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RESIDENCE INN CAPE CANA VERAL
8959 ASTRONAUT BLVD
CAPE CANA VERAL FLORIDA
CONTENTS
. PERMIT AUTHORIZATION FORM
. NOTICE TO BUILDING OFFICIAL USE OF PRIVATE PROVIDER
. THRESHOLD INSPECTION PLAN
· SOILS REPORTS
. FIRE PROTECTION CALCULATIONS
. ARCHITECTS' RESPONSE TO FIRE MARSHALS COMMENTS
WELBRO Building Corporation
2301 MAITLAND CENTR PKWY
MAITLAND FLORIDA 32751
CONTACT: CHRIS CORTELLINI
Ph. No. 1-407-475-0800
Notice to Building Official of
Use of Private Provider
Project Name: Residence Inn @ Cape Canaveral
Address / ParcellD: Atlantic A venue, Cape Canaveral, Florida /
24-37-15-00-00025.0 & 24-37-15-00-00829.0
Services to be provided: ../ Plans Review
_ Inspections
Note: If this notice applies to either private plan review or private inspection
services, the Building Official may require, at his or her discretion, that
the private provider be used for both services pursuant to Section
553.791(2) Florida Statute.
I, AlA Acquisition Group, Ltd., the fee owner, affirm I have entered into a contract with the Private
Provider indicated below to conduct the services indicated above.
Private Provider Firm: Bureau Veritas - Berryman & Henigar
Private Provider: Alfonso Zacour
Address: 1221 W. Colonial Drive, Suite 300 Orlando, Florida 32804
Telephone: 407.426.8994 Fax: 407.426.8977
Email Address (Optional): alfonso.zacour@us.bureauveritas.com
Florida License, Registration or Certificate #: AR91999
I have elected to use one of more private providers to provide building code plans review and/or
inspection services on the building that is the subject of the enclosed permit application, as authorized
by S 553.791, Florida Statutes. I understand that the local building official may not review the plans
submitted or perform the required building inspections to determine compliance with the applicable
codes, except to the extent specified in said law. Instead, plans review and/or required building
inspections will be performed by licensed or certified personnel identified in the application. The law
requires minimum insurance requirements for such personnel, but I understand that I may require more
insurance to protect my interests. By executing this form, I acknowledge that I have made inquiry
regarding the competence of the licensed or certified personnel and the level of their insurance and I
am satisfied that my interests are adequately protected. I agree to indemnify, defend, and hold
harmless the local government, the local building official, and their building code enforcement
personnel from any and all claims arising from my use of these licensed or certified personnel to
perform building code inspection services with respect to the building that is the subject of the
enclosed permit application.
I understand the Building Official retains authority to review plans, make required inspections and
enforce the applicable codes within his or her charge pursuant to the standards established by S
553.791 Florida Statutes. If I make any changes to the listed private providers or the services to be
provided by those private providers, I shall, within 1 business day after any change, update this notice
to reflect such changes. The building plans review and/or inspection services provided by the private
provider is limited to building code compliance and does not include review for fire code, land use,
environmental or other codes.
Page 1 of2
PRIV A TE PROVIDER - PLAN REVIEW AFFIDAVIT
Private Provider Firm: Bureau Veritas - Berrvman & Henilzar
Private Provider: Alfonso Zacour
BUREAU
Address: 1221 W. Colonial Drive. Suite 300 VERITAS
Orlando. Florida 32804 Berryman & Henigar
Phone: 407.426.8994 Fax: 407.426.8977
I hereby certify that to the best of my knowledge and belief the plans submitted were
reviewed for and are in compliance with the Florida Building Code and all local
amendments to the Florida Building Code by the following affiant, who is duly authorized
to perform plans review pursuant to Section 553.791, Florida Statute and holds the
appropriate license or certificate:
Name: Alfonso Zacour
Florida License/Registration/Certification Number: AR91999
Date:
Signature of Reviewer:
SWORN AND SUBSCRIBED before me by Alfonso Zacour bein personally known to me and
who, being fully sworn and cautioned, state that the foregoing is rue and correct to the best of
his/her knowledge or belief.
, ~~ AJ ,. c i) 6... L. 4.:;; S I' tt/
~,
Signature of Notary Printed Notary Name
I............................................c
Notary Public: Notary Stamp Below : NICOLE L ZESSIN :
. ......~ ~.
: ~~~'1 PU :\ Comm# :
My Commission expires: III '+ 10 : :!~~ Expires 71W2OO6 :
: \~1' 'fJ BcndedIhN(~!
5-";;"ff.: Florida ~Assn..1nc :
I............................... ..........1
Contractor Name: Welbro Corporation
Project Address: Atlantic A venue. Cape Canaveral. Florida
Parcel Tax ID: 24-37-15-00-00025.0 & 24-37-15-00-00829.0
, ,,'"
MAR .....- 11\I$:tIICArdns:: CERTIFICATE NUMBER
iv-='.~i'.,..I.....I,~'J.\..".".,-=. ,~.-,,........ A TL-001 013530-01
PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS
Marsh USA, Inc. NO RIGHTS UPON THE CERTIFICATE HOLDER OTHER THAN THOSE PROVIDED IN THE
PO BOX 459010 POLICY. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE
Sunrise, FL 33345-9010 AFFORDED BY THE POLICIES DESCRIBED HEREIN.
COMPANIES AFFORDING COVERAGE
COMPANY
09581-ALL-- A TWIN CITY FIRE INSURANCE CO
INSU RED COMPANY
BERRYMAN & HENIGAR ENTERPRISES B HARTFORD CASUALTY INS CO
1221 W. COLONIAL DRIVE, SUITE 300
ORLANDO, FL 32804-7156 COMPANY
C NATL UNION FIRE INS CO OF PA
COMPANY
D EVEREST NATIONAL INSURANCE CO
~f~i?
THIS IS TO CERTIFY THAT POLICIES OF INSURANCE DESCRIBED HEREIN HAVE BEEN ISSUED TO THE INSURED NAM';6'~~REIN FOR THE POLICY PERIOD INDICATED.
N01WITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THE CERTIFICATE MAY BE ISSUED OR MAY
PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, CONDITIONS AND EXCLUSIONS OF SUCH POLICIES. AGGREGATE
LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
CO TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS
LTR DATE (MM/DD/YY) DATE (MM/DD/YY)
A GENERAL LIABILITY 20ESCOA4769 03/01/04 .03/01/05 GENERAL AGGREGATE $ 2,000,000
f---- I
X COMMERCIAL GENERAL LIABILITY PRODUCTS - COMPIOP AGG $ 2,000,000
I CLAIMS MADE [8] OCCUR PERSONAL & ADV INJURY $ 1,000,000
- OWNER'S & CONTRACTOR'S PROT EACH OCCURRENCE $ 1,000,000
X ~<=:n I IrTIQI 1= FIRE DAMAGE (Anyone fire) $ 1,000,000
MED EXP (Anyone person) $ 10,000
B AUTOMOBILE LIABILITY 20UUNUM1884 03/01/04 03/01/05 $ 1,000,000
- COMBINED SINGLE LIMIT
X ANY AUTO
----
- ALL OWNED AUTOS BODILY INJURY $
SCHEDULED AUTOS (Per person)
-
- HIRED AUTOS BODILY INJURY $
(Per accident)
- NON-OWNED AUTOS
- PROPERTY DAMAGE $
GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $
f----
f---- ANY AUTO OTHER THAN AUTO ONLY: iii
f---- EACH ACCIDENT $
AGGREGATE $
C EXCESS LIABILITY BE5683276 03/01/04 03/01/05 EACH OCCURRENCE $ 7,000,000
M UMBRELLA FORM AGGREGATE $ 7,000,000
OTHER THAN UMBRELLA FORM $ 7,000,000
D WORKERS COMPENSATION AND CA 10000168041 (CA) 09/30/04 09/30/05 X I T~~HIt"Ws I I ud~-
EMPLOYERS' LIABILITY
EL EACH ACCIDENT $ 1,000,000
THE PROPRIETOR! P1'NCL EL DISEASE-POLICY LIMIT $ 1,000,000
PARTNERS/EXECUTIVE
OFFICERS ARE: EXCL EL DISEASE-EACH EMPLOYEE $ 1,000,000
OTHER
DESCRIPTION OF OPERATIONS/LOCATIONSIVEHICLES/SPECIAL ITEMS
nS:D rAMrS:".i\TION
SHOULD ANY OF THE POLICIES DESCRIBED HEREIN BE CANCELLED BEFORE THE EXPiRATION DATE THEREOF,
THE INSURER AFFORDING COVERAGE WILL ENDEAVOR TO MAIL --3.0. DAYS WRllTEN NOTICE TO THE
PROOF OF INSURANCE CERTIFICATE HOLDER NAMED HEREIN, BUT FAilURE TO MAIL SUCH NOTiCE SHALL iMPOSE NO OBLIGATiON OR
LIABILITY OF ANY KIND UPON THE INSURER AFFORDING COVERAGE, ITS AGENTS OR REPRESENTATIVES, OR THE
iSSUER OF THIS CERTIFICATE
MARSH USA INC.
BY: Frances Sigurani ;;.-~ ~~
n< ,,,';",,,,,
v IIV..'V;J
Client#: 5. ~ _ARYHENI
ACORDTM CERTIFICATE OF LIABILITY INSURANCE I DATE (MMIDDIYY)
12/13/04
PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION
Dealey, Renton & Associates ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE
HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR
P. O. Box 10550 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.
Santa Ana, CA 92711-0550 f,~; INSURERS AFFORDING COVERAGE
714427-6810
INSURED
Berryman & Henigar Enterprises INSURER A XL Specialty Insurance Co.__
I INSURER B:
1414 SW MLK. Jr. Ave. ----
INSURER c:
Ocala, FL 34474-3129 INSURER D:
I INSURER E:
COVERAGES
THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING
ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR
MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH
POLICIES_ AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS_
NSR TYPE OF INSURANCE POLICY NUMBER Pgk'fEYI~~%j.}~~ P~~fJ lfl:;]~tli~N LIMITS
LTR
I GENERAL LIABILITY EACH OCCURRENCE i$
f-- ""--
- AMERCIAL GENERAL LIABILITY FIRE DAMAGE (Anyone fire) $
---- -----
CLAIMS MADE OCCUR MED EXP (Anyone person) $
----- ----
-- PERSONAL & ADV INJURY $
---
I GENERAL AGGREGATE $
----
~'L AGGREAE LIMIT APnS PER: PRODUCTS ~^..n'^n .r-r- $
. POLICY jr8,: LOC
~TOMOBILE LIABILITY COMBINED SINGLE LIMIT $
ANY AUTO (Ea accident) I
-
ALL OWNED AUTOS I
- BODILY INJURY $
SCHEDULED AUTOS (Per person)
-
- HIRED AUTOS BODILY INJURY
$
NON-OWNED AUTOS (Per accident)
-
- PROPERTY DAMAGE $
(Per accident)
~RAGE LIABILITY AUTO ONLY - EA ACCIDENT $
ANY AUTO OTHER THAN EA AC~_ $
I AUTO ONLY: AGG $
EXCESS LIABILITY EACH OCCURRENCE $
OOCCUR D CLAIMS MADE AGGREGATE $
i$
R DEDUCTIBLE $
, RETENTION $ $
WORKERS COMPENSATION AND IT~~ STAT~S I IO;W
T RY IMIT
EMPLOYERS' LIABILITY EL EACH ACCIDENT $
EL DISEASE - EA EMPLOYEE $
EL DISEASE - POLICY LIMIT $
A OTHER Professional DPR9406548 12/12/04 12/12/05 $1,000,000 per claim
~iability $2,000,000 annl aggr.
DESCRIPTION OF OPERATIONSILOCATIONSNEHICLESIEXCLUSIONS ADDED BY ENDORSEMENTISPECIAL PROVISIONS
Evidence of coverage in force
CERTIFICATE HOLDER I I ADD 1ll0NAL INSURED; INSURER LETTER: CANCELLATION Ten DIW Nntir.e for Nnn- .
SHOULD ANYOFTH E ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION
For Proposal Use Only DATE THEREOF, THE ISSUING INSURER WILLn~MAIL3D--DAYSWRITTEN
NOTICETOTHE CERTIFICATE HOLDERNAMED TOTHE LEFT, B~n~NJl1XXX
1IOet1H~J(ftltXlOKJl)(lOtOIIllxnxJtlU~lOJBX x
:l!!X~X
I A~DA REPR:S~N?;;,AnJ I
ACORD 25-S (7/97)1 of 1 #Ml16711 . 't-~vv.vV' ... . "'-4LL @ ACORD CORPORATION 1988
R. L. PLOWFIELD & ASSOCIATES
RUCTURAL ENGINEERS
1035 South Semoran Blvd., Suite 101 Robert L. Plowfield, Jr., P.E.
Winter Park, Florida 32792 Robert C. Soroggins, PE.
Phone: (407) 657-6657
Fax: (407) 657-8480
E-mail:
Engineering
INN II ~ ~(\
FLORIDA
THRESHOLD INSPECTION PLAN \ ) \J "
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This plan is only intended as a "guideline" for the Special Inspector and is not intended to
surrogate the Building Official's or the ArchitecUEngineer of Record's requirements.
Further, it is not intended that the Contractor's contractual and statutory obligations are
anyway relieved or foregone by the presence of the special inspector. The Contractor has
the sole responsibility for any deviations from the Official Contract Documents. The
Special Inspector does not replace the duties of the Building Official nor the quality control
personnel of the Contractor.
1. OBLIGATIONS:
The Special Inspector is obligated to both the Owner and the Building Official for observing
that the work is executed in substantive accordance with the Official Contract Documents.
The Official Contract Documents are defined as the permitted plans, recorded addenda, and
the specifications with all amendments thereto.
It is the obligations of the special Inspector to notifY the Contractor, Building Official,
ArchitecUEngineer of Record, and the Owner of the following:
A. The use of materials, equipment, or workmanship which do not conform to the
Official Contract Documents or which will cause improper construction which is not
acceptable.
B. Work which is not being done in accordance with the approved Official Contract
Documents.
C. The recommended removal or repair of faulty construction or of construction
performed without inspection and not capable of being inspected or tested in place.
D. The request for interpretations for the ArchitecUEngineer of record.
E. Lack of proper documentation.
Page 1 of 15
II. REPORTING INFORrvlATION AND OBSERVATIONS:
Reports shall be delivered to Architect/Engineer no less than once per week. Major
deviations in plans and documents shall be reported by telephone to Architect/Engineer. No
work should be reported as satisfactory based on verbal representations, only by properly
approved documents.
The report may consist of a record of the progress, working conditions, observations given
to the Contractor, suspected deviations from the Official Contract Documents with reasons
and problems encountered with recommended solutions. The reports should be in writing
and should be made out promptly at the end of the period covered. The reports shall consist
of the following:
A. Report of each Inspection.
B. Job site log of area inspected.
C. Special records (pile driving logs, mill tests, concrete tests).
D. Record of placing and curing concrete.
E. Changes made in the field during a particular observation.
F. Photographs.
DATA TO BE INCLUDED IN INSPECTION REPORTS - GENERAL:
1. Identification: Date; type and location of work.
2. Work Observed: Footings, walls, steel framing, shoring, forms, reinforcement,
openings, embedded steel shapes, anchor bolts, truss framing, etc.
3. Corrections Required: Any corrections which are required to bring the in-place
construction up to the standards of the approved plans and specifications.
4. Materials: Kinds; sources; field samples shipped to laboratory.
5. General: Condition of, or changes in organization, equipment, or methods; unusual
features; special work such as grouting, pumped concrete, etc.
III. PREP ARA TION CHECK LIST:
A. Note permits which have been obtained.
B. Licensed Contractor's representative and contact person.
Page 2 of 15
C. A rlpnll<ltp cllnprv; S;r\n/orn-an;zat;on ImenJArlu''''me'''''
J.. .J..,-""""''1\.4u."",,, U\.4t"""'.1. J. ..nJ..!. .1.6 .1..1.1. ".1. JJ.1..1. .I. ""'-:l J.}' 1.1 J...lL.
D. Approved Official Construction Documents / shop drawings / activity schedule.
E. Arrangements for testing have been made.
F. Pre-construction meeting / Construction coordination meetings.
N. DETAILED INSPECTION CHECK LIST:
INTRODUCTION:
1. Special inspector is cautioned that the contract requirements for structures for a
given job are contained in the drawings and specifications prepared for that job.
Also, that contract requirements may change from job to job. This check list of
inspection should therefore be used in conjunction with, and not instead of, careful
reading and rereading of the documents' requirements for the individual job.
2. Special inspector is responsible for observing that the structural components of the
work are being executed in full accordance with the plans and specifications. He is
responsible for thorough knowledge of the plans, specifications, and all applicable
building codes.
3. Special inspector should not delay the Contractor unnecessarily, nor interfere with
the Contractor's methods. Observations of deviations should be given only to the
authorized representative of the Contractor, usually the superintendent or foreman.
He is not permitted or should not attempt to "run the job" but should watch the
various operations carefully. The inspector is solely an observer and shall not be
permitted to do or direct construction work, even at the request of Contractor.
Items which may be inspected when deemed necessary be the Special Inspector are included
in this section which was submitted to the enforcing agency.
Offsite fabricated or pre-assembled components shall be inspected and certified at the point
of origin by a special inspector.
A. FOUNDATIONS:
1. Excavation / subsurface preparation / bearing capacity.
2. Independent testing records / approvals (density tests).
Page 3 of 15
3. Placement and sizes of anchor bolts / rebar / dowels - grade of steel. Dowels for
coll1mns anrl walls shoulrl bp firmly supportpd a..1J.r1 a"""r"tp],, ]"""to,..1 Tho T~s~ecb-
-........ ~ ..........l.....~ '" ........ .........4 ....,,""" '\..L ""''''''-'-.J..u....\,.I.J..] .J..V\".Iu.l.'-'U. ..1.1""' il!..l! l.Vi
may request the Contractor to spot check dowel positions in his presence.
4. Concrete cover.
5. Provisions for utilities / conduit in structural elements (note structural integrity of
footing).
6. Moisture protection.
7. Safety - excavation, traffic maintenance, existing structures, impact.
8. Grade and elevations verified by Contractor.
9. Review of soil reports / borings / density tests reports.
B. CONCRETE:
Proper inspection requires adequate inspection personnel prior to the placing of concrete and
finishing. It includes preparations prior to the start of placement such as proper formwork,
placing reinforcing, cleaning the surface of the form work, etc.
1. Forms:
a. Location/dimensions: Before the placement of concrete, forms should be
inspected for their correct locations and required dimensions. The
alignment, form ties, and spacers should also be checked.
b. Form ties: Form ties and spacers should be heavy enough not to bend if
workmen climb on them, where this is important. Where ties should be
permitted only on light and unimportant work.
c. Preparation: Before concrete is placed, form surfaces should be wetted,
oiled, or coated with satisfactory materials. If oiling is required by
specifications, the oil should be applied before steel rebars are placed or it
will get on the rebars and destroy the bond. All foreign material such as
chips, blocks, sawdust, dried mortar, and ice should be removed, preferably
by air and water or by steam.
2. Joints:
a. Location: Locations of all joints such as: expansion, contraction and
construction as shown on contract drawings or as otherwise approved.
b. Preparation: Preparation of joints as required by contract drawings and/or
specifications, such as wet sand-blasting, roughening, wetting, etc.
Page 4 of 15
c. Bulkheads: Location of bulkheads in structural members, such as beams or
slabs. These locations must be approved by the Engineer of Record.
d. Expansion Joints: Expansion joints should be free from debris or
irregularities which would interfere with free movement.
e. Filler: Check if filler has been installed and securely fastened in expansion
joints.
f. Control Joints: Check if control joints have been coated with the specified
approved material to break bond.
3. Rebar:
a. Check shipment - inspection / damage excessive rust.
b. Size / grade / bending / spacing.
c. Placement (location - disturbance after placement).
d. Support / tie / degree of support and stability during pour.
e. Cover.
f. Length of splices / laps / hooked bars.
g. Check if all reinforcement is in place in accordance with latest structural
drawings.
h. Clean before pour.
1. Record any deviations from drawings such as additional steel or larger
diameter bars.
J. Splice location. Location of all splices of reinforcement should be checked
and no splices should be made without the approval of the engineer. At
splices the bars should be lapped and properly separated for a sufficient
length to transfer the stress by bond and shear.
4. Shoring and reshorin2::
a. Check all floor shoring is in place per the submitted drawings. Approved
shoring design must be signed and sealed by a Florida Registered
Professional Engineer.
b. Verify sequence of shoring, concrete test reports and reshoring after form
removal.
Page 5 of 15
c. Certification of compliance with approved shoring plan to be submitted to
Building Official by Contractor.
d. Shoring inspection check list:
(1) Inadequate diagonal bracing of shores.
(2) Inadequate lateral and diagonal bracing; poor splicing of double-tier
shores or multiple-story shores.
(3) Failure to control rate of placing concrete vertically without regard to
drop in height for segregation.
(4) Failure to regulate properly the rate and sequence of placing concrete
horizontally to avoid unbalance loadings on the form work.
(5) Failure to inspect form work during and after concrete placement to
detect abnormal deflections or other signs of imminent failure which
could be corrected.
(6) Insufficient nailing.
(7) Failure to provide for lateral pressures on work.
(8) Shoring not plumb and thus inducing lateral loading as well as
reducing vertical load capacity.
(9) Locking devices on metal shoring not locked, inoperative, or missing.
(10) Vibration from adjacent moving loads or load carriers.
(11) Inadequately tightened or secured from ties or wedges.
(12) Form damage in excavation by reason of embankment failure.
(13) Loosening or distortion ofreshores under floors below.
(14) Premature removal or supports, especially under cantilevered sections.
(15) Lack of proper field inspection by qualified Contractor representative
to insure that form design has been properly interpreted by form
builders.
(16) Lack of allowance in design for such special loadings as wind, power
buggies, placing equipment.
(17) Improperly stressed re-shoring.
Page 6 of 15
(18) Improper positioning of shores from floor to floor which creates
reverse bending in slabs which are not designed for such stresses.
(19) Inadequate provisions to prevent rotation of beam forms where slabs
frame into them on only one side.
(20) Inadequate anchorage against uplift due to battered form faces.
(21) Insufficient allowance for eccentric loading due to placement
sequences.
(22) Erection of safety signs and barricades to keep unauthorized personnel
clear of areas in which erection or striping is under way.
(23) Providing form watchers during concrete placement wherever there is
danger to life or property from forms failing or distorting during
placement.
(24) Furnishing extra shores or other materials and equipment that might be
needed in an emergency by form watchers.
(25) Incorporation of scaffolds, guard rails, etc. into form design where
feasible.
5. Quality control of concrete at iob site:
a. Check mixing and delivery time.
b. Record rejected batches carefully, with reasons for rejection, and report it
promptly to the Engineer.
c. Check slump and entrained air content as often as necessary to provide
record data prescribed by the job policy, and more often if necessary to
conform visual check.
d. Check the amount of water to be added to concrete and record it. The
amount of water added must be in accordance with job specifications and
field conditions.
6. Embedded Fixtures:
a. Anchor bolts.
b. Inserts.
c. Pipe sleeves.
e. Embedded fixture checklist.
Page 7 of 15
(1) Unless otherwise provided or approved, anchor bolts, inserts, pipe
sleeves, pipes, conduits, wiring, flashings, instruments, and other
embedded fixtures and mechanical equipment, should be fixed firmly
in correct position before concrete is placed.
(2) If embedded items are in conflict with each other or with reinforcing
steel bars, the relocation of these items and/or cutting, bending,
displacement, or omission of steel bars shall not be allowed except as
approved by Architect/Engineer of the project.
(3) Check if all embedded items are in place as shown on approved
construction drawings.
7. Openings:
a. Location and dimensions of all openings shall be checked.
b. If additional openings which are not shown on the plans are required,
proposed openings should be approved by the Engineer and all, except very
small openings, should be protected by short diagonal reinforcing steel bars,
as specified on structural drawings, to carry the stresses around the opening.
8. Columns:
a. Rebar cages for columns should be checked for proper assembly and
orientation of dog legs before placement. This can usually be done while the
footings are being inspected. Check tie spacings and bottom of column to be
clean of debris.
b. Rebar cages should be checked after erection for proper anchorage to the
dowels and for proper size and quantity. At this time, the dowels should also
be checked for proper laps and double-checked for size and quantity.
c. After placement of the column forms, the rebar cage should be checked for
proper clearances and adequate bracing to keep it in place during pouring.
Column forms should be braced adequately.
9. Slabs:
a. Rebar in slabs should be checked for quantity, size, spacing, proper heights,
and proper bar supports. The rebar mat should be tied and supported so as to
insure that it will stay in position under traffic and during pouring. Proper
heights of top bars should be carefully checked in cantilever areas.
b. During the slab inspection, column dowels should also be double checked
for size, quantity, laps, and position. Column cages often get knocked out of
Page 8 of 15
position during the pouring operation. Severe errors in column steel
discov""r""d d"ring a Sl<lh ;""SM"""t;r.... m<lU ra....u;,."" ~os.....o....ing 1-he ~our
\.1.1.'-" LU J.. ,H4L1 .U..l }'VVLH"H.J. .l.uuy .1.'"'''1. 1.1.\..t 1:-' \..}'.1..1 J. Ul 11 .
c. Tops of columns at the slab level should not protrude into the slab and
should be flat and level. Columns not meeting this criteria may require
chipping to achieve proper conditions.
10. Beams:
a. Concrete beams should be checked for size, quantity, and proper placement
or rebar. Proper clearances between steel and forms should be maintained.
b. Stirrups should be checked for size, quantity, proper bends, and proper
placement. Stirrups are often considered properly placed if only the proper
number occur in a span. They must be spaced uniformly in accordance with
the structural drawings in order to function properly.
11. Concrete Placement:
a. Methods used for transporting concrete should be reviewed for avoidance of
whatever may cause poor consistency control or segregation.
b. Check method of placement in handling of concrete, to prevent segregation,
height concrete is allowed to drop freely, and method used to guide concrete
in place.
c. Water added.
d. Age.
e. Disruption to rebar.
f. Clean up prior to placement.
g. Slump test on deck (not at truck) prior to placement.
h. Check if concrete is placed rapidly enough to avoid formation of cold joints.
l. Check if each layer of concrete is vibrated until fully consolidated. Do not
allow vibration to be overdone to the extent of promoting segregation and
that vibrators are not to be used to transport concrete in the forms.
k. Multiple special inspector representatives needed at larger pours above two
stories.
Page 9 of 15
12. Removal of Forms:
a. Check if concrete is hard enough and sufficiently strong before removal of
forms.
1 Forms shall be tightened and maintained "snug" against concrete surfaces at
o.
all times while using as curing media.
c. Check the specifications of job for removal of forms, forms directly
supporting the weight of the concrete must be left in place for a longer
period, supports should be removed in such a manner as to permit the
concrete to take its share of the load gradually and uniformly.
13. Curing and Strength:
a. Test reports verified.
b. Check for honeycomb and rock pockets, if they have been cutback to solid
material, and also if loose material has been removed.
c. Additional test needed.
d. Re-shoring.
e. Finishing, repairing surface defects.
C. STEEL/STRUCTURAL:
1. Erection procedures (sequence).
2. Shop drawings, construction documents, specifications, addenda, sketches available
and approved by design engineer.
3. Weld tests - visual inspection / touching up the field welds with paint / certification
of welder, their name and certificate number / verification of electrodes used as
allowed.
4. Bolting - size / number / type / torque / edge distances / washers / lock nut / turn-of-
nut tightening.
5. Metal deck fastening / touching with paint and welded.
6. Inspection of welds by testing lab before being covered.
7. Surface finish / shop construction - galvanized, painted, or bare / any apparent
manufacturing defect.
8. Identification of ASTM specification mark.
Page 10 of 15
9. V-l elding electrodes.
10. Field verification of steel sections and their location.
II. Verification for loading during construction for composite beam.
12. Welding X -rays, etc. if specified or required.
13. Check for camber in beams and trusses if specified.
14. Check for dimensional tolerances.
15. Check the columns for bearing surfaces, alignment, size, adequate base plates, splice
plates, and bearing and embedment in masonry or concrete.
16. Check splicing for conformance to plans.
17. Inspect light steel bearing members for proper gauge, locations of splices,
reinforcement when studs and plates are cut and adequate bearing on supporting
members.
18. Insure that ends of beams and girders bearing on masonry or concrete conform to the
details on the plan.
19. Bolted Connections:
a. Check for bolt holes, verify the diameter of hole, misfit holes, number,
location, spacing, edge, and end distances.
b. Check bolts for proper size, length, washers, type, and grade of bolts and
nuts.
c. Note any open holes to check for omission ofrequired bolts.
D. FRAME:
1. Connections:
a. Expansion joints.
b. Sliding joints / stiffeners / compliance of joint conditions to the design.
c. Alignment/plumbed.
Page 11 of 15
d. Verification for loading during construction for composite sections.
e. Sequence of shoring and re-shoring.
2. Fire protection
E. ROOF:
1. Connection details.
2. Drainage/slope - roof drains.
3. Parapet wallslbracing.
4. Equipment supports.
5. Signs and appurtenances.
6. Overflow scuppers and outlets.
7. Ponding immediately after rain.
F. CURTAIN WALL/GLASS AND GLAZING:
1. Connections.
2. Approved system/compliance with approved shop drawings.
3. Safety glazing identification.
4. Alignment deflection.
D. MASONRY:
1. Non-reinforced:
a. Tie beam/tie columns - spacing size / location! placement of concrete before
or after block wall/dove tails if required / vertical spacing of tie beams.
b. Inserts.
c. Durowall/reinforcing.
d. Grouted cells.
e. Adequacy of mortar mix.
f. Shear transfer - clips/dowels - as called for.
Page 12 of 15
2. Reinforced and Partially Reinforced:
a. Steel placement / laps lengths / location of poured in place dowels / vertical
steel in same cell, as dowel.
b. Alignment of cells to be filled / slump of group / cells to be wet before
pouring / only grout the cells as specified / cells adjacent to opening and
corner to be grouted / vertical bar embedment length in tie beam.
c. Verification of filled cells/observation holes.
c. Check for embedment of vertical steel into tie beam or slabs above.
e. Mortar mix adequate.
f. Insure test cylinders for grout.
g. Insure the grout is placed in stages as per code.
h. Check the reinforcing steel for grade, size, and rust.
1. Insure no voids are present in grouted cells.
J. Verify type of block units, mortar mix, horizontal steel, inserts, connection
with column, and beams.
k. Check for cracks in the wall after a few days.
1. Verify wall is being adequately braced during construction.
m. Verify scaffolding work is in compliance with the shoring documents and
installed in safe manner.
H. MISCELLANEOUS STRUCTURAL COMPONENTS SUCH AS HANDRAILS. GUARD
RAILS. STAIRWAYS. ETC.:
1. GENERAL OBSERV A TrONS:
1. Check Local Failures:
a. Hairline cracks.
b. Deflection.
c. Settlement.
d. Overloads due to storage of materials.
Page 13 of 15
p Honey combing / exposed reinforcing steel / nIst spots.
v.
f. Structural members behavior in case of 60 mph wind.
g. Design and presence of barricades as required.
2 Shoring Consistent with Plan and Approved by Engineer or Contractor:
a. Shoring shop drawings on file.
b. Shoring and re-shoring specifications on file.
J. RECORDS:
1. Concrete:
a. Rebar mill reports.
b. Slump test ASTM C143.
c. Compression tests of molded cylinders ASTM C31, C39 three specimens per
50 cy.
d. Cylindrical cores (ASTM C42).
e. Stress / elongation tabulation of prestress / post tension.
2. Steel:
a. Mill test reports.
b. Welding inspection reports, check welder certification coordination with
erectors supervisor.
3. Building Official Standard Reporting Forms. as may be required.
4. Other records as may be deemed necessary by Special Inspector such as:
a. Concrete test cylinder reports.
b. Changes by the design Architect/Engineer.
c. Soil density test reports.
d. Inspection of job site regarding possible damage due to unexpected strong
winds.
Page 14 of 15
e. Arrangements in case of hurricane warning.
f. Proper protection of pedestrians and traffic.
g. Observe any holes drilled in slabs, walls, columns without prior approval.
h. Any exposed reinforcing steel or tendons exposed at face of reinforced
concrete member.
l. At end of the week special inspector to issue a report regarding status of
discrepancies found in that week or before if not fixed.
J. Review settlement reading reports.
k. Check for any apparent movement in the building due to post tensioning.
1. Send copy of inspection reports to Architect, Design Engineer, Owner,
Contractor, and any other as requested by the Owner.
m. Inform Building Department of any variance from OSHA Standards.
n. Duty of Inspector to remove all personnel from the area which appears to be
unsafe.
Page 15 of 15
12/15/2004 :4: 15 3215380978 UES ROCK PAGE 02/03
sa UNIVERSJ~L
ENGINEERING SCIENCES
Consvllanl5 In: Geotechnical Engineering , Er",lronrn~ntiJl Sciences
Con51ructlon Matenal Testing . T~re~hold Inspe;tlon
820 Brevard Av~nu~ . Rockiedge, Florida 329E5
(321) 638-0808 Fax (321) 638.09i8
December 1, 2004
Mr, Roger Dobson
A 1 A Group. Inc.
3225 North Atlantic Avenue
Cocoa Beach, Florida 32931
Reference: Subsurface Exploration, Addendum Report
Proposed Residence Inn Hotel Complex
State Road A 1 A
Cape Canaveral, Brel/ard County, Florida
UES Project No, 339Ei6-001-02G
Dear Mr. Dobson:
Universal understands from information provided by R.L. Plowfield & Associates, Inc., the
project structural engineers, that a oJmpressional capacity of up to 70 tons per pile is desired at
the above referenced project. UnivHsal Engineering Sciences, Inc. (Universal) has performed
additional compressional pile capacities for 14, 16 and 18-inch diameter auger cast piles
embedded to depths of 80 and 85 feet below existing grades (approximately -70 and -75 feet
NGVD, respectively), Assuming im;tallation techniques are followed as listed in Universal's
original report (UES project NO. 33S166-001-02G, Report dated October 12, 2004), we estimate
auger cast pile capacities versus pilE' diameters as listed below
ESrJMATED PILE CAPACITIES
'.; .,.,;~,:: :':1: ::'.1.,1: :;:T;':;;I",;,:;r:::'::::,: . ':::!:'I.':: ":'.':":';.I,,..;:II,~"1 :/:1'11':\::;';,':,', ::"'I:<:IA:""I:!<"~"."lil~li'I'~:':!Ji\I::"::'.I:1! ;1,\11" ,ii,",': ';'1,"""" I,,;:,: <:;Ii!';
:'.'.:: ,..,.... :'1 ....."I.ll!f""I.~".<JJj;I. 'l",;,~'i' :'....1 ':'."".'. '.: I....: ""'.'....'.'; ". ..Jh.;L.~'DI;;;iUiII!:.Jo.l:"J:...'........... ":. ".....'.1':'.' 'lB....... .lie.. I,;"..","""'. '. 'I .I"iI,.. '. ".' Af..I"I:W.. ..~b'. la.....,'" I':
,. ., 'I ' le"l"" litli ~~iIIJA~n"" '" ,"'1'....,.. "PiIII1I (,am G1;gy;""" "', .i:li;'~'" ".' ~""'!Jli[::ir.' 1"1"" ..t""...,."....'~'.,'.. '[,)Uj """".')'
) :II!:;.:':~:~".:: '~I;~l.;: ,il\l;l~I.II":J~'.J;,I:;;~li:i:'.,. el,::.' I::: :":::"ll.ill:ill~~";' :""'1'.,;,:'.. :,.~ p" l>:1~ d.' I :;::;: ::;,,'~;:. ::;:tel'iS:idf1:aF: :;:i:(',
:';};:';~;:~::'.?:l~;Utii,riTjt~.m!ft.;J:, ~H e: ,rn~~rrr.) :'ii;::,!::;i'i):;:::ir.' ,1'~itY:\: fil~~ ." . j;;:i:::';;~,E;::';:<,::, ;r;;:;:)~':~:, {r'~~:'" "1 It I" ,.t';'~:~:;:.3; ~J;~:~~~ '/.:.: l.\.....~'.j;:t';.,:.:.::.~:.~.~.';~:,;;i
.,' ",1"'''''',1''':'''';' .,., ",',~Idli> 'I,.,)"l.\/, ","1/ ,"loI,:,J" 'il'::I;"',"'I._ ..../ .','""" "(",~""ll'ill":\\II"'I',,,,,! 11:'11.,'" tl:.,;:o,;.t.:,pil ~DJ.' ,- l;:t."T 'IL'.~ e,., ", H~, \._.
,.,..,,,,, ...". .....,........1 ,;"..,,j, ,"!::i:.;'"" .,........, ...,<1.."., "",,",.." ..',:' "'''",1.,...:'''\;;,..,...; . ,...... ,...... ,~... ,.... ~i~.....II"d. ',1, .~~~.....,.~;\w., J.."
': d. ',' , ,. '. , .' , . , ',)1\ I. I ,". '".".,',., ,.. _.'. _: r . '." . . .' ',Ill : . " I '. '_L' , I.' . ", ' ,., :~'~1) ~, , ! . ::' ',,,,,., \ I I .' 1_.. . , .. '. . ,'.:"
14 I 60 38
-70 feet NGVD
(Approximate Pile length of 80 16 69 44
feet) ~
L 18 78 49,
r- 14 66 42
-75 feet NGVD I ..
I (Approximate Pile length at 85 I 16 75 48
! feet) t /'-'-
I 18 85 i 54
I I _
1 15/2004 14. 15 3215380978 UES ROG~ PAGE 03/03
Proposed ,r:~esldence Inn Holel Complex UES Project No. 33966-001-02
Cape Canaveral. Brevard County. Florid,t Addendum Report
In addition, Universal understands that a retaining wall will be constructed around the southern
retention basin. This retaining wall ',viII have a top of wall elevation of approximately +6 feet
NGVD and a bottom of footing elev;}tion of approximately -1 foot NGVD (roughly 8 to 10 feet
bls). This would place the bottom of footing within the very soWloose sandy clay [CH], fine
sands [SP] and fine sands with silt [SP-SC]. Therefore, to protect against differential settlements
and sliding, we recommend that the retaining wall be supported upon a system of shallow auger
cast piles. We estimate that 14" au~'er cast piles embedded to an elevation of -20 feet NGVD
(approximately 19 feet below botton- of footing level) will have a compressional capacity of 15
tons per pile.
We appreciate the opportunity to h~ve worked with you on this project and look forward to a
continued association. Please note lhat all other provisions and analysis listed in our previous
geotechnical engineering report, which have not been changed in this addendum leUer, stil/
remain in effect. Please do not hesitate to contact us if you should have any questions, or if we
may further assist you as your plans :lroceed.
Sincerely yours,
UNIVERSAL ENGINEERING SCIENCES, INC.
CerHficate of Authorization No. 549
cZ41t/~ ~~
Andrew S. Wilderotter, E./. )'2 - 15-zo04-
Brad Faucett, PE.
Project Engineer Regional Engineer
Florida Registration No. 33123
1-Aclclresse
1-Mr. Robert Scroggins wi Plowficld & Associ3tes
83
Ir II
II
,
UNIVERSAL ENGINEERING SCIENCES
PRELIMINARY SUBSURFACE EXPLORATION
Proposed Dobson Hotel Complex
State Road A 1 A
Cape Canaveral, Brevard County, Florida
UES Project No. 33966-001-01 G
May 4, 2004
PREPARED FOR:
~1A ACQ Group
3 5 North Atlantic A venue
Cocoa Beach, Florida 32931
I I
PREPARED By:
Universal Engineering Sciences, Inc.
820 Brevard Avenue
Rock/edge, Florida 32955
(321) 638-0808
in: Geotechnical Engineering * Environmental Sciences * Construction Material Testing
in: Rockledge * Daytona * S1. Augustine * DeBary * Orlando * Gainesville * Fort Myers *
Lake Worth * West Palm Beach * Jacksonville * Palm Coast
I
~ ~~~~~~~~mm.
_ Coostructioo Materials Teslng . Threshokllnspedioo
820 Brevard Avenue. Rockledge, Florida 32955
(321) 638-0808 Fax (321) 638-0978
May 4, 2004
,
Mr. Roger Dobson
A1A ACQ Group
3225 North Atlantic Avenue
Cocoa Beach, Florida 32931
Reference: Preliminary Subsurface Exploration
Proposed Dobson Hotel Complex
State Road A 1 A
Cape Canaveral, Brevard County, Florida
UES Project No. 33966-001-01 G
Dear Mr. Dobson:
Universal Engineering Sciences, Inc. (Universal) has completed a preliminary subsurface
exploration at the above referenced site in Brevard County, Florida. Our exploration was
authorized by you and was conducted as outlined in Universal proposal No. P04-1792G. This
exploration was performed in accordance with generally accepted soil and foundation
engineering practices and the requirements of the Brevard County Engineering Department
Design and Review Division. No other warranty, expressed or implied, is made.
The following report presents the results of our field exploration with a geotechnical engineering
interpretation of those results with respect to the project characteristics as provided to us. We
have included our estimates of the typical wet season groundwater level at the boring locations,
genera! comments concerning the anticipated infiltration characteristics of the site soils, the
anticipated soil support characteristics for proposed parking/drive areas and other
considerations as appropriate.
We appreciate the opportunity to have worked with you on this project and look forward to a
continued association. Please do not hesitate to contact us if you should have any questions, or
if we may further assist you as your plans proceed.
Sincerely yours,
UNIVERSAL ENGINEERING SCIENCES, INC.
a4-V~ ~/ /if-l
~a"-/ ..
~+z:/ 5 ~ f - ;2C>o{
Andrew Wilderotter, E.1. Brad Faucett, P.E.
Staff Engineer Regional Engineer
Florida Registration No. 33123
2 - Client
1 - Ms. Joyce Gumpher wI Allen Engineering
TABLE OF CONTENTS
1.0 INTRODUCTION. ............. ....... .................... ............... ....... ........................... ............ ............. ,...........1
2.0 PROJ E CT D ESC RIPTION ... .............................................. ............................. ........................... .......1
3.0 PU R POS E ........................ ................................ .......... ............ ......... ....... ........... ...... ...................... ....1
4.0 SITE DESC RI PTION .. ................ .......... '''' ........................... ..... ................ ....... ........... '"......... .....,..,.., 1
4.1 SOIL SURVEy.................................................................. ....................................................................2
4.2 TOPOGRAPHy.................................................................................................................................. ...2
, 5.0 SCOP E OF S ERVIC ES ........................... ................................................. .........................................2
6.0 LIMITATION S ....................... ............ ....................... ...................................... ...... ......... ......... ............2
7.0 FI E L D M ETH 0 DOL OG I ES ...................................................................................,........................... 3
8.0 LABORA TOR Y METH 00 OLOGIES ....... .............. ................................... ............. ..................... ......3
9.0 SOIL STRA TIGRAP HY ......................................,................................... ...... ....... ................,.. ....,.....,4
10.0 GROU N OW A TER CON 0 ITIONS.............................. ....................... ....... .................................. ........4
10.1 EXISTING GROUNDWATER CONDITIONS....... .................................................... ................. ... ...... ...........4
10.2 TYPICAL WET SEASON GROUNDWATER LEVEL .....................................................................................4
11.0 LABORA TORY RESULTS ...................... ......... ................. .............. ............................ ...... ...............5
12.0 ANAL YSIS AND GENERAL COMMENTS ..................................... ..................................................5
12.1' PROPOSED RETENTION BASIN ...... .... ...... ...................... ........ ...... .... ... ....... ...... .....................................5
12.2 PROPOSED PAVEMENT AREAS..................................... ................................... ..... .......... .......... ....... .....6
13.0 CL OS U RE ............................................................,............................................................,.......... ...., 6
LIST OF TABLES
TABLE !: GENERALIZED SOIL PROFILE ................................................... .....................................4
FIGURES
SOIL SURVEy........ .................. ................................................. ......... ....... ........................... ........ FIGURE 1
USGS TOPOGRAPHIC MAP ......................................................................................................... FIGURE 2
EXPLORATION LOCATION MAP.............................................. ............................................. FIGURE 3
APPENDICES
KEY TO BORING LOGS ......................................................................................................... APPENDIX A
BORING LOGS ...... ......................................................... .......................................APPENDIX A
EXHIBITS
ASFE DOCUMENT..................................... ........ ........ .......... ........ .......................... ........ ............... EXHIBIT 1
i W
Proposed Dobson Hotel Com[.- G_...> Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preiiminary Subsurface Exploration
... ^ .........""",...,.r...1 e,....,....."'" III I
I.U 11'1 I l'\vuu\" IIUI'.I
Universal Engineering Sciences, Inc. (Universal) has completed the preliminary subsurface
exploration for the proposed Dobson Hotel Complex in Cape Canaveral, Brevard County,
Florida. This exploration was authorized by Mr. Roger Dobson with A1A ACQ Group, Inc. and
was conducted as outlined in Universal proposal No. P04-1792G. This exploration was
performed in accordance with generally accepted soil and foundation engineering practices and
the requirements of the Brevard County Engineering Department Design and Review Division.
No other warranty, expressed or implied, is made.
2.0 PROJECT DESCRIPTION
Universal understands from information provided by Allen Engineering, the site civil engineers,
that the proposed project will include the construction of a hotel complex covering an area of
approximately 6 acres in Cape Canaveral, Florida. The proposed development will consist of
two (2) multi story hotel structures and paved parking lots and drives. Retail outparcels,
covering a plan area of approximately 2Y:2 acres, will be situated within the eastern portions of
the site. Stormwater runoff from the new impervious surfaces will be collected within a proposed
"wet" retention basin to be located within the southern sections of the project site.
Please note that the focus of this proposed geotechnical study is to help determine the near
surface soil conditions throughout the parcel and their possible effects upon the proposed
retention basin and paved parking. A more detailed exploration, with deeper soil borings, will be
required to help determined soil support design factors for the proposed hotel structure( s),
outparcels and pavements after site plans have been more finalized.
3.0 PURPOSE
The purposes of this exploration were:
. to investigate the subsurface conditions at locations and depths as requested by the
project civil engineer and
. [0 provide our estimates of the typical wet season groundwater level at the boring
locations and
. to provide general comments concerning the anticipated infiltration characteristics of the
site soils, anticipated soil support characteristics for the proposed parking/drive areas
and other considerations as appropriate.
4.0 SITE DESCRIPTION
The subject site is an approximate 8Y:2 acre undeveloped parcel located within Section 15,
Township 24 South, Range 37 East in Brevard County, Florida. More specifically, the site is
located on the west side of State Road A 1 A, approximately 1,000 feet north of Central
Boulevard, in Cape Canaveral, Florida. At the time of drilling, the site was relatively level with
vegetative cover consisting mostly of grass and sparse brush. An existing Racetrac gas station
is located on the property to the southeast.
1 P1
Proposed Dobson Hotel Comp" UL..:> Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preliminary Subsurface Exploration
This general area was hydraulically filled in the 1960's. Typically, the surficial sand and shell
dredge matenals overlie pockets/layers of plastic clays which represent the old river bottom
sediments.
4.1 SOIL SURVEY
The majority of the site soils are mapped as Canaveral complex, gently undulating (Ca)
according the Brevard County Soil Survey (BCSS) issued November, 1974. Canaveral complex,
gently undulating (Ca) consists of nearly level and gently sloping soils that are mixtures of sand
and shell fragments. A copy of a portion of the BCSS map is attached as Figure 1.
4.2 TOPOGRAPHY
According to information obtained from the United States Geologic Survey (USGS) Cape
Canaveral, Florida quadrangle map dated 1976, and partial topographic information provided by
the project civil engineers, ground surface elevation across the site area ranges from
approximately +8 to +10 feet National Geodetic Vertical Datum (NGVD). A copy of a portion of
the USGS Map is included as Figure 2.
5.0 SCOPE OF SERVICES
The services conducted by Universal during our preliminary subsurface exploration program are
as follows:
. Drill four (4) Standard Penetration Test (SPT) borings within the western portion of the site
to depths of 10 and 15 feet below existing land surface (bls).
. Secure samples of representative soils encountered in the soil borings for review, laboratory
analysis and classification by a Geotechnical Engineer.
. Measure the existing site groundwater levels and provide an estimate of the typical wet
season groundwater level.
. Conduct soil gradation tests on selected soil samples obtained in the field to determine their
engineering properties.
. Assess the existing soil conditions with respect to the proposed construction.
. Preparing a geotechnical engineering report which documents the results of our preliminary
subsurface exploration and laboratory testing program with analysis and general comments.
6.0 LIMITATIONS
Please note that this report is based on a preliminary subsurface exploration program with the
scope of services, boring locations and depths as directed by the project civil engineer. The
information submitted in this report is based on data obtained from the soil borings performed at
the locations indicated on the Exploration Location Plan and from other information as
referenced. This report has not been prepared to meet the full needs of design professionals,
contractors, or any other parties, and any use of this report by them without the guidance of the
soi! and foundation engineer who prepared it constitutes improper usage which could lead to
erroneous assumptions, faulty conclusions, and other problems.
2 f:q
Proposed Dobson Hotel Compl~ UL.~ Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preiiminary Subsurface Exploration
This report does not reflect any variations which may occur across the site. The nature and
extent of such variations may not become evident until the course of future explorations or
actual construction. If variations then become evident, it will be necessary for re-evaluation of
the recommendations in this report after performing on-site observations during the construction
period and noting the characteristics of any variations. This report does not reflect the full
vertical and horizontal extent of the soft clay layers encountered at this project and, therefore,
this report should not be used for estimating such items as cut and fill quantities.
All users of this report are cautioned that there was no requirement for Universal to attempt to
locate any man-made buried objects or identify any other potentially hazardous conditions that
may exist at the site during the course of this exploration. Therefore no attempt was made by
Universal to locate or identify such concerns. Universal cannot be responsible for any buried
man-made objects or environmental hazards which may be subsequently encountered during
construction that are not discussed within the text of this report. We can provide this service if
requested.
For a further description of the scope and limitations of this report please review the document
attached within Exhibit 1 "Important Information About Your Geotechnical Engineering Report"
prepared by ASFE/Professional Firms Practicing in the Geosciences.
7.0 FIELD METHODOLOGIES
The four (4) SPT borings, designated B1 through B4 on the attached Figure 3, were performed
in general accordance with the procedures of ASTM D 1586 (Standard Method for Penetration
Test and Split-Barrel Sampling of Soils). The SPT drilling technique involves driving a standard
split-barrel sampler into the soil by a 140 pound hammer, free falling 30 inches. The number of
blows required to drive the sampler 1 foot, after an initial seating of 6 inches, is designated the
penetration resistance, or N-value, an index to soil strength and consistency. The soil samples
recovered from the split-barrel sampler were visually inspected and classified in general
accordance with the guidelines of ASTM D 2487 (Standard Classification of Soils for
Engineering Purposes [Unified Soil Classification System]).
The 3PT soil borings were performed with aCME 55 truck mounted drilling rig. Universal
located the test borings using the provided site pian and by measuring with a cloth tape from the
existing on-site landmarks shown on an aerial photograph. No survey control was provided on-
site, and our boring locations should be considered only as accurate as implied by the methods
of measurement used. The approximate boring locations are shown on the attached Figure 3.
8.0 LABORA TORY METHODOLOGIES
We completed #200 sieve particle size analyses on two (2) representative soil samples. These
samples were tested according to the procedures listed ASTM D 1140 (Standard Test Method
for Amount of Material in Soils Finer than the No. 200 Sieve). In part, ASTM D 1140 requires a
thorough mixing the sample with water and flushing it through a No. 200 sieve until all of the
particles smaller than the sieve size leave the sample. The percentage of the material finer than
the No. 200 sieve helps determines the textural nature of the soil sample and aids in evaluating
its engineering characteristics. The percentage of materials passing the #200 sieve is shown on
the attached boring logs.
3 J:q
Proposed Dobson Hotel Com~ L..S Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preliminary Subsurface Exploration
9.0 SOIL STRATIGRAPHY
The results of our field exploration and laboratory analysis, together with pertinent information
obtained from the SPT borings, such as soil profiles, penetration resistance and stabilized
groundwater levels are shown on the boring logs included in Appendix A. The Key to Boring
Logs, Soil Classification Chart is also included in Appendix A. The soil profiles were prepared
from field logs after the recovered soil samples were examined by a Geotechnical Engineer.
The stratification lines shown on the boring logs represent the approximate boundaries between
soil types, and may not depict exact subsurface soil conditions. The actual soil boundaries may
be more transitional than depicted. A generalized profile of the soils encountered at our boring
locations is presented below in Table I. For detailed soil profiles, please refer to the attached
boring logs.
TABLE I
GENERALIZED SOIL PROFILE
Fine sands with broken shell [SP] underlain by fine sands with
Surface 4 to 6 silt [SP-SM] and clayey sand pockets (hydraulic fill), very
loose to medium dense.
4 to 6 2}it04}i Sandy clays [CH] and clayey fine sands [sq, very loose/soft.
8}i to 9 6+ Fine sands [SP], fine sands with silt [SP-SM], fine sands with
clay [SP-SC] and broken shell, very loose to medium dense.
NOTE: [J denotes Unified Soil Classification system designation.
+ indicates strata encountered at boring termination, tota/thickness undetermined.
10.0 GROUNDWA TER CONDITIONS
10.1 EXISTING GROUNDWATER CONDITIONS
'vVe measured the water levels in the boreholes on April 23, 2004 after the groundwater was
allowed to stabilize. The groundwater levels are shown on the attached boring logs. The
ground....'ater level depths ranged from 3.3 to 5.8 feet bls at the boring locations. Fluctuations in
groundwater levels should be anticipated throughout the year, primarily due to seasonal
variations in rainfall, surface runoff, and other factors that may vary from the time the borings
were conducted.
10.2 TYPICAL WET SEASON GROUNDWATER LEVEL
The typical wet season groundwater level is defined as the highest groundwater level sustained
for a period of 2 to 4 weeks during the "wet" season of the year, for existing site conditions, in a
year with average normal rainfall amounts. Based on historical data, the rainy season in Brevard
County, Florida is between June and October of the year. In order to estimate the wet season
water level at the boring locations, many factors are examined, including the following:
a. Measured groundwater level
b. Drainage characteristics of existing soil types
4 fJ1
Proposed Dobson Hotel Comp L J Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preliminary Subsurface Exploration
c. Season of the year (wet/dry season)
,.J Current & historicai rainfaH data (recent and year-to-date)
u.
e. Natural relief points (such as lakes, rivers, swamp areas, etc.)
f. Man-made drainage systems (ditches, canals, etc.)
g. Distances to relief points and man-made drainage systems
h. On-site types of vegetation
i. Area topography (ground surface elevations)
Groundwater level readings were taken on April 23, 2004. According to data from the Southeast
Regional Climate Center and the National Weather Service, the total rainfall in the previous
month of March for Central Brevard County was 1.0 inch, approximately 1.9 inches below the
normal for March. The year to date rainfall was 7.4 inches, approximately 2.0 inches below
normal. Based on this information and factors listed above, we estimate that the typical wet
season groundwater levels at the boring locations will be approximately 2~ feet above the
existing measured levels or roughly 1 to 3~ feet bls. Please note, however, that peak stage
elevations immediately following various intense storm events, may be somewhat higher than
the estimated typical wet season levels.
11.0 LABORA TORY RESULTS
The soil sample submitted for analysis was classified as fine sands [SP). The percentage of soil
sizes passing the #200 sieve size are shown on the attached boring logs at the approximate
depth sampled.
12.0 ANAL YSIS AND GENERAL COMMENTS
12.1 PROPOSED RETENTION BASIN
We understand that the stormwater runoff from the new impervious surfaces will be collected
within a proposed "wet" retention basin to be located within the southern sections of the project
site.
The hydraulic capacity of stormwater retention areas is principally a function of the ability of the
surface Goil to receive and percolate the storm water runoff. Upon leaching the groundwater
table or a restrictive layer, the stormwater runoff begins to mound. The amount and rate of rise
in the recharge mound depends on several factors, including the thickness and permeability of
the receiving stratum, the elevation of the groundwater table, and the geometry of the loaded
area.
Portions of the near surface soils at the site appear to be moderately permeable fine sands
[SP). However, the underlying fine sands with silt [SP-SM], clayey fine sands [SC] and sandy
clays [CH] are relatively impermeable and should be considered aquicludes, or lower confining
layers, in retention pond design. Depending upon the final depth of the proposed basin, and
other factors, the presence of these impermeable layers have a strong influence on such factors
as the background groundwater seepage through the pond bottoms during periods of low pond
water levels.
5 EB
Proposed Dobson Hotel Campi. V.... J Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preliminary Subsurface Exploration
After the configuration of the proposed retention basin is defined, Universal should be allowed to
review the proposed plans, so that recommendations for any necessary additional borings
and/or laboratory testing can be formulated.
12.2 PROPOSED PAVEMENT AREAS
'vVe believe that a flexible asphaltic pavement section will be required on this project. Flexible
pavements combine the strength and durability of several layer components to produce an
appropriate, and cost-effective combination of locally available construction materials. In
addition, such pavements are more tolerant of differential settlements, which may occur due to
underlying occasional soft clayey pockets, than a rigid concrete pavement section.
Densification of the loose surficial sands, and subsequent fill soils, will be required in all parking
and drive areas, in order to both increase subgrade capacity and to limit subsequent
settlements due to traffic vibrations. Within the parking/drive areas we recommend that the
surficial soils be proof rolled with a heavy piece of equipment, such as a fully loaded tandem
axle dump truck, under the observation of Universal personnel. Any areas which exhibit
instability under rolling should be examined by Universal for possible removal and replacement
with compacted clean fine sands rSPJ (ASTM D 1140).
Please note that the surficial fiil soiis contain sporadic pockets of clayey sands [sq. These fill
soils may require considerably more compactive efforts than clean fine sand soils, or removal
and replacement with select compacted backfill.
All root mats, vegetation, foundations, old pavements and debris should be completely removed
from the proposed pavement areas. Any collapsible or leak prone utility lines remaining within
the new pavement areas should either be completely removed.
After parking lot and drive configurations, and anticipated traffic loadings are better known,
additional test borings should be performed so that specific recommendations for pavement
sections can be formulated.
13.0 CLOSURE
We understand that the information provided by client, upon which our exploration was based, is
tentative and may be substantially revised. Universal should be allowed to review the final site
plans. when completed. in order to determine the scope of additional soil borings and testing
which will be required. The general recommendations contained in this report may also need to
be revised.
* * * * * *
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EB PROPOSED DOBSON HOTEL COMPLEX
STATE ROAD A1A
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
COUNTY SOIL SURVEY
UNIVERSAL =. . IDA TE: CHECKED BY: B.F. DATE:
ENGINEERING SCtENCES ORA""'" BY. A. S. W. 30 APR 04 03 MAY 04
SCALE: NTS iDROER NO: 33966-001-01 REPORT NO: PAGE NO: FIGURE 1
I
~"-'~ -
"--~,~"'~~:-.~,
':,.//'
.'Y.
/ 1
PROPOSED DOBSON HOTEL COMPLEX
W STATE ROAD A1A
CAPE CANAVERAL, BREV ARD COUNTY, FLORIDA
USGS TOPOGRAPHIC MAP
UNIVERSAL
ENGINEERING SCIENCES AS.W 30 APR 04 B.F
NTS 33966-001-01
IT 11
I I
PROPOSED RETENTION POND
- - - - - --7
4 B1 B3
4 B2 4
I
--~ 4 84 I
D /
I I
EXISTING RACETIRAC /
GAS STATION I PROPOSED l I
CEL_ PROPOSED
OUTP ARCEL
~~
0
STATE ROAD A1A
LEGEND
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T -::> I i"Il'IU/-IrlU t"'t.I'It. I rI/-I IIUN I t.;:, I tlUKING
NOTES
1] BORINGS WERE PERFORMED ON APRIL 22, 2004.
2] EXPLORATION LOCATION PLAN IS BASED ON DRAWING PROVIDED BY ALLEN ENGINEERING.
3] GROUNDWATER LEVEL MEASUREMENTS WERE TAKEN ON APRIL 23, 2004.
l!) PROPOSED DOBSON HOTEL COMPLEX
STATE ROAD A1A
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
_._.~n_
EXPLORA TION LOCATION PLAN
UNIVERSAL DRAWN BY: A.S.W. DATE: CHECKED BY: 8.F, DATE:
ENGINEERING SCIENCES 30 APR 04 03 MAY 04
SCALE: 1 "=200' ORDER NO: 33966-001- 01 REPORT NO: PAGE NO: FIGURE 3
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r KEY TO BORING lOGS
SOIL CLASSIFICATION CHART*
0 ...".. "'"'' """ '" .
Sand or Gravel (SP,SW,GP,GWI bIa UNIVERSAL
5 ., .................................... ........
Sand or Gravel with Slit
or Clay rsp.SM.SP-SC) ENGINEERING
12 . . . . . . . . . . .. ......... ..........
- SCIENCES, INC.
w Silty or Clayey Sand
it or Gravel ISM,SC.GM.GC!
Vi 60
0
0 50
<'1
0 50 x
Z '" <W
0
C!J 1:
Z SandJ or Gravelly Silt or Cla~ ~ 30
in [ML. L-ML.CL.MH,CH.Ol.O ] 13
C/j 1=
ct '" 20
70 <>:
-'
~ "-
0
Silt or Clay with Sand or"Gravel 10
[ML. CL.ML. Cl.MH. CH. Ol. 0 H I
0
85 0 10 70 30 40 50 ~o 70 ao 90 100
, Silt or Clay LIQUID LIMit
100 J. IMl. CL-Ml. C l ,MH, CH,Ol.O HI PLASTICITY CHART
GR'oUP NAME AND SYMBOL
COARSE GRAINED SOILS FINE GRAINED SOilS HIGHL Y ORGANIC SOILS
r':' -:. / WELL.GRADED [;~';'~ WEll-GRADED . INORGANIC SilTS t-- --j ORGANIC SILTS/CLAYS
SLIGHT PLASTICITY
..... SANDS ISW/ '--' . GRAVELS IGWI !MLI -- - lOW PLASTICITY lOLl..
r::. 0 ':. 0 , I I
I [J POORLY -GRADED m POORlY.GRADED [jJ:1J INORGANIC SILTY CLAY D ORGANIC SILTS/CLAYS
.: __ :.::; LOW PlASTICITY MEDIUM TO HIGH
.... ":". SANDS [SPI ... GRAVELS rGP] <~ ,; >. ICl-MLI .' . . PLASTICITY [OHI"
....
r.ru POORLY-GRADED ,. . .~ POORLY-GRADED ~
I .,:,,:,.<;'., INORGANIC CLAYS PEAT. HUMUS, SWAMP SOilS
.-- .' . SANDS WITH SilT . '~1 GRAVELS WITH SILT / ..,' ~.' lOW TO MEDIUM WITH HIGH ORGANIC
. .: .: '. ISP-SMI . . J*' IGP-GMI <:(<:: PlASTICITY leLl CONTENTS IPT'"
rn POORLY-GRADED ~ POORLY-GRADED ~ INORGANIC SILTS HIGH
':'- <. < SANDS WITH CLAY GRAVELS WITH CLAY PlASTICITY IMHI
.'. '/' (SP-SCI . IGP-GCI
. .
tIfIJ SILTY SANDS ~ SilTY GRAVELS ~ INORGANIC CLAYS HIGH
:.' .,.. ISM! {GMI PlASTICITY {CHI
. .
~ CLAm "NOS ~~ CLAYEY GRAVELS
. .' ISC! , IGCI
!II
~'H "''''eem, ""OS RELA TIVE DENSITY CONSISTENCY
, ': _, ISC.SM! (SAND AND GRAVEll fSll T AND eLAYI
VERY LOOSE - 0 to" Blows/It. VERY SOFT. 0 to 2 Blows"!.
lOOSE. 5 to 10 Bklwsflt. SOFT.3 to 4 Blaw./ft.
MEDIUM DENSE. 11 to 30 BIows/t!. FIRM. 5 to 8 Blaw.fft.
DENSE. 31 to IX) BIow.fft. STIFF. 9 to 16 IlIow.fft.
· IN ACCORDANCE WfTH ASTM 0 2~7 . UNifiED SOil VERY DENSE. man than 60 8lQwlfft. VERY STIff. 17 to 30 IlIow.fft.
CLASSIRCAnoN SYSTEM. HARD. mort than 30 IlIow.fft.
U LOCAllY MA.Y BE KNOWN AS MUCIC
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS APPENDIX A.1
m- , UNIVERSAL ENGINEERING SCIENCES PROJECT NO,: 33966-001-01
BORING LOG REPORT NO.:
APPENDIX: A
PROJECT: PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: 81 SHEET: 1 of 1
STATE ROAD A-1.A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
CLIENT: A-1.A ACQ GROUP,INC. G.S. ELEVATION (It): DATE STARTED: 4/22104
LOCATION: SEe EXPLORATION LOCATION PLAN WA TER TABLE (It): 3.8 DATE FINISHED: 4122104
REMARKS: DATE OF READING: 4123/2004 DRILLED BY: BH/JP
EST. W.S.W.T. (It): 1.3 TYPE OF SAMPLING: ASTM D 1586
j:- ~ BLOWS l!l . a ..J~ K ORG.
fu It ~ PER 6" ~ ~ ~ ~ f3 DESCRIPTION -~~ ~ (INJ CONT.
o ~ INCREMENT Z ~ ~ . HR.) 1%)
o - ~N;r~ fine SAND, brown to gray, with broken shell, moist, [SP]
- II
I ;.::;::!~I:,i: , I 4.1 I 18.0
- ~~!~
- - tt::::'-., fine SAND with sift, gray, very loose, wet, [SP-SM]-"
X....
:':~:; .....
5- HU,U... H' 'U. .<if Iu .. .. .Um... ... Um..u. .........
_ 1-P-P P ::.(:;::
"~~ :
~ I' };~ I ",dy aLAY, ,coy, "'Y loo,e, wet, ICH) I
~ ppp Ip
, H p.p.p I P I ::.\.: '. fine SAND with sift, gray, trace of broken shell, very loose, wet, I I I
-iVI , :;.~~ .:, [SP-SM] I
IA ::,',' ..',
10- ....f"-.P:4.....2 . ~:t-i.:. ...... ". ........ .......... .........
- I ~:!
_ ~r~ :;~
~ fine SAND, grey, with broken shell, very loose, wet, [SP]
-IX
15 - - "....,./ ,...... . '. u ,,' ...un uu 'Uu
I I BORING TERMINATED AT 15'
II , P - DENOTES PENETRATION WITH ONLY THE WEIGHT OF I I
- 1 1 I THE DRtVE HAMMER
- I I I
m- -_ UNIVERSAL ENGINEERING SCIENCEti PR~JECTNO.: 33966-001-01
BORING LOG RE ORTNO.:
APPENOIX: A
PROJECT: PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: 82 SHEET: 1 of 1
STATE ROAD A.1.A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE; 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
CLIENT: A.1.A ACQ GROUP, INC. O.S. ELEVATION (It): DATE STARTED: 4/22104
LOCATION: SEE EXPLORATION LOCATION PLAN WATER TABLE (It): 5.6 DATE FINISHED: 4/22104
REMARKS: DATE OF READING: 4/23/2004 DRILLED BY: BH/JP
EST. W.S.W.T. (It): 3.3 TYPE OF SAMPLING: ASTM D 1586
i= - 9 BLOWS ~ . <5 ..J ~ K ORG.
fh t ~ PER 6" <i ~ ~ ..J ~ DESCRIPTION .~oo ~c (INJ CONT.
e ~ ~ INCREMENT i ~ ~ ~ (Yo) (Yo) HR.) (%)
o ~.&~~t~.~ fine SAND, brown, with broken shell, moist, [SP]
I ~:.M~H
- ""'<.,
t~lf~iJ
- ~";<:~: fine SAND with silt, gray, with clayey sand pockets, moist,
I r~< :;; I [SP-SM] I
- ~ frH~
"~\: . .
':~~-_._---_.
5 -IX . u U U ..u u ".... "ndy CLAY. 'co,. "'Y 10"". mol", [CHI u . uu .... U . U u U
- p-p-p p
--Y- --wet
, - V I
~ I I
p.p.p I P I
i I I
I H P.P.1 I' 1 I I I I I ,
~VI ~'f}11~~ I fine SAND, grey, with broken shell, loose, wet, [SP]
i ^ '....>....,.. I
! / \ ~:.~}.:~.. .:.
P-3-6 9 '; '.{.
10-UU% 'U1 Uluuuu'
:~~:~~:
-IX i i~}
0."',' ',_
':>.\:~'::~
1 __..4~1.Q-_1.L 21..... ..~~; --medium dense
5-'-- _ .._ .................. .......... ..........
I BORING TERMINATED AT 15'
, I P - DENOTES PENETRATION WITH ONLY THE WEIGHT OF
- THE DRIVE HAMMER.
-
Q3J ,.' UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 33966-001-01
. BORING LOG REPORT NO.:
APPENDIX: A
PROJECT: PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: 83 SHEET: 1 of 1
STATE ROAD A.1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
CLIENT: A-1-A ACQ GROUP,INC. G,S. ELEVATION (ft): DATE STARTED: 4/22/04
LOCATION: SEE EXPLORATION LOCATION PLAN WA TER TABLE (h): 3,3 DATE FINISHED: 4/22/04
REMARKS: DATE OF READING: 4/23/2004 DRILLED BY: BH/JP
EST. W.S.w.T. (ft): 0.8 TYPE OF SAMPLING: ASTM 0 1586
:r ~ ~ BLOWS ~ . 15 .... ~ 200 Me K ORG.
.... . n. .... .... III .... c: .
lli!;.:2: PER 6" <( ~ :2: ~ ~ DESCRIPTION ('I.) (%) (INJ CONT.
o ~ INCREMENT ~ ~ ~ 0 HR.) (%)
o ~W fine SAND, brown, with broken shell, medium dense, moist, [SP]
I ''''.
5:L :::"
-IV ~tl
-I~ ~t.t
?-'>-? 1? :;".:: I I I
- -, .- I ....
- % j I
I Y -Y. it:' --wet
I /\ i~~~~:
_ r- 5-5-4 9 q;;' --loose .____.____.__..__.__..
I, :~;1f.; fine SAND with silt, gray, very loose, wet. [SP-SM] I
IY I .,..
5 _ ,p~ u I p iulu %u n
-IX I . "edy CLAY. gcey. "'Y 100". we>. [CHI
I i PP-P P
I ~ N-P I P I '!ii "eo SAND with .itl, ,my. wi~ bcoke"hell. 'e'Y loo.e. wet. I I I I I
. / \ :~~:; [SP-SM]
10-- .....P.+L.. . .2..___ ..p;.: ....___. ....... ....... .......... ..........
BORING TERMINATED AT 10'
P - DENOTES PENETRATION WITH ONLY THE WEIGHT OF
- THE DRIVE HAMMER.
-
-
I
,
- I' I j
15- ........ ...... ..... .... ...... .. ..... .. ....................._ .......... .__.......
I ,I
-
m' , , UNIVERSA~ ENGINEERING SCIENCE::; PROJECT NO.: 33966-001.01
BORING LOG REPORT NO.:
APPENDIX: A
PROJECT: PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: 84 SHEET: 1 of 1
STATE ROAD A.1.A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
CLIENT: A-1-A ACQ GROUP, INC. G.S. ELEVATION (ft): DATE STARTED: . 4/22/04
LOCATION: SEE EXPLORATION LOCATION PLAN WATER TABLE (ft): 3.5 DATE FINISHED: 4/22/04
REMARKS: DATE OF READING: 4/23/2004 DRILLED BY: BH/JP
EST. W.SW.T. (ft): 1.0 TYPE OF SAMPLING: ASTM 0 1586
j: ~ ~ BLOWS ~ , 5 oJ ~ K ORG.
ll:i tA: ~ PER 6" ;;t ~ ~ oJ ~ DESCRIPTION -:00 MC (INJ CONT.
e - ~ INCREMENT ~ 1;; ~ ~ (Yol (%) HR.) (%)
o ',~f.!:~{ fine SAND, brown to gray, with broken shell & occasional clayey
;.<'::~::C:: sand (SC) pockets, medium dense, moist, [SP]
~IX ~ ii
I . ..:...,... A A 11 .,
- 7-7-9 16 I r;'~'W;:'~: I 'I., . "V I
I i~M~N
X -I. .Y....' --wet
::.~.t~~?~
_ 9-11-13 24 I ;;;;';:":';'" '. '.
IV I .{{~ ..., flOe SAND wIth SIlt, gray, very loose, wet, [SP-SM]
5-IA Uh'h .1 t~<. U h . .uu__.__ . 'h..h,
- 4-4-P 4 I ;r.~ .....
::..;:~.~
- x:;~.. I d,y.y fi", SAND, geey, ,.~ 100'", W." [SC]
-f- P-P-P P ~. I I
I V . ~
- /\ _ -. I .' ". '~." I I
t1 1-'-1-'-1-' I P I '\if;' i ! I I
I >\ <.:. I fine SAND with clay, gray, with broken shell, very loose, wet,
, ""'~' .,'. I [SP-SC]
i ^ I...,'}.: .,',' I
10 -:r'm~nuu.3 uu$~;uu . u..... "um "muu 'uu
BORING TERMINATED AT 10'
P - DENOTES PENETRATION WITH ONLY THE WEIGHT OF
- THE DRIVE HAMMER.
-
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~~. ImpcAnt Information About ur
Geotechnical Engineering Report
Subsurface Problems are a principal cause of construction delays, cost overruns, claims and disputes.
The following information is provided to help you manage your risks.
Geotechnical Services Are Performed for Specific Subsurface Conditions Can Change
Purposes, Persons, and Projects. A geotechnical engineering report is based on conditions that existed at
Geotechnical engineers structure their services to meet the specific the time the study was performed. Do not rely on a geotechnical
needs of their clients. A geotechnical engineering study conducted for a engineering report whose adequacy may have been affected by the
civil engineer may not fulfill the needs of a construction contractor or passage of time; by man-made events, such as construction on or
even another civil engineer. Because each geotechnical engineering adjacent to the site; or by natural events such as flood, earthquakes, or
study is unique, each geotechnical engineering report is uniquely groundwater fluctuations. Always contact the geotechnical engineer
prepared for the client No one except you should rely on your before applying the report, to determine if it is still reliable. A minor
geotechnical engineering report without first confiding with the amount of additional testing or analysis could prevent major problems.
geotechnical engineer who prepared it. And no one - not even you _
should apply the report for any purpose or project except the one Most Geotechnical Findings are Professional
originaiiy contemplated. Opinions
A Geotechnical Engineering Report is Based on A Site exploration identified subsurface conditions only at those points
where subsurface tests are conducted or samples are taken.
Unique Set of Project Specific Factors. Geotechnical engineers review field and laboratory data and then apply
Geotechnical engineers consider a number of unique project specific their professional judgment to render an opinion about subsurface
factors when establishing the scope of study. Typical factors include conditions throughout the site. Actual subsurface conditions may differ
the client's goals, objectives, and risk management preferences; the - sometimes significantly - from those indicated in your report.
general nature of the structure involved, its size, and configuration; the Retaining the geotechnical engineer who developed your report to
location of the structure on the site; and other planned or existing site provide construction observation is the most effective method of
improvements, such as access roads, parking lots, and underground managing the risks associated with unanticipated conditions.
utilities. Unless the geotechnical engineer who conduced the study Do not over rely on the construction recommendations included in your
specifically indicates otherNise, do not reply on a geotechnical
engineering report that was: report Those recommendations are not final, because geotechnical
. not prepared for you engineers develop them principally from judgments and opinion.
. not prepared for your project Geotechnical engineers can finalize their recommendations only by
. not prepared for the specific site explored, or Observing actual subsurface conditions revealed during construction.
. completed before important project changes were made. The geotechnical engineer who developed your report cannot assume
responsibiiity or liabiiity for the reports recommendations if that
Typical changes that can erode the reliability of an existing geotechnical engineer does not perform construction observation.
engineering report include those that affect:
. the function of the proposed structure as when it's changed A Geotechnical Engineering Report is Subject to
from a parking garage to an office building, or from a light Misinterpretation
industrial plant to a refrigerated warehouse, Other design team member's misinterpretation of geotechnical
. elevation, configuration, location, orientation, or weight of the
proposed structure, engineering reports has resulted in costly problems. Lower that risk by
. composition of the design team, or having your geotechnical engineer confer with appropriate members of
. project ownership the design team after submitting the report. Also, retain your
geotechnical engineer to review pertinent elements of the design team's
As a general rule, always inform your geotechnical engineer of project plans and specifications. Contractors can also misinterpret a
changes - even minor ones - and request an assessment of their geotechnical engineering report. Reduce that risk by having your
impact. Geotechnical engineers cannot accept responsibility or liability geotechnical engineer participate in prebid and preconstrucfion
for problems that occur because their reports do not consider conferences, and by providing construction observation.
developments of when they were not informed.
A REPORTS RECOMMENDATIONS ARE NOT FINAL
r'" '"
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,
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4D73;']45:::E.l 1321B6E~1247 F',01/f:l4
Service Industries, Inc.
1148 Street
Orl!.lf1do, Fl 32839
P: 407-304-5560
F: 401-304-5561
(- ~(Jnstruction ServiC$s -GeOtechnical .EnViro~n1ef1tal ~
l J
Fax Gover P5;lge
_._,--"._----- -.
I I Company' I !
Ml..~ i
! To: ~~ I
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JJVJ ~Cb~ - i2..41'- -1-- Date: ! 3~ \"A -O~ I
1
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I I
From: :& ! CC:
~ ..-----+
I FiE: ~l~ IN~ I Pages: 4 (including cover page)
I
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I . ~~- ........ ...."'....................
NOTES: ~,.,....~. -------....-------................
--..-...-._-_._~-,_._'",-,~~--.............--
~\~___ r~~ INra.D ·
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---. -
_.,~~- ~._-------.--..~~--~~-------~..-
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PSI HAS O\lE,R 160 OFFiCes. NA11ONWIOE
"CollStn.lcUon Testing.& Quality Ccnlrol · Roof & Pevemel'lt Col'l$ultil'l9
· Dedicated Project TRSting &. Inspection · Gootaehnieal Eflgineering
. Environmental & A$beatos Management · Analytical Services
· 'J.::ln",e_I"UeI'lI"" L~ml~" {I., lutil'lg · M6t.1i1l1l,\l n!atl!\~ 8. O"I'IiItI.:.at~"
"Training Programs
Th.. informilllon contained it, this facsimile Ir$J'ismissk',n is PRiViLEGED and CONFIDENTiAL infomiatiDIi intended only
for th,. us@ cl thlil individual Of amity n:.tmGd 2"0"" If the f/;laOer of thi$ mlilssag& II> I'1ot the l,.,tGnd~ rooiplsnt. or the
empioyee Or agent responsible to deiiver il 10 the intended racip,ent, you fife rerraby notified [hat any dissemination,
distrJb\ltionor !:lopylng of &1:$ c~mrnunica!~. is $lrielly prohibited, If you have received thi$ communication In error,
p!@!!l3@ imm!!dial@ly notify us by tl!'l"phone, Thank you
f'1r:lf~~ '"7 20D5 1 [1: 2[1 FP FII::;; I C)f';.~L;::-~HD] CC1.Y:;T~~ ~=;l) 4D?J04S5e:,l T,] :321E;E.e:l2~? F'.C12/04
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I/t:.viii;1I. To Build On
E"9lneerlng .. Cvmmlfing .. ~ng
March 16, 2005
Mr. Todd Morley
City of Cape Canaveral Building Department
105 Polk Avenue
Caps Canaveral, Florida 32920
RE: Special !nspection Services
Residence Inn Cape Canaveral, Florida
Professional Service Industries, Inc. (PSi) has been retained by the project's owner to
provide threshold inspection services. PS! is able to perform special inspection
services in accordance with Florida Statute 553 on structural components for this
project. PSI proposes to proVide the services of J. Rod Fruland (Special Inspector No.
85) as threshold inspector for the project and Matt Odom (lCC certified building
inspector) as a threshold inspector's representative, Photocopies of Mr. Fruland's
liscense and I'ecent renewal status sreattached"
We look forward to salVing the City of Cape Canaveral on this project. Should you have
any questions or require additional information please do not hesitate to contact this
office.
Sincerely,
Professional Service Industries, Inc.
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Professional Serltoo Industries. Inc,' 1748 33r:! Street. Orlllrd:;J, FI. 326Sa. FMne 4071304.5500' Fax 407/304.5561
I"L i!:l1Qinserirg BU5ine58 313601
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~ EXPIRATION: FEB 28. 2005
C< AUDIT NO_: 03G5. 0 1 7765 P.E NUMBER: 27667
en 51 NO: 0085
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