Permit 2395 Mayport Road PIS CITY OF ATLANTIC BEAC
800 SEMINOLE ROAD
ATLANTIC BEACH,FL 32233
INSPECTION PHONE LINE 247-5826
Application Number . . . . . 10-00000608 Date 5/18/10
Property Address . . . . . . 2395 MAYPORT RD
Application type description COMMERCIAL ALTERATION
Property Zoning . . . . . . . TO BE UPDATED
Application valuation . . . . 27000
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Application desc
FOUNDATION REPAIR
----------------------------------------------------------------------------
Owner Contractor
------------------------ ------------------------
N.LAKE FOODS, INC.#621 HIGHTOWER GEOTECHNICAL SERVICE
4444 WEST CYPRESS PO BOX 330466
TAMPA FL 33607 ATLANTIC BEACH FL 32233
(904) 246-9934
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Permit . . . . . . BUILDING PERMIT
Additional desc . .
Permit Fee . . . . 185 . 00 Plan Check Fee 92 . 50
Issue Date . . . . Valuation . . . . 27000
Expiration Date . . 11/14/10
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Fee summary Charged Paid Credited Due
----------------- ---------- ---------- ---------- ----------
Permit Fee Total 185 . 00 185 . 00 . 00 . 00
Plan Check Total 92 . 50 92 . 50 . 00 . 00
Grand Total 277 . 50 277 . 50 . 00 . 00
PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
BUILDING PERMIT APPLICATION ��5q
6 .
CITY OF ATLANTIC BEACH
800 Seminole Road,Atlantic Beach, FL 32233
Office(904) 247-5826 Fax(904) 247-5845
Permit Number:
Job Address: 1 F7. __
Parcel
Legal Description U� -2_1�-? L:Z L�L� d r--
Floor Area ot Sq.Ft. q
Valuation of Work$2-1,(?c�p c),:') Proposed Work heated/cooled 1�55, n�n-heatedkooled
I
Class of Work(circle one): New Addition Alteration G�D Move Demolition
,n
e):
Z�'_-77
Use of exi�tinglpro osed structure rcle on Residential T 9 �2�
If an existing structure,is a fire spfinUer system installei�ircle one): Yes No ZM
Florida Product Approval#---Ju— MA� 1�
For multiple products use pro ct approval form
Describe in detail the type of work to be performed: �_)i.VkMtj t e
A 161,,(
tU
L 1'
Property Owner Information: Address: SY129
Name: r _(�5 �u
city State Zip Ll
_aZJL�)2- Phone Cvv V I Co
E-Mail or Fax#(Optional) (c)
Contractor Information:
Company Name: AVI 47-1 A
QualifyingAge 62ret P. 61�4moqfc of�7L L"J' 0
State -Zip
Address: 31�:-2 C ityffilu
OfficePhone 7,LILP- 61"MU Job Site/Contact Number I - :77 1 1 .
Fax
State Certification/RegistratioM (76(_ -U c5s(11011 RMEWED FORgUODE C MPTIANCR
Architect Name&Phone#
Engineer's Name&Phone# to www*lh SFF IRFRMIT--,i NAL
Fee Simple Title Holder Name and re r_ p n n REQUI"MENTS AND Co -
Bonding Company Name and Addre to _Wtu DATEMW�
Mortgage Lender Name and Address 1: 1 1
F 1Z
4pplication is hereby made to obtain a permit o 4�ft'WMftr ated. I certify that no work or installation has commenced prior I I
issuance of a permit and that all work will be pqformed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null
and void If work is not commenced within six(6)months, or if construction or work is suspended or abandonedfor a period ofsix months at any time after
work is commenced. I understand that separate permits must he securedfor Electricat Work,Plumbing,Siins, Wells, Pools, Arnaces,Boilers,Heaters,
Tanks and Air Conditioners,etc.
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.
I hereby certify that I have read and exa ined this application and know the same to be true and correct. All provisions of laws and ordinances governing this
type pf work will be complied with wh s
,feci/7'ed herein or not. The granting of a permit does not presume to give authority to violate or cancel the
provisions of any otherfederal,state,o aw regulating construction or the pe�formance qfconstruction,
9kL 0F "W-S I a, 4 11(ViftZI kvh"�t"t4li 10
'.6"Apr—(3 10 0—C, et elct C&VL rt_ P -r) I
Signature of Owner Lim,kd i'&i'X liftA CV-�, Sign ure of Contractor Z�P�
14--, Ei)k qz� i P�"Avxcv� r;2 r+ ,
Print Name Print Name _1) <�3k M W�
.............. .............................
SwoM to and subse ibed before me Sworn to and subscribed before me
this 17 2010
.20 [0 this Day of (\A Ll:�:4
nor 1% 40tary plibiic State of Florida
ZME
UP V
Notary Public -k my commis,or,DD770264 iCommission DD 688740
XExpires 03/18/2012 Expires June 25,2011
BaWW Ttwu Troy NO�mumnce 80&3B5-
ised 0 1.26.10
Doc#2010110438,OR BK15243 Page!78b,
Number Pages:I
NOTICE OF COMAMNICEMENT Recorded 05/13/2010 at 01:36 PM,
JIM FULLER CLERK CIRCUIT COURT DUVAL
COUNTY
Permit No. 40 -64!!> RECORDING$10-00
Tax Folio No.---
THE UNDERSIGNED 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.
I.Description ofproperty(legal description):
a)Street(job)Address: 2 2j] 4��> L
2.General descri*ytign of'
rUV� f) 4
y
3.Owner Informa*on
a)Name and address: PA )I ft� UqP Q�kInctDin L:�)2_9(-'�2
b)Name and address of fee simple titleholder(if other than owner) 15arm_
c)Interest in property 0�tfje4l.
4.Contractor Information
0KWVt_V a)Name and address: thIM b-V% et-)Aft?C,
TO I Ild-1 b)Telephone No.: _ !�Pv-yj - JLL� Fax No (Opt.) U!7�_ C
5.Surety Information
a)Name and address:
b)Amount of Bond:
c)Telephone No.: Fax No.(Opt.)
6.Lender
a)Name and address:
Phone No.
7.Identity of person within the State ofFlorida designated by owner upon whom notices or other documents may be served:
a)Name and address:
b)Telephone No.: Fax No.(Opt.)
8.1n addition to himself,owner designates the following person to receive a copy of the Lienor's Notice as provided in Section
713.13(i)(b),Florida Statutes:
a)Name and address:
b)Telephone No.: Fax No.(Opt.)
9.Expiration date ofNotice of Commencement(the expiration date is one year from the date of recording unless a different date
is specified):
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF
COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713,PART 1,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 JOB SITE BEFORE THE FIRST
INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT YOUR LENDER OR AN ATTORNEY BEFORE
COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCrMENT. CNL-AffPAA`V�jLPe,, L1--kvVAVr_
STATE OF FLORIDA
COUNTY OF PMELIMS 10.
Si of Owner or Owner's Authodied Officer/Diiector/Partner/Manager
,jof P11 Notary Public State of Florida
Elizabeth Zi,r,,,,,,
MY Commission DD770264 Print Name
�,dlg Expires 03/18/2012
The foregoiMIP Ele this VP^\day of Mh� 2010 by J�C�j OLth
— Po M 116_y� as (type of authority,e.g.officer,trustee,
attorney in fact)for (7/11 P/t(frC4 LAO (name of party on bc-half of whom instrument was executed).
Personally Known /OR Pr9duccd ldcntification Notary Signature
Type of Identification Produced Name(print)_ 12A-Z�A bf1k, 2-4 fflmczm&�)
Verification pursuant to Section 92.525,Florida Statutes.Onderpenalties;of peljury,I declare that I have read the foregoing and that
the facts stated in it are true to the best of my,)mowledge and belief
F0RMS/N0Cjvsd20l0
Signatur
,Vbf Natural Person Signing(in line#10.)Above
00S
April 27, 2010
G&S CONSULTING
4955 Palm Valley Road
F/L r
Ponte Vedra Beach, Florida 32082
...................
op
Y
Attn: Mr. Rick Hightower
Re: Report of Geotechnical Exploration & Evaluation 42,olo
GE Capital - 2395 Mayport Road
Jacksonville, Florida
AGES Job No. J14644, Report No. 001
Dear Mr. Hightower:
AGES of JAX, Inc. (AGES) has completed a geotechnical exploration and engineering
evaluation of the potential causes of reported distress at the subject site. Our geotechnical exploration
was performed in general accordance with our phone conversations conducted with Mr. Rick Hightower
of G&S Consulting on April 5, 2010. Our services were also verbally authorized by Mr. Hightower on
April 5, 2010. This report includes: (1) a brief summary of project background information provided,
(2)a brief summary of observations made during our site visit, (3)an outline of the geotechnical testing
performed and results obtained, and (4) our evaluation of the primary causes of the noted distress.
1.0 PROJECT INFORMATION & SITE OBSERVATIONS
General project information has been provided by Mr. Rick Hightower of G&S Consulting
during recent telephone discussions and Email correspondence dated April 5, 2010. According to Mr.
Hightower, there is an existing GE Capital facility located at 2395 Mayport Road which is currently
experiencing settlement and distress. Additional project information was obtained during a site visit
conducted by our field personnel on April 14, 2010. As shown on the Field Exploration Plan, there
were several areas of"ladder" cracks in the exterior face of the brick wall which were observed on the
south side of the structure, on the north side of the structure and on the southeast corner of the
structure. There was no additional distress or settlement observed on any of the exterior walls.
The structure mentioned above has reportedly experienced settlement and associated distress.
Mr. Rick Hightower of G&S Consulting has requested AGES of JAX, Inc. to: (1) determine the
cause(s) of settlement, and (2) evaluate foundation repair and/or soil stabilization options.
2.0 GEOTECHNICAL EXPLORATION
Mr. Hightower has requested AGES of JAX, Inc. to: (1) verify the cause(s) of potential
settlement and/or distress, and (2) generally evaluate possible, if any, foundation repair and/or soil
stabilization options. The objective of this geotechnical exploration was to obtain site and subsurface
data for use in: (1) determination of the causes of settlement, (2) prediction of future settlement, and
AGES of JAX., Inc.
9556 Historic Kings Road South,Suite 201 4111 Jacksonville, Florida 32211�F2j01 I
-0766 0(904)880-5190(FAX) P Y
(904)886 f E CO
4
G&S CONSULTING April 27, 2010
Ponte Vedra Beach, Florida Page 2
(3)the evaluation of alternative repair options. The geotechnical exploration therefore consisted of field
exploratory borings, laboratory testing and a geotechnical engineering analysis of the collected test
data.
A geotechnical exploration was performed on April 14, 2010 to explore potential soil related
causes of the observed settlement/distress. Based upon the project information mentioned previously,
our personnel positioned two(2) 30-foot deep standard penetration test borings (131 and 132) on the
perimeter of the structure adjacent to areas of the observed distress.
The attached Test Boring Records present the descriptions of the subsurface soils
encountered, the groundwater levels encountered and the penetration resistances recorded when
drilling and sampling the test borings. The stratification lines and depth designations on the boring
records represent the approximate boundary between the various soils encountered, as determined
in the field by our drillers; and the transition from one strata to the next should be considered
approximate. A brief discussion of the drilling, sampling, and field testing techniques used during the
geotechnical exploration is provided in the attached Field Exploration Procedures section.
Representative soil samples obtained during our field exploration were returned to our office
and examined by a geotechnical engineer. The samples were visually classified in general accordance
with ASTM D 2488 (Unified Soil Classification System).
3.0 FINDINGS
General Soil Profile-The subsurface conditions outlined below highlight the major subsurface
stratifications encountered during this geotechnical exploration at the site. More detailed descriptions
of the subsurface materials encountered during this exploration are provided on the attached boring
records. When reviewing the boring records and the subsurface conditions outlined below, it should
be understood thatthe subsurface conditions will vary across the existing residential footprint area and
between the boring locations.
Soil test boring B1,which was performed on the north side of the structure, encountered an 8-
foot thick stratum of very loose to loose brown to dark brown and light grey fine sands and slightly silty
fine sands. The standard penetration resistance values within this surficial stratum ranged from 4 to
10 blows per foot. In the 7 to 21 foot depth range,firm brown to light brown fine sands were penetrated
which exhibited blow counts ranging from 11 to 17 blows/foot. Below a depth of 21 feet and extending
to the maximum boring termination depth of 30 feet, firm green grey slightly silty fine sands were
encountered. Penetration resistances within this stratum ranged from 11 to 12 blows/foot. The
groundwater level at boring B1 was recorded at 4.6 feet at the time of drilling.
Soil test boring B2, which was performed on the south side of the structure, also encountered
an 8-foot thick stratum of very loose to loose light brown to dark brown fine sands and light grey fine
sands and slightly silty fine sands. The standard penetration resistance values within this surficial
stratum ranged from 4 to 10 blows per foot. In the 7 to 18 foot depth range,firm to veryfirm brown fine
sands were penetrated which exhibited blow counts ranging from 16 to 21 blows/foot. Below a depth
G&S CONSULTING April 27, 2010
Ponte Vedra Beach, Florida Page 3
of 18 feet and extending to the maximum boring termination depth of 30 feet, loose to firm green grey
slightly silty fine sands were encountered. Penetration resistances within this stratum ranged from 6
to 11 blows/foot. The groundwater level at boring B2 was recorded at 4.4 feet at the time of drilling.
4.0 GEOTECHNICAL EVALUATION
Our geotechnical engineering evaluation of the site and subsurface conditions and our
engineering recommendations are based upon: (1) our site observations; (2) the field test data
obtained during this geotechnical exploration; and (3) our understanding of the project background
information as presented in this report. The discovery of any site or subsurface conditions during any
future exploration and/or during remedial repair activities which deviate from the data presented in this
report should be reported to us for further evaluation.
4.1 Evaluation of the Cause(s) of Distress
Based upon our site observations and the collected geotechnical data, it is our opinion that the
observed exterior brick wall cracking observed on the south and north sides of the structure and on the
southeast corner of the structure is most likely a result of minor settling of the footing on very loose
surficial sands. Due to the sandy nature of the underlying soils, the majority of the settlement most
likely occurred during over a period of years. The potential for future long term settlement decreases
with elapsed time.
We feel that the future settlement is possible since the near very loose to loose surface sands
could continue to consolidate and compress resulting in additional settle m ent/d i stress. Based upon
our field exploration, soil conditions elsewhere appear to natural undisturbed sands and no settlement
concerns have been identified in these areas. Therefore, on the south and north sides of the structure
and on the southeast corner of the structure, it is our opinion that the potential for future long term
settlement exists and that foundation underpinning should be considered at this time to arrest future
long term settlement.
4.2 Evaluation of Foundation Repair Alternatives
The objectives of the foundation repair should be to stabilize the affected portion of the
structure regaining as much of the settlement as possible. We have evaluated several remedial repair
options including: (1) soil stabilization using chemical and/or cement based grouting procedures, and
(2) structurally supporting the affected perimeter wall and interior floor slab on pin piles. Based upon
our evaluation,we believe that underpinning techniques may be utilized to effectively and permanently
re-level and support the affected portions of the house.
5.0 GUIDELINE FOUNDATION REPAIR RECOMMENDATIONS
5.1 Design Guidelines
We recommend that the affected portions of the structure be supported by a sufficient number
of triple helix (10",12",14") helical piles bearing at a depth of approximately 15 feet below existing site
grades. The suggested spacing for the helical piles should be on approximately 5 to 6-foot centers.
All pins should be installed prior to final leveling. During final leveling, elevation surveys should be
G&S CONSULTING April 27, 2010
Ponte Vedra Beach, Florida Page 4
performed to adequately control the amount of leveling. Installation records should be kept by the
specialty contractor during pin installation. Pin locations as shown may be altered to avoid utilities,tight
access areas, etc.
5.2 Quality Control During Helical Pile Installation
The ability of hydraulically driven and helical pin piles to act as designed is highly dependent
upon the skill,experience,and techniques used by the foundation contractor. We strongly recommend
that an experienced engineering technician working under the direction of the geotechnical engineer
be retained to monitor helix pile installation. The monitoring technician will perform the following tasks:
Verify that all planned piles are installed and are advanced to the
required minimum pile tip elevation;
Verify that the proper helix configurations and/or pile diameters are
utilized;
Record the installation torque readings (helical) and/or gage pressure
readings (hydraulic ram) to verify desired design loads are being
achieved.
5.3 Grouting Program Recommendations
After completion of the underpinning program, we recommend that a cement based grouting
technique be used to grout the very loose to loose sandy soil zone and any voids which may or may
not be present beneath the foundations/floor slab or at the helical pile location only. Grouting should
be achieved using 3/4" O.D. injection pipes should be driven to depths of 10 feet below the existing
ground surface(or floor slab) using an appropriate driver. Grout shall be injected at each point starting
at the maximum pipe depth and proceeding to the slab surface. The controlling injection pressure for
use in this foundation treatment program shall be determined in the field, based upon grout
consumption and site specific factors. However, under no circumstances shall grout pressure be
sufficient to cause excessive heaving of the wail footer or concrete floor slab. A detailed record of
grout take at each grout point should be kept by the contractor and submitted to AGES for review.
The light-weight grout shall consist of a mixture of Portland Cement, bentonite, and water, in
combination with or without sand or other bulk fillers which may be necessary or desirable to
accomplish the intent of this specification. Cement shall conform to ASTM Standards as outlined in
ASTM C-1 50. Fluidifiers may be used to facilitate grout injection process and delay set of grout. The
fluidifer shall be a proven material and shall be approved by the Engineer. Water used in the mix shall
be fresh, clean, and free of deleterious amounts of sewage, oil, acids, alkali, and organic matter.
The grout mixing and pumping system shall consist of a mechanically driven mixer and a
positive displacement grout pump. The mixer shall be a double tub mixer and agitator capable of
mixing mortar cements having water-cement ratios varying from 0.6 to 4.0 (by volumetric calculation).
The pump shall be a positive displacement pump capable of delivering grout at a pressure of 150 psi
and the pump discharge. The pump shall be in good working order and free of oil and grease in the
tubs. Grout hoses shall be a minimum of 1-inch diameter and shall be in good condition.
G&S CONSULTING April 27, 2010
Ponte Vedra Beach, Florida Page 6
6.0 CLOSURE
We appreciate the opportunity to be of service as your geotechnical consultant. Should you.
have any questions concerning this report or if we may be of any further service to you, please feel free
to contact us.
Very truly yours,
AGE JA IN
imothy R. heeler,
Principal er
Regist d, Florida No. 42802
TRW/trw/Jl4644.wpd
Attachments
Distribution: Addressee (3)
ATTACHMENTS
Site Location Map
Field Exploration Plan
Key to Soil Classification
Test Boring Records
Field Exploration Procedures
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REFERENCE:
Mopquest.com
Jacksonville, Florida
SITE LOCATION MAP
2395 Mayport Road
Jacksonville, Florida
RAWN: TSM DATE: 04/14 SCALE:
ED: TRW 10] NTS
CHECK JOB NO:J14644
N-
"Stair Cracking" in Brick
2 Exposed Footer— 6" Thick
0 ZI
171-1
ry
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Cl-
B1 "Stair Cracking" in Brick
"Stair Cracking" in Brick
LE91;ND:
Penetration Test Boring Location (approximate)
8EFERENCE: Jacksonville, Florida
FIELD EXPLORATION PLAN
Site Plan Provided by Client 2395 Mayport Road
Jacksonville, Florida
NOTES:
The boring locations were established by AGES personnel
using handheld CPS Locater Units. Boring locations as �DRAWN: TSM DATE: 04/14/10 SCALE:
shown on this plan are approximate. CHECKED: TRW JOB NO: J14644 NTS
KEY TO SOIL CLASSIFICATION
CORRELATION OF N-VALUE WITH RELATIVE DENSITY & CONSISTENCY
SANDS AND GRAVEL SILTS AND CLAYS
NO.OF BLOWS,N* RELATIVE NO.OF BLOWS,N* CONSISTENCY
DENSITY
0-2 VERY SOFT
0-4 VERY LOOSE 3-4 SOFT
5-10 LOOSE 5-8 FIRM
1,-20 FIRM 9-15 STIFF
21-30 VERY FIRM 16-30 VERY STIFF
31-60 DENSE 31-50 HARD
OVER 50 VERY DENSE OVER 50 VERY HARD
PARTICLE SIZE IDENTIFICATION
(UNIFIED SOIL CLASSIFICATION SYSTEM)
CATEGORY DIMENSIONS
Boulders Diameter exceeds 12
Cobbles 3 to 12 inches
Gravel Coarse-0.75 to 3 inches in diameter
Sand Coarse-2.0 mm to 4.76 mm diameter
Medium-0.42 mm to 2.0 mm diameter
Silt and Clay I Less than 0.074 mm(invisible to the naked ey!L)JI
MODIFIERS
These modifiers provide our estimate ofthe amount of minor constituents(sand silt
or clay size particles)in the soil sample.
PERCENTAGE OF MINOR MODIFIERS
CONSTITUENT I I
5%to 12% Slightly Silty,Slightly Clayey,Slightly Sandy
12%to 30% Silty,Clayey,Sandy
30%to 50% Very Silty,Very Clayey,Very Sandy
These modifiers provide our estimate of the amount of other components in the soil sample.
APPROXIMATE CONTENT OF OTHER APPROXIMATE CONTENT OF
COMPONENTS(SHELL,GRAVEL, MODIFIERS ORGANIC COMPONENTS
ETC.)
0%to 5% TRACE 1%to 2%
5%to 12% FEW 2%to 4%
12%to 30% SOME 4%to 8%
wpdoc\Form\soiI 30%to 50% MANY >8%
TEST BORING RECORD
JOB NO J14644
BORING NO B1
Project 2395 Mavport Road Sheet 1 of .1
Boring Location (See Field Explorat!6n—Plan) Boring Begun 04/14/10
Ground Elevation Datum NA Boring Completed 0-4/14/10
Groundwater Depth 4.6' —Time: Drilling _ Date., 04/14/16 Driller D. Anderson
LAT/LONG: Engineer TRW
0 1 NUAKU rt:Nt:I
ELEV. DEPTH MATERIAL DESCRIPTION SAMPLE BLOW
(FT) (FT) No. Lows PER 6-IN.INTERVAL COUNT
U
A [11111511CIC
LUUZ5t brOWn Fine SAND 1 3 3 3 6 6
LOOSE DarK brown Slightly Silty Fine SAND
LOOSE Light Grey Fine SAND 2 4 5 5 5 10
LOOSE Dark Brown Slightly Silty Fine SAND
5 LOOSE to VERY LOOSE Brown Fine SAND 3 3 2 3 4 5
4 3 2 2 3 4
5 2 4 7 10 11
FIRM Brown Fine SAND
10
15 6 8 6 11 17
FIRM Light Brown Fine SAND
20 7 4 7 8 15
25 FIRM Green Grey Slightly Silty Fine SAND 8 3 4 7 11
30 9 4 5 7 12
UVIKINU ItKMINAIEU I I
BORING&SAMPLING,ASTM D1 586/CORE DRILLING,ASTM D213
BLOW COUNT IS THE NUMBER OF BLOWS OF A 140 LB.HAMMER
FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER 1 FT.
J14644bl.qpw
TEST BORING RECORD
J 14644
JOB NO
BORING NO--6f B2
Sheet I
Project 239 6�egun
Boring Location (See Field Fxploration Plan) Boring �_ 94/1_��lq
Ground Elevation Datum NA Boring Completed 04/14/10
I— �.4� 04/14/10 Driller D.Anderson
Groundwater Dep�h Time: _q[jtg__Date: 04/14/10
LAT/LONG: N 021 W 810 24.798' Engineer TRW -KAI UN 1=1
b1A
E E-V. DEPTH MATERIAL DESCRIPTION SAMPLE
LE NO. rBLOWS PER 6-IN.INTERVAL COUNT
(FT) (FT)
U �7L ,,
LOOSE Brown Fine SAND 1 6 5 5 6 10
LOOSE Light Grey Fine S �ND
- 2 3 3 3 4 6
LOOSE Dark Brown Slightly Silty Fine SAND
5 LOOSE Light Brown Fine SAND 3 2 3 3 3 6
VERY LOOSE Dark Brown Fine SAND 4 3 2 2 2 4
5 3 6 10 12 16
10 FIRM Brown Fine SAND
15 VERY FIRM Brown Fine SAND 6 7 10 11 21
20 LOOSE Green Grey Slightly Silty Fine SAND 7 3 3 3 6
25 8 3 5 6 11
FIRM Green Grey Slightly Silty Fine SAND
30 8 5 3 8 11
MUKINW]t:KMINA I r-IJ
KLIVIAKKb: BORING&UMPLING,ASTM D1586/CORE DRILLING,ASTM D213
BLOW COUNT IS THE NUMBER OF BLOWS OF A 140 LB.HAMMER
FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER 1 FT.
J14644b2.qpw
FIELD EXPLORATION PROCEDURES
Penetration Borings (wash/Chop Method)
The penetration boring was made in general accordance with ASTM D 1586-67, "Penetration
Test and Split-Barrel Sampling of Soils". The-boring was advanced to the water table by.augering and,
after encounteri.ng the groundwater table, further advanced by a "wash-a rid-cho p" drilling technique
using a circulating bentonite fluid for borehole flushing and stability. At two-foot intervals within the
upper 10 feet and at five-foot intervals thereafter,the drilling tools were removed from the borehole and
a split-barrel sampler inserted to the borehole bottom and driven 18 inches into the material using a
140-pound SPT hammer falling, on the average, 30 inches per hammer blow. The number of hammer
blows for the final 12 inches of penetration is termed the "penetration resistance, blow count, or N-
value". This value is an index to several in-place geotechnical properties of the material tested, such
as relative density and Young's Modulus.
After driving the sampler 18 inches (or less, if in hard rock or rock-like material) at each test
interval,the samplerwas retrieved from the borehole and a representative sample of the material within
the split-barrel was placed in a glass jar and sealed. After completing the drilling operations, the
samples for the boring were transported to our laboratory where they were examined by our engineer
in order to verify the driller's field classifications. The samples will be kept in our laboratory for a period
of two months after submittal of formal written report, unless otherwise directed by the client.
I
City of Atlantic Beach APPLICATION NUMBER
Building Department (To be assigned by the Building Department.)
800 Seminole Road az 6P
Atlantic Beach, Florida 32233-5445
Phone(904)247-5826 - Fax(904)24T-5845 Date rout d:
E-mail: building-dept@coab.us
City web-site: hftp://vmw.coab.us
APPLICATION REVIEW AND TRACKING FORM
Ir
ulred _Y_es�PNO I
nt review req
Property Address: /.9 V A,U
Buildi��)
iC& lanning &Zoning
Applicant: 11441, Tree Administrator
Project: 'Q'q7' Public Works
Public Utilities
Public Safety
Fire Services
01 2.
Other Agency Review or Permit Required Review or Date
of Permit Verified By
Florida Dept. of Environmental Protection
Florida Dept.of Transportation
St.Johns River Water Management District
Army Corps of Engineers
Division of Hotels and Restaurants
Division of Alcoholic Beverages and Tobacco
Other:
APPLI ' ION STATUS
7
P
Reviewing Department First Review: ;ApprovTed. [:]Denied.
(Circle one.) Comments:
PLANNING &ZONING Reviewed by: Date:-,5 /,17 /10
TREE ADMIN. Second Review: DApproved as revised. DDevnied.
PUBLIC WORKS Comments:
PUBLIC UTILITIES
PUBLIC SAFETY Reviewed by: Date:
FIRE SERVICES Third Review: RApproved as revised. []Denied.
Comments:
Reviewed by: Date:
Revised 05/14/09