacturer:
Noggin Plus/SmartCart Digital
GPR Profiling System
250 MHz, 500 MHz
Sensors & Software
Ontario, Canada
Equipment
Operator(s):
Date of
GPR Survey:
Lynn McGoff
Control Unit:
September 20,2007
GPR Survey Information:
No. of Transects Scanned: 28 lines (TO to T27) Total scan distance: 1483 feet
Transect Locations: Transect locations shown in Figure 3 ofBCI Subsidence Investigation report.
Transects TO to T24 were completed with the 250 MHz antenna. Transects T25 to T27 were completed
with the 500 MHz antenna.
GPR Equipment Settin2:s & Si2:nal Processin2::
250 & 500 MHz Antennas
Time Windows: 250 MHz - 130 nanoseconds (ns)
500 MHz - 70 nanoseconds (ns)
Depth ofInvestigation: est. 14 to 16 ft (500 MHz)
est. 20 to 23 ft. (250 MHz)
based on assumed signal travel velocity of 0.45 ftJns
(dry sandy soils)
Profile scales: Horizontal scale: 1 inch = 10 ft.
Vertical scale: 1 inch = 20 ns (250 MHz)
1 inch = 10 ns (500 MHz)
Signal Processing: temporal filter: DEWOW (high pass filter)
time gain = auto gain
Comments: Time window setting based on test scans over exterior areas of site and
identification of surficial soils in hand auger borings (sand soils to;::: 7 ft.).
GPR Survey Report
Mathew/ Aley Rental Property
Project No. 03-15564
Page 2 of2
GPR Survey Results:
Inspection of the GPR transect profiles indicates the depth of penetration of the radar signal
ranged from 14 to 16 feet below grade for the transects completed utilizing the 500 MHz antenna, and
from 20 to 23 feet below grade for the transects completed using the 250 MHz antenna. Below these
depths the radar signal was attenuated, probably due to saturated and/or clayey soil conditions. The depth
estimates are based on an assumed signal travel velocity of 0.45 feet/nanosecond for the dry sandy soils,
as encountered in the hand auger borings completed by BCl.
On most of the profiles, a series of weak to moderate intensity, continuous, subparallel, horizontal
and sinuous reflection events was identified at estimated depths of 7 to 11 feet below the land surface.
The reflective horizon may represent the top of a subsurface clayey soil unit (clayey sand to sandy clay).
Across the site, shallow hyperbolic reflectors (< 3 feet) were present on many of the transect profiles and
probably represent areas with shallow pipes, tree roots, and/or utility lines (Figure 3). Multiple series of
prominent hyperbolic reflections were identified in the west (front) yard area, and probably represent
underground utility lines or pipes (Figure 3). Copies of the GPR transect profiles are retained in the
project file and are available upon request.
One possible subsurface anomaly was identified in the GPR survey (Feature 1), at the location
shown on Figure 3. The anomaly is located in the west yard, and lies adjacent to the ground collapse
feature below the front porch of the house. The anomaly is characterized by a zone of shallow
disorganized reflective patterns and associated deeper signal penetration, and is interpreted to represent a
shallow zone of disturbed soils and discontinuity within the underlying subsurface soil layers.
Limitations:
The professional services described in this report were performed using the degree of care and
skill ordinarily exercised, under similar conditions, by reputable consulting geologists and engineers
practicing in this or similar localities.
Ground Penetrating Radar (GPR) is a non-destructive geophysical test method that utilizes
transmitted (and received) radio pulses (radar) to evaluate shallow surface soil and geological conditions.
It is very important to note that GPR measures the electrical properties of the subsurface soil materials
and other subsurface objects. As with all geophysical methods, GPR does not provide a positive
identification of the type, depth, or character of the subsurface. Additional ground truthing, through soil
boring, test pits, or other methods, is required to fully evaluate the subsurface geological and geotechnical
conditions.
This report and information contained herein was prepared for the exclusive and specific use of
Citizens Property Insurance Corporation and ROL Insurance Consulting. Any other use of this report or
parts of this report shall be authorized in writing by BCl Engineers & Scientists, Inc.
APPENDIX C
Hand Auger and SPT Boring Logs
Laboratory Test Reports
HAND AUGER BORING LOGS
Mathew/ Aley Rental Property, BCl Project No. 03-15564
5012 5th Street, Zephyrhills, Florida
Completed by: R. Meder
Completion Date: September 20, 2007
Boring HA-l
Located along west wall of house south of front porch
Depth
o to 2 feet
2 to 7 feet
Description
SAND, dark to moderate yellowish brown, mottled, fme-grained quartz
SAND, grayish orange and very pale orange, mottled, fine-grained quartz
Boring HA-2
Located along south wall of house
Depth
o to 4 feet
4 to 7 feet
Description
SAND, dark yellowish brown, mottled, fine-grained quartz
SAND, grayish orange and very pale orange, mottled, fine-grained quartz
Boring HA-3
Located along east wall of house
Depth
o to 2 feet
2 to 7 feet
Description
SAND, dark yellowish brown, mottled, fine-grained quartz
SAND, grayish orange and very pale orange, mottled, fme-grained quartz
Boring HA-4
Located along north wall of house
Depth
o to 2Y2 feet
2Y2 to 7 feet
Description
SAND, dusky brown, dark and moderate yellowish brown, mottled, fine-grained quartz
SAND, grayish orange and very pale orange, mottled, fine-grained quartz
*Water table not encountered in hand auger borings
Hand auger boring locations shown on Figure 2
Borings backfilled with cuttings
Project No: 03-15564
Log of Borehole SPT-1
Project: Mathew/Aley Rental Property
Client: Citizens Property Insurance Corporation
Address: 5012 5th Street
City, State: Zephyrhills, FL
Geologist/Engineer: C. Clark
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III .Q III -
- E Q) == == III Cl '5 Iii
f! :::I C. 0 0 '0 Cl C" l'lI
- Z ~ iii iii :i: ~ :J 0::
l/)
SAND
dark and moderate yellowish brown,
fine-grained quartz
SAND
grayish orange, fine-grained quartz
SAND
grayish orange and yellowish gray.
fine-grained quartz, local
consolidated sand nodules
CLA YEY SAND
pale yellowish brown, clayey, fine-
grained quartz
SAND
very pale orange, fine-grained quartz
SAND
yellowish gray. fine-grained quartz,
minor non cohesive clay
SLlGHTL Y CLA YEY SAND
white. fine-grained quartz. minor clay
SP
HA Grab
19.2 13.9
o
1 >~}:\:.!?i\m{:
~ :~:g:"}~:~~:i~J'.~
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
: ~;'~~~:: ~.:~~ l ~:'~. ~ :;~~::: '{: ~~;
....................
~i:t;:~:~ 1~:~~;tW~,
~'f)l~~;j)i
ii~il'l!il:
:!'~'l,~~}ji
....................
:H~~~.;t:.;~H~f.;~
:.
Drilled by: Independent Drilling Inc.
Drill Method: Track Mounted-Mud Rotary
Drill Date: October 17, 2007
Borehole Location: 4 ft. S of SW corner of porch
5P
2
HA Grab
Borehole Size: 3 inches
Datum: Ground surface
Sheet: 1 of 3
5P
3
S5 1,1,1,2 2
SP
4
SS 3.2,2.2 4
5P
5
5S 2.3,3,4 6
5C
6
55 5,6.6 12
5P
7
S5 8,8.8 16
5P
8
55 6.7,8 15
SP-SC
9
5S 11,12,17 29
Project No: 03-15564
Log of Borehole SPT-1
Project: Mathew/Aley Rental Property
Client: Citizens Property Insurance Corporation
Address: 5012 5th Street
City, State: Zephyrhills, FL
Geologist/Engineer: C. Clark
~
~
-
I::
Gl
- ~
SOIL DESCRIPTION UI I:: - REMARKS
- 0 ~ - 'E
I:: (J Gl 'E
::I > ::i
0 ~ Gl ::i
0 .. .. Gl
Gl (J Iii ::I ii.i 'C tJ
.c .Q l'lI .Q Cii :;:::
- E - E Gl ;= ;= CI ';j UI
C. l'lI C. '0
.. 0 0 CI C' l'lI
Gl >- - ::I ~ in in :E ~ ::i 0::
c U) U) Z
31
32 SAND
33 white and dark yellowish orange,
34 mottled, fine-grained quartz, 5M 10 55 4,8,11 19 26.2 16,3
abundant non-cohesive Iimesilt.
35
36
37
SAND
38 white, fine-grained quartz, abundant
39 non-cohesive limesilt 5M 11 55 8,12,11 23
40
41
42
LIMESTONE
43 white, local minor clay, moderately
44 indurated L5 12 55 5,5,8 13
45
46
47
48
49 LS 13 58 7,10,10 20
50
51
52
LIMESTONE
53 white and very pale orange, sandy,
54 moderately indurated LS 14 S8 6,10,4 14
55
56
57
LIMESTONE
58 very light gray, mottled, sandy, well
59 indurated LS 15 SS 32 >50
60 50-5"
Drilled by: Independent Drilling Inc. Borehole Size: 3 inches
Drill Method: Track Mounted-Mud Rotary Datum: Ground surface
Drill Date: October 17, 2007 Sheet: 2 of 3
Borehole Location: 4 ft. S of SW corner of porch
Project No: 03-15564
Log of Borehole SPT-1
Project: Mathew/Aley Rental Property
Client: Citizens Property Insurance Corporation
Address: 5012 5th Street
City, State: Zephyrhills, FL
Geologist/Engineer: C. Clark
~
~
-
r:::
Gl
- ~
SOIL DESCRIPTION CIl c - REMARKS
- 0 ~ - 'E
c u Gl 'E
::I = Gl > :::i :::i
'0 ... 0 ... Gl
Gl U Ui ::I en "tl CJ
.r::: ,Q III ,Q - :w
- E - E Gl ~ ~ CIl CI '5 CIl
0- III 0- 0 0 '0
Gl >. ... ::I ~ CI tT III
- in in :i ~ :::i 0::
c en en z
LIMESTONE
white and dark yellowish orange,
abundant chert, well indurated
LS
16 88 50-1" >50
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
End of Borehole
Drilled by: Independent Drilling Inc.
Drill Method: Track Mounted-Mud Rotary
Drill Date: October 17, 2007
Borehole Location: 4 ft. S of SW corner of porch
Borehole Size: 3 inches
Datum: Ground surface
Sheet: 3 of 3
Project No: 03-15564
Log of Borehole SPT-2
Project: Mathew/Aley Rental Property
Client: Citizens Property Insurance Corporation
Address: 5012 5th Street
City, State: Zephyrhills, FL
Geologist/Engineer: C. Clark
~
~
-
c:
Q)
- ~
SOIL DESCRIPTION Ul c: - REMARKS
- 0 ~ - 'E
c: (.) Q) 'E
::s
.. 0 E Q) > :J :J
0 .. Q)
Q) (.) ::s Cii 'C lJ
.c .c III .c ~ - :;
- E - E Q) 3= Ul Q .:; Ul
c. III C. '0
.. .5! 0 Q C" III
Q) >- - ::s ~ a:i :E N :J 0:
c (/) (/) Z a:I .
0 : r~..:: ~:;:~ :; .~:' ~. ~ ~~~~'.:: {.~ ~;
1 SAND
.................... dark and moderate yellowish brown, SP HA Grab
2 :~:IX~.i~j.~~~{~;,~.; fine-grained quartz
3 SP 2 HA Grab
....................
4 .: ;",':', ::.:..: ~: ;' ....~ ::.
: ~~~'.:: .~:;: ~:; ~:'~. ~ :;.:.~..~ ';~.~:; SAND
5 .................... grayish orange, mottled, fine-grained SP 3 SS 2,2,3,2 5
6 ::Sr::i:i :~f~~H~~.i.;; quartz
7 SP 4 SS 2,2,2,2 4
....................
8 ::~5fi:ij;f~~Hfj:;
9 SP 5 SS 2,3,3,3 6
....................
10 :jHf;.:;j;~:iHfi:i
11 ....................
12 : :'.';" ::.~..:..: :-"~" ::.
SANDY CLA Y
13 white and yellowish gray, sandy
14 CH 6 SS 7,10,13 23 26.2 55.4
15
16
17
18
19 SIL TV SAND SP-SM 7 SS 10,10,13 23
20 white and yellowish gray, fine-grained
quartz, thin lenses of non-cohesive
21 Iimesilt.
22 CLA YEY SAND
23 white to yellowish gray, clayey, fine-
24 grained quartz, common sand lenses
SC 8 SS 6,5,4 9
25
26
27
CLA YEY SAND
28 white to yellowish gray with dark
29 yellowish orange mottling, clayey, SC 9 SS 2,3,3 6 34.1 32.8
30 fine-grained quartz
Drilled by: Independent Drilling Inc.
Drill Method: Track Mounted-Mud Rotary
Drill Date: October 17, 2007
Borehole Location: 7 ft. W of NW corner of garage
Borehole Size: 3 inches
Datum: Ground surface
Sheet: 1 of 2
Project No: 03-15564
Log of Borehole SPT-2
Project: Mathew/Aley Rental Property
Client: Citizens Property Insurance Corporation
Address: 5012 5th Street
City, State: Zephyrhills, FL
Geologist/Engineer: C. Clark
~
c
-
C
Gl
- ~
SOIL DESCRIPTION UI c - REMARKS
- 0 ~ - 'E
c u Gl 'E
:J ~ l!! > :J :J
... 0 Gl
0 Gl U :J 0 'C lJ
.r; .c III .c UI - ..
- - E Gl 3= 3= UI '5
Q, E III Q, '0 Q UI
... :J .2 0 Q cr III
Gl >- - >- in :iE ~ :J n:
c l/) l/) Z I- al
31
32 LIMESTONE
33 yellowish gray and dark yellowish
34 orange, sandy, local sandy and L8 10 88 2,2,1 3
35 clayey lenses
36
37 SANDY CLA Y
38 very light greenish gray, sandy, local
39 limestone fragments CH 11 S8 4,4,8 12
40
41
42
43
44 SAND SP+8M 12 SS 6,4,4 8
45 pale yellowish brown, dark yellowish
orange and white, mottled, fine-
46 grained quartz, minor clayey sand
47 and non- cohesive Iimesilt.
48 SANDY CLA Y
dark yellowish orange and yellowish
49 gray, mottled, common limestone CH 13 88 5,5,7 12
50 fragments
51
52 LIMESTONE/CHERT
53 light bluish gray, well indurated, local
54 chert nodules L8 14 88 50-1" >50
55
56
57 LIMESTONE
58 no sample recovered
59 L8 15 SS 50-0" >50 End of Borehole
Drilled by: Independent Drilling Inc. Borehole Size: 3 inches
Drill Method: Track Mounted-Mud Rotary Datum: Ground surface
Drill Date: October 17. 2007 Sheet: 2 of 2
Borehole Location: 7 ft. W of NW corner of garage
Project No: 03-15564
Log of Borehole SPT-3
Project: Mathew/Aley Rental Property
Client: Citizens Property Insurance Corporation
Address: 5012 5th Street
City, State: Zephyrhills, FL
Geologist/Engineer: C. Clark
~
!!...
C
CIl
- ~
SOIL DESCRIPTION CIl c:: - REMARKS
- 0 !!... - 'E
c:: () CIl 'E
~
... 0 lI:! f > :::i :::i
"0 CIl
CIl () Ui ~ Ci) 'tl U
.c: .c ca .c - :;:::
- E - E CIl ~ ~ CIl Cl 'S CIl
CL ca CL .2 0 '0 cr ca
CIl >- ... ~ ~ Cl
- iii :E ~ :::i ~
c CI) CI) z r:c
0 : ~.:.~~::: ';.:;'.~ :; .~: ~ ~: ~:.~:;: f'~ :;
SAND
1 .................... dark to moderate yellowish brown 5P HA Grab
2 :~Hf::;t.~~j~t)~\ and grayish orange, fine-grained
3 quartz 5P 2 HA Grab
....................
4 .: ;....:. ::.....:..: :-....~ ::.
: :;.~.~..:: r~:; .~ ~ ~~~.:.~:;: r~ ~ SAND
5 ,,~., . .... .' .... . .. grayish orange and moderate 5P 3 S5 2,2,2,3 4
6 :!5r;.!:;~t~~Hf::; yellowish brown, mottled, fine-
7 grained quartz SP 4 55 2,2,2,2 4
....................
.::-.':'.:', ..:..::....:.:..
8 . ". .
CLAYEY SAND
9 moderate yellowish brown, clayey, SC 5 S5 2,2,2,2 4 11.8 13.8
10 fine-grained quartz
11
12
SLIGHTL Y CLA YEY SAND
13 pale yellowish brown, mottled,
14 clayey, fine-grained quartz SP-5C 6 55 7,10,10 20
15
16
17
18
19 SP-SC 7 SS 11,12,14 26 16,3 8.6
20
21
22
SANDY CLA Y
23 very light olive gray, sandy
24 CH 8 S5 5,4,6 10
25
26
27
SIL TY SAND
28 white and yellowish gray, fine-grained
29 quartz, thin lenses of non-cohesive SP-SM 9 S5 7,4,6 10
30 limesilt
Drilled by: Independent Drilling Inc.
Drill Method: Track Mounted-Mud Rotary
Drill Date: October 17, 2007
Borehole Location: 23 ft. E & 3 ft. S of SW corner of house
Borehole Size: 3 inches
Datum: Ground surface
Sheet: 1 of 3
Project No: 03-15564 Log of Borehole SPT-3
Project: Mathew/Aley Rental Property
Client: Citizens Property Insurance Corporation
Address: 5012 5th Street
City, State: Zephyrhills, FL Geologist/Engineer: C. Clark
--
~
-
t:
Gl
- ~
SOIL DESCRIPTION Ul t: - REMARKS
- 0 ~ - 'E
t: () Gl 'E
:s
... 0 E Gl > :J :J
Q ... Gl
Gl () :s U) :2 CJ
.c .c .fl .c ~ ; - :0:
- E III E Gl Ul 0 :s Ul
c. ... c. 0 0 '0 0 cr III
Gl >- - :s ~ iii iii ~ :J c:
c t/) t/) z ::ii:
31
32 CLA YEY SAND
33 light greenish gray, white and dark
34 yellowish orange, mottled, variably SC 10 SS 5,5,5 10
35 clayey, fine-grained quartz
36
37 100% Circulation Loss
LIMESTONE
38 white, weathered
39
40
41
42 WR-12"
LS 11 SS WH-78" WOH
43 1
44
45
46
47 LIMESTONE
48 white, light greenish gray and dark
49 yellowish orange, minor clay in LS 12 SS 2,1,3 4
50 fractures, weathered
51
52 LIMESTONE
53 white and brownish white, weakly
54 indurated L5 13 55 3,3,6 9
55
56
57
SANDY CLAY
58 dark yellowish orange, mottled,
59 sandy, common limestone fragments CH 14 55 3,4,9 13
60
Drilled by: Independent Drilling Inc. Borehole Size: 3 inches
Drill Method: Track Mounted-Mud Rotary Datum: Ground surface
Drill Date: October 17, 2007 Sheet: 2 of 3
Borehole Location: 23 ft. E & 3 ft. S of SW corner of house
Project No: 03-15564
Log of Borehole SPT-3
Project: Mathew/Aley Rental Property
Client: Citizens Property Insurance Corporation
Address: 5012 5th Street
City, State: Zephyrhills, FL
Geologist/Engineer: C. Clark
~
~
-
c:
Gl
- ~
SOIL DESCRIPTION Ul c: - REMARKS
- 0 - 'E
c: (.) Gl 'E
:J == Gl > ::i ::i
"0 ... 0 ... Gl
Gl (.) l :J Ui :2 u
.c: .c III .c ~ - :;::
Q. E - E Gl Ul CI :J Ul
III C. ..Q 0 '0 CI C" III
...
Gl >- - :J ~ in :::IE ~ ::i 0::
c U) U) Z a:l
SANDY CLAY
dark yellowish orange, mottled,
sandy, abundant limestone
fragments, local sand lenses
CH
15 SS 3,4,4
8
CLA YEY SAND
dark yellowish orange, mottled,
variably clayey and sandy, abundant
limestone fragments
SC
16 SS 14,11 ,12 23
LIMESTONE
no sample recovered
LS
17 SS 50-0" >50
Rod bounce
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
End of Borehole
Drilled by: Independent Drilling Inc.
Drill Method: Track Mounted-Mud Rotary
Drill Date: October 17, 2007
Borehole Location: 23 ft. E & 3 ft. S of SW corner of house
Borehole Size: 3 inches
Datum: Ground surface
Sheet: 3 of 3
~oo M
'<t
Z~ -0
'<t
~oo Cl
~~ r-:
Z~ 00
'<t
0< N
Cl
U~ ~ r-
N 0
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~ 0\" 1:::
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= 0 lLl '" '" '"
= .0' lLl E lLl
..... ~
.... rI) rI) U
~ lLl lLl
=' E-< lLl
0' ..s:::
lLl U
~
r- r::: N
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~ ";l -0
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bl) ";l N
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Z -< ~ trl trl
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=
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Cl M =
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0 M -0 \0
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~ N N ~ '<:t
" ..J ~ ~ = <'"l
bl) "'- -0 -0 -- =It:
"0 "i' "i'
'" trl .0 ,.;j
~ 1; M M 0
N -0 -0
<i 00 00 =:
0 B ~
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a --
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~ 'S+~'fiJ
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t i...."'j 0\ 0 0\ r--; \0 .....
lLl 0 ..t ~ d ..t 00
00 '0 'B ~ .....
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Ici ..... 0\ Ici ~ Ici
.... i:' 00 0\ 00 r- 0\ 0\
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.~ ~ 0\ Ici Ici ..t ..... Ici
0 0 ..... N N <'"l ..... .....
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0 '0'
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c: c: 0 0 0 0
.... l:l N N N N N N
... o 0
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= -a'~ 00 ~ \0 ~ <'"l 0 00 C'!
... Ici 0\ Ici ~
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00 oa=S'fiJ' V'> \0 ..... 00 N 0\
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APPENDIX D
A Discussion on Sinkholes and Subsidence Mechanisms
SINKHOLES AND SUBSIDENCE MECHANISMS
In the geologic past, sea level has fluctuated significantly above and below its current elevation. As a
result, limestone formations in Florida were exposed at the ground surface and subject to erosion and solutioning
by rainwater, which is naturally slightly acidic. The erosion and solutioning caused cracks, cavities, and fractures
to form in the limestone producing a weathered and irregular limestone surface. After subsequent rises in sea
level, the undulating limestone surface was buried and filled by younger deposits of clay, sand and silt. Even
though the limestone is now covered with soils and clastic sediments, solutioning of the limestone by ground
water continues. This chemical action tends to be concentrated along preferential paths for ground water flow
such as joints, bedding planes, and pre-existing fractures and voids. The rate of dissolution is an imperceptibly
slow process, requiring several thousand years for the formation of significant caverns or voids.
Non-cohesive soils and sediments (sands and silts), which overlie the limestone, may move downward, or
ravel, into the enlarged voids and cavities. The raveling may propagate upward to the surface as the overlying
sediments move downward into the cavity. Sinkholes occur when the raveling reaches a point where the surficial
soils cannot support the load at the surface, resulting in collapse or subsidence.
In this part of Florida, sinkholes Occur by several mechanisms: cover-collapse, cover-subsidence,
limestone-collapse, or limestone-solution (Sinclair et aI., 1985). Cover-collapse sinkholes form where a thick,
competent and generally impermeable clay layer overlies limestone bedrock. Initially, the clay has sufficient
strength to bridge a developing cavity in the underlying limestone. A cover-collapse sinkhole occurs as a result of
sudden failure of the clay unit and catastrophic downward movement of the overlying sandy soils into the cavity
(i.e., raveling). Cover-subsidence sinkholes may form by the gradual downward raveling of non-cohesive
sediments (usually sand and silt) into actively forming cavities. The raveling reduces soil density, which is
manifested at the surface by an area of slow, gradual subsidence.
Limestone-collapse and limestone-solution sinkholes typically occur in terrains where limestone bedrock
is covered by a relatively thin (less than 25 ft.) layer of soil or overburden (sand and clay). A limestone-collapse
sinkhole forms when a solution cavity expands to the point where the limestone roof collapses. The collapse is
usually abrupt and may be catastrophic in nature. A significant factor in the formation of limestone-collapse
sinkholes is a low water table, typically below the limestone surface. Limestone-collapse sinkholes are relatively
rare occurrences since dissolution is more likely to occur at the limestone surface.
Limestone-solution sinkholes form through a mechanism of gradual solutioning of the buried limestone
surface under relatively high water table conditions. Surface depressions generally form at a gradual rate as the
limestone dissolves, usually without the formation of significant voids or sudden raveling of overlying sediments.
Over geologic time, this process results in a general, regional lowering of the land surface.
Subsidence investigations usually involve determination of the probability of cover-subsidence or
limestone solution sinkholes, since the catastrophic nature of cover-collapse and limestone-collapse sinkholes
leaves little doubt as to their identity. Because slow, gentle subsidence can result from other mechanisms, such as
decay and compaction of buried organic material or movement of shrink/swell clays, identifying cover-subsidence
(or limestone solution) sinkhole development as the cause of subsidence-related damage to a structure can be
difficult. This is especially true in cases where there are no obvious signs of subsidence at the surface.
A key element in identifying karst activity as the cause of damage is to establish the presence of a
raveling zone of soft or loose soils that extend from limestone bedrock sufficiently close to the surface to cause
subsidence. Alternatively, significant evidence of downward movement of surficial soils may also be indicative
of karst-related subsidence. It should be noted that local zones of circulation loss in SPT borings, isolated soft or
loose soil layers, or buried depressions in the clay or bedrock surface, in the absence of significant raveling or
other evidence of downward movement of soils, is not necessarily positive evidence of sinkhole activity.
APPENDIX E
Specifications for Compaction Grouting
Contractor Bid Sheet
BID FORM: Mathew/ Aley Rental Property
5012 5th Street
Zel'hvrhills, Florida
Claim No. 223968
BCl Proiect No. 03-15564
Due Date:
Estimated
Task Description Quantity
1. Mobilization!
Demobilization 1 LS
2. Install grout
casIngs 960 feet
3. Flowable Fill & Compaction
grout material 200 cubic yards
4. Chemical grouting I day
5. Additional chemical
grout material 400 lbs.
Unit Price Total Price
$ $
$ $
$ $
$ $
$ $
Total Cost = $
Estimated time to complete project:
days
*project specifications attached
Comments:
Alternative Bid (and justification):
G:\0315564\Mathew-Aley Rental Property Grout Specs.doc
SPECIFICATIONS FOR THE UTILIZATION OF
COMPACTION GROUTING TO STABILIZE
SOILS AND FILL SUBTERRANEAN VOIDS
INTENT OF THE COMPACTION GROUTING PROGRAM
The proposed grouting program shall be sufficient to fill voids and/or densify loose rock in the limestone and
to densify very soft or loose soils to prevent further cracking of the structure.
GEOTECHNICAL INVESTIGATION
A geotechnical investigation report has been prepared for the site. The information contained in the report is
intended to assist the contractor in preparation of the bid. Soil boring and test data represent subsurface
conditions only at the location of each boring and soil sample. Varying degrees of heterogeneity of the
horizontal and vertical soil conditions are likely to exist between boring locations. Opinions and
recommendations expressed in the report are based on geological and geotechnical interpretation of the test
data and site conditions likely to exist.
SCOPE OF WORK
The compaction grouting Contractor shall provide project control, supervision, labor, materials and equipment
to accomplish the following items of work:
a. Submit a detailed compaction grouting program, including a description of the method used to install
grout casings.
b. Install and remove grout pipes.
c. Monitor ground movements during compaction grouting operations.
d. Perform compaction grouting program under supervision of a geotechnical engineer or geologist
e. Site clean-up during and after grouting.
The grouting contractor will submit a description of the compaction grouting program with the cost proposal.
A description of the work procedure, ground monitoring techniques and instrumentation program shall also be
included.
The Contractor's work plan and other submittals will be reviewed by the Owner's representative, who shall be
the Engineer of Record. The Engineer or his representative will also inspect and monitor the Contractor's
work for compliance with the project plans and specifications.
MATERIALS
The compaction grout materials will consist of a combination of Portland cement, fine aggregate and water.
Fly-ash and/or bentonite may be added provided the grout mixture meets strength and slump requirements.
The grout mix will have a slump of 3 to 4 inches when measured with the current ASTM slump test (ASTM
#C I 43) at the point of injection. A 5 -inch slump is acceptable when measured at the hopper. The unconfined
compressive strength of the grout will be an average of two specimens of 400 psi at 28 days as performed in
accordance with the current ASTM strength testing standards (ASTM #C39). No grout shall be pumped more
than 2 hours after the batch time shown on the delivery ticket. unless proposed by the Contractor and accepted
Specifications for the Utilization of
Compaction Grouting to Stabilize Soils
and Fill Subterranean Voids
Page 2 of 4
by the Engineer. No water shall be added to any material delivered without notification of the Engineer or
their representative. If water is added to a load while on site without approval, the Engineer reserves the right
to refuse the material at the Contractors expense.
The Contractor shall provide the Engineer with the name and address of grout supplier. The Contractor shall
make every effort to utilize an approved supplier in close proximity to the project site. The Engineer may
reject any grout supplier whom they feel cannot meet the requirements of the project specifications, at no
penalty to the client or Engineer.
The Portland cement will conform to all of the requirements of ASTM C 150-78 for Portland cement type I.
Cement will be stored in weather-tight enclosures, or procured in weather-tight bags to prevent against
dampness and contamination.
Fine aggregate will be natural siliceous material, consisting of hard, clean, strong, durable and un-coated
particles, conforming to ASTM CI44-76 for aggregate for masonry mortar. The aggregate will have a fines
content of not less than 10 percent and not more than 30 percent passing the No. 200 sieve. The gradation of
the mix will be such that sand blocking is eliminated at the grout working pressures specified.
Water used in the grout will be free of deleterious and organic material.
No admixture will be used without the Engineer's review of the proposed mix, based on previous testing
submitted by the Contractor.
The Contractor will determine the source, kind and quality of the water, cement and aggregates to be used in
the work. The Contractor will perform this well in advance of the time scheduled for starting the work and will
submit such information for review by the Engineer before starting grouting operations.
GROUT PIPE INSTALLATION
At each location the grout pipes will be installed utilizing the primary and secondary theory of grouting,
particularly in an extended area. The primary grout pipes in any area shall be grouted prior to injection through
the secondary pipes. The secondary pipes shall be used at check locations to verifY the successful densification
of the soil strata.
The drilling equipment will install minimum 2.5-inch inside diameter flush j oint steel casing to minimize flow
restrictions and prevent plugging when injecting the low-slump material. The casing will extend at a minimum
to the anticipated depth of bedrock as indicated in the site geotechnical report. The intent in the field will be to
intercept firm limestone bedrock. However, care should also be taken to identify the soil materials to ensure
the grout pipes are not installed to depths significantly below the limestone surface
The steel casing will have adequate strength to maintain the hole and to withstand the required jacking and
pumping pressures. The casing will be installed such that there is intimate contact with the drilled hole in
order to prevent grout leakage and/or premature upward movement of the casing during injection of high-
pressure compaction grout. Any subsidence damage caused by this drilling shall be at the Contractor's own
risk and expense.
Specifications for the Utilization of
Compaction Grouting to Stabilize Soils
and Fill Subterranean Voids
Page 3 of 4
GROUT INJECTION PROCEDURES
Compaction grout of 3 to 4 inches of slump will be injected into the casing. A higher slump may be used
during initial stages of grouting, if proposed by the Contractor and accepted by the Engineer.
Grouting pressure will be continuously monitored by the Contractor at the hole and the pump with suitably
protected and calibrated gauges.
Compaction grout will be injected on a continuous basis throughout the depth of the hole with the grout casing
being withdrawn in increments of 24 inches or less.
Controlled compaction grout pumping rates of 1 to 5 cubic feet per minute will be required. Grout quantities
will be monitored and recorded by the Contractor on a continuous basis. The grout pump counter (if used) will
be in good working condition.
The criteria for raising the grout pipe to the next increment will be when one of the following occurs:
1. The grout pressure at the gage located at the header exceeds 200 psi over the necessary pressure to
initiate grout take. However, progressively lower pressures should be used when grouting at
shallower depths to reduce the potential for heaving at the ground surface and to allow for grout
stabilization of shallow loose soil zones.
2. When more than 10 cubic yards of grout has been injected per 2-foot interval. If the grout take
exceeds 10 cubic yards, the injection point shall be raised and flushed, and the initial (injected)
amount of grout shall be allowed to set. Subsequently, the grout casing shall be re-driven to the
target depth and grout injection resumed. If the grout take continues to exceed 10 cubic yards (per 2-
foot interval) the process is to be repeated. The Engineer may at his discretion accept a proposed
change in the allowable quantity as deemed necessary. A maximum grout quantity of 50 cubic
yards per injection point is recommended.
3. When any surface heave occurs.
The Contractor at no charge to the client will replace any holes lost or damaged due to faulty grouting
equipment.
TESTING AND QUALITY CONTROL
A minimum of three samples of the grouting material will be taken by the Engineer for the project.
Unconfined compression tests will be performed at 7 and 28 days. Slump tests will be performed by the
Engineer in the field on each load of grout delivered to the site. The cost of sampling and testing will be paid
by the client.
Failure of any samples to meet the minimum performance criteria defined in these specifications will result in
the Contractor not being compensated for the material pumped and footage drilled. Additionally, the
Contractor shall at their expense be responsible for re-grouting the area as determined necessary by the
Engineer prior to certification of completion.
Specifications for the Utilization of
Compaction Grouting to Stabilize Soils
and Fill Subterranean Voids
Page 4 of 4
All daily drilling, grouting and testing reports will be submitted to the Engineer within 24 hours. Drilling
reports will be required and should contain at a minimum the following information: name of driller, type of
drill and method used, date started, date completed, location of hole, type of material encountered, and total
depth of the drill hole.
Grouting reports will contain at least the following information: name of grouting technician, constituents and
proportions of grout, log of quantity injected per lineal foot of hole, date, rate of pumping and grouting
pressure at the hole.
A level control system will be installed and operated by the Contractor for use during grouting. The
monitoring will be carried out so as to detect any movement within 50 feet of the grouting operations whenever
grouting is occurring.
PROTECTION AND CLEANUP
During work operations the Contractor will take such precautions as may be necessary to prevent drill cuttings,
equipment exhaust, oil, wash water and grout from defacing and/or damaging the landscape. Damages to the
subject property, and adjacent properties, from these activities will be repaired at the Contractor's expense.
The Contractor will furnish such pumps as may be necessary to care for wastewater and grout from his
operations and clean up all waste resulting from his operations.
PROPORTIONING
The Contractor will submit, for review by the Engineer, grout proportioning and strength data from previous
proj ects.
SUBMITf ALS
The Contractor will provide a list of major components to be used including pumps, hoses, pipe, fittings and
drilling equipment, including manufacturers' data as to size, type, pressure rating, capacity and other critical
characteristics for each item for the Engineer's review prior to the commencement of work.
The Contractor will provide a detailed work schedule outline mobilization, drilling, grouting, testing and
demobilization. IT IS THE RESPONSffiILITY OF THE CONTRACTOR TO NOTIFY THE ENGlNEER 72
HOURS PRIOR TO COMMENCEMENT OF THE WORK.