PL-17-1542Miami Shores Village
10050 N.E. 2nd Avenue NE
Miami Shores, FL 33138-0000
Phone: (305)795-2204
Permit NO. PL-6-17-1542
Permit Type: Plumbing - Residential
Per
'' t Work Classification: Pool - Private
Permit Status: APPROVED
issue Date: 7/12/2017 1 Expiration: 01/08/2018
Project Address Parcel Number Applicant
1490 NE 101 Street 1132050350030 LUMA SHORES LLC
Miami Shores, FL 33138-2613 Block: Lot:
Owner Information Address Phone Cell
LUMA SHORES LLC 3128 DOWNS COVE Road (863)557-7629
WINDERMERE FL 34786-
3128 DOWNS COVE Road
WINDERMERE FL 34786-
Contractor(s) Phone Cell Phone
ESSIG POOLS INC 305-949-0000
)e of Work: PLUMBING FOR NEW POOL
)e of Piping:
ditional Info: PLUMBING FOR NEW POOL
nd Return :
issification: Residential Scanning: 3
Fees Due
Amount
CCF
$1.20
DBPR Fee
$3.38
DCA Fee
$3.38
Education Surcharge
$0.40
Permit Fee
$225.00
Scanning Fee
$9.00
Technology Fee
$1.60
Total:
$243.96
Valuation: $ 1,500.00
Total Sq Feet: 0
Pay Date Pay Type Amt Paid Amt Due
Invoice # PL-6-17-64273
06/09/2017 Check #: 301579 $ 50.00 $ 193.96
07/12/2017 Check #: 301578 $ 193.96 $ 0.00
Avaname mspecuons:
Inspection Type:
Main Drain
Final
Rough
Review Plumbing
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations
pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In
accepting this permit I assume responsibility for all work done by/either myself, my agent, servants, or employes. I understand that separate permits are
required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWDOORS, ROOFING and SWIMMING POOL work.
OWNERS AFFIDAVIT: I certipt th t I the foregoing informati is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. Fut ermo I authorize the pbove-nanj6dxontractor to do the work stated.
July 12, 2017
Authorized Sign ture: wner / Ap icant /' Contractor / Agent uate
Building De irtment C py
July 12, 2017 1
Miami Shores Village
RECEIVED
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
. Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
JUN 0 9 aM
CC—j� 4--s
5 4—,
FBCC 201U
BUILDING Master Permit No. b p I ^ � 5�Iv
PERMIT APPLICATION Sub Permit No. P Jq .j S u Z
❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION EXTENSION RENEWAL
OPLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR
DRAWINGS
JOB ADDRESS: )450 W L- 101 ) T
City: Miami Shores County: Miami Dade zip: 33 f 38
`-?ZOl C93S - CV3 0 Isthe .,,.-_ � .!y D__:___._d- V �O
PVIiG/r8rCeitr: 6'i.iiwiug M1ixvi�Cm�y vc�iguaw . ic5 i
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): �"� S�l<, �S �-�-� Phone#: �r(, 3 ` 513 - I W-5
Address: ? I IS PC> "."I N L" e- V -.oc�
City: W \ A d c.irvt-- _ /'<- State: rk Zi p: 3 92 k �o
Tenant/Lessee Name: Phone#:
Email: M C�k\ WI.C. Go ✓y1
CONTRACTOR: Company Name: ESSIG POOLS, INC Phone#: 305-949-0000
Address: 1800 NE 151 ST
City: NORTH MIAMI State: FL Zip: 331625
Qualifier Name: DANIEL ESSIG Phone#: 305-949-0000
State Certification or Registration #: CPC052505' Certificate of Competency #: C,
DESIGNER: Architect/Engineer: ��-2✓1 '� ��C.i ��e� Phone#: — L (c.
Address: w 710 Ce LV\ City: X& i C VLX State: P_ Zip: _M!CC7
Value of Work for this ;Permit: $ t 5-D0 • (g O Square/Linear Footage of Work:
Type of Work: ❑ Addition ❑ Alteration D1 ew ❑ Repair/Replace ❑ Demolition
Description of Work:
Specify color of color thru tile:
Submittal Fee $ Permit Fee $ 125- CCF $ CO/CC $
Scanning Fee $
Technology Fee $
Structural Reviews $
Radon Fee $
Training/Education Fee $
DBPR $
Notary $
Double Fee $
Bond $
TOTAL FEE NOW DUE $ Ir-13 . qG
(Revised02/24/2014)
Bonding Company's Name (if applicable)
I
Bonding Company's Address
City State
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City State
Zip
Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"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."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved and a reinspection fee will be charged.
Signature
R or AGENT
The foregoing instrument was acknowledged before me this
1 2� day of 20 S , by
A I I -- old who is personally known to
me or who has prod _ a
Signature
CONTR
The foregoing instrument was acknowledged before me this
day of 1--11 c= 120 l- by
DANIEL ESSIG
me or who has produced
identification and &pMMISSION # FF 022108 identification and who did take an
�., XPIRES: September 27, 2017
NOTARY -PUBLIC: NOTARIEi'PUBLIC:
�I �-
who is personally known to
as
YORLENY M.HERNANDEZ
MY COMMISSION # FF 022108
EXPIRES: September 27, 2017
Bated Thru Notery Public Under~
APPROVED BY f�Plans Examiner Zoning
Structural Review
(Revised02/24/2014)
Clerk
'------i---'—"-----'--'--•—�-^--____•--___ __......_�...... �..--.... .r..•.••�.•au �anaa.a.•aw ocaa•wa.7
EC DYNATECH ENGINEERING CORP.
Miami, August 18, 2015
Mr. Marc Allegre
LUMA SHORES, LLC.
3128 Down Cove Road
Windermere, FL 34786
Re: Proposed Residence @
1490 NE 101" Street
Miami Shores, FL
Dear Mr. Allegre:
(Sr�vC �C
AppRpvl�D
W W W.DYNATECHENGINEERING.COM
i
DA /
Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Subsoil
Investigation on August 18, 2015, at the above referenced project. The purpose of our investigation
was to help determine subsoil conditions relative to foundation design of the proposed structures.
A total of (4) standard penetration boring tests were performed according to ASTM-D 1586 down to
an average depth of 25' below existing ground surface at the locations shown on the attached sketch.
The following graph was developed as a general condition below existing ground surface at the time
of drilling for the subject site: (refer to field boring logs for exact locations and soil conditions):
Average Denth
From
To
0'-0"
0'-6"
0'-6"
1'-0"
1'-0"
2'-0"
2'-099
Q,-O„
8'-0"
12'-0"
12'-0"
13'-0"
13'-0"
25'-0"
Description
Topsoil and grass
Brown sand
Light tan medium sand w/rock fragments
Brown sand w/rock fragments
Brown sandy silt
Tan medium sand w/rock fragments
Tan sandy limerock
Groundwater was measured immediately at the completion of each boring and was found at an
average depth of approximately 6'-0" below existing ground surface at the time of drilling. Existing
ground surface elevation was not provided to us at the time of drilling. Design engineers must verify
existing ground elevations as well as FEMA Flood and County highest and lowest groundwater
elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run
off as well as varying ground elevations constsuction dewatQring and -pumping activities in the area
and global warming. Site contractor must site conditions in the event
groundwater controls and dewatering is needed during corrstrncho". Surface flooding may result
under hurricane conditions and should be taken into consideration in the design of the project. The
contractor shall monitor and make sure th$t g:tunc.WateX levels' pia. adjacent properties are not
adversely impacted due to the contractors dewa.ferimg;aoti*ities. 1+064y groundwater and water
proofing contractors shall be consulted for'alt work below this gro&dwater level. Dewatering for pile
caps is expected.
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750 WEST 84TH STREET. HIALEAH. FL 33014 PHONE (3m) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM E�
Re: , 1490 NE 101" Street, Miami Shores, FL
Based on our understanding of the proposed structure and our field boring logs; it is evident that deep
foundation systems are needed to support the proposed structures and slabs without detrimental
settlement. Based on the Florida Building Code FBC 2014; deep foundation systems shall consist of one
of the following alternatives:
Alternatives
Pile Foundation
Approximate
Pile Depth
B.E.L.S.
Size
Pile Capacity
in Tons
Compression
Pile Capacity
in Tons
Tension
Allowable
Lateral Capacity
in Tons
Pin Piles / push piers
24' BELS
3" O sch.80
5 Tons
1 Ton
N/A
Helical Piles
24' BELS
3" O sch.80
8 Tons
4 Tons
N/A
Auger Cast Piles
24' BELS
12 Inches
25 Tons
12 Tons
1 Ton
Auger Cast Piles
24' BELS
14 Inches
35 Tons
15 Tons
2 Tons
Precast Concrete Piles
24' BELS
10" x 10"
17 Tons
5 Tons
1 Ton
Precast Concrete Piles
24' BELS
12" x 12"
25 Tons
7 Tons
1 Ton
Precast Concrete Piles
24' BELS
14" x 14"
35 Tons
10 Tons
2 Tons
B.E.L.S.: Below Existing Land Surface.
Estimated Lateral Load for a pile Top Deflection of inch; the proposed pile length is based on the existing
ground elevation at the time of drilling approximately street level. Pile length may vary depending on proposed
grade beam elevation and soil profile.
Helical piles bearing capacity is a proprietary product dependent on manufacturer shaft type, size, and steel
strength as well as helix size, numbers, spacing, depth, soil profile and installation torque. Therefore, the
helical pile specialty foundation contractors and his engineer shall submit signed and sealed shop drawings of
the proposed helical piles to the building department. The above depths are minimum depth required unless
authorized by the geotechnical engineer. Predrilling may be required to achieve design depths.
Estimated Lateral Load for a pile Top Deflection of 'A inch. Lateral load capacities may be increased using
battered piles. Batter angles can be used for the pile installation of up to 2 inches per foot (Horizontal,
Vertical). However, care should be taken not to overlap adjacent piles.
in case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create
excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps
must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are
experienced during construction, alternative driving methods shall be implemented (ie: predrilling, jetting,
hydraulic push, etc...).
The minimum center to center of piles or adjacent piles shall be not less than twice the average diameter for
round piles or 1-1/4 times the diagonal dimensions of rectangular piles, but in no case less than 30 inches to
avoid load capacity reduction caused by group effect. Piles shall be driven with a variation of not more than
'/4" per foot from vertical, and within 3 inches of the specified plan location.
The installation of adjacent piles (located within 6' o.c. of each other) on the same working day is not
recommended. We recommend that adjacent piles not be installed until the initial grouted pile has set
overnight.
The grout used in the pile installation shall develop a minimum compressive strength of 5000 PSI at 28 days.
Large grout volumes, possibly twice (or more) of the thelre:icgl ptlg vpI1me-,are expected for proper auger cast
pile installation due to subsoil conditions. More Sp whq& fiftd strti Are%.have been demolished and former
piles removed causing additional underground osvtti".: * •: 0.0 : % • •
All piles shall be designed by a professional epgineer ppd ghall be, plaped under supervision of our
Geotechnical Engineer to verify compliance witt otlr recoLurlebdtitiod. if t1i+le is not reinforced over the
entire length, we recommend a single No. 7 bgt*pe Rlaced tbe fe1hleng�l� oftl�e pile to verify pile continuity.
All work shall be performed in accordance with the applicable building code.
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750 WEST 84TH STREET. HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM `/ Eq'
Re: 1 1490 NE 101 St Street, Miami Shores, FL
The following soil parameters shall be used for retaining wall designs:
- Soil unit weight moist: 130 pcf. Submerged: 70 Pcf.
0
- Angle of internal friction: 30
- Earth pressure coefficient Ka: 0.33; Kp: 3.0
- Angle of wall friction: 30 for steel piles, 20 for concrete or brick walls; 15' uncoated steel.
Any underground structures such as grease traps; septic systems, etc... must be supported on pile
foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is excavated in it's entirely
and replaced with compacted washed gravel such as pea rock or # 57 stone. Fasten utility lines to
underside of structural slabs to limit settlements.
Excavations shall not extend within 1 foot of the angle of repose next to existing footings or
structures, unless underpinned. All excavation shoring must be designed and inspected by a Florida
licensed professional engineer.
All trenching work shall be in compliance with Florida Building Code, OSHA, and Trench Safety
Act.
Provisions shall be made by the architect, engineer of record and contractor to address vibration /
dynamic loading; differential settlements when tying in new to existing structures. Mixing of
different foundations shall not be used unless provided with expansion joints to address differential
settlements and vibration transfer.
Also note that as a common engineering practice for existing and new construction; outside ground
surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain
gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5
feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines
are properly functioning with no leaks in the vicinity of the foundations.
An arborist must be consulted prior to any land clearing to verify compliance with local codes.
Detailed settlement analysis was beyond the scope of this report. However, we have compared the
field test data obtained in this exploration with our experience with structures similar to those
proposed for this report.
The estimated magnitude of these settlements is I/2 to 1 inches. Due to the granular nature of the
subsurface materials, the foundation settlements should occur as the loads are applied and should be
virtually negligible by the end of the building shell completion.
..... . . . .. ..
If dynamic loading is proposed (ie: parkingkarage, etci..J $i; � oridition MUST be brought to our
attention to re-evaluate the applicability of our recbrrirrierldAtibnt... -
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750 WEST 84TH STREET. HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l /_ Eq'
Re: 1490 NE 101" Street, Miami Shores, FL
This report was prepared in compliance with the 2014 Florida Building Code. Site elevations were
not provided to us for the test locations. Depths reported on the field boring logs represent the depth
below existing ground surface as they existed on the date of drilling. In the event of subsequent
filling, excavations or site work, the reported depths must be adjusted to represent proper depths.
The boring log (s) attached present (s) a detailed description of the soils encountered at test location
(s). The soil stratification shown on the boring log (s) is based on the examination of the recovered
soil samples and interpretation of the driller's field log (s). It indicates only the approximate
boundaries between soil types. The actual transitions between adjacent soil types may be gradual.
Regardless of the thoroughness of a geotechnical exploration there is always the possibility that
conditions may be different from those of the test locations; therefore, DYNATECH
ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In
accepting and using this report the client understands and accepts that all data from the borings are
strictly for foundation analysis only and are not to be used for excavation or back filling estimates
and pricing. Owner and site contractor must familiarize themselves with site conditions prior to
bidding. For Environmental due diligence; a Phase I and/or Phase II Environmental Site
Assessments is recommended. As a mutual protection to clients, the public and ourselves, all reports
are submitted as the confidential property of clients, and authorization for publication of statements,
conclusions or extracts from or regarding our reports is reserved pending our written approval. The
scope of services performed in the execution of this investigation may not be appropriate to satisfy
the needs of other users, and use or re -use of this document or the findings, conclusions, or
recommendations is at the risk of said user. Said user must contact DEC in writing to verify
applicability of this report for their use. All work must be conducted under the supervision of our
geotechnical engineer. The discovery of any site or subsurface conditions during construction which
deviate from the information obtained from our subsoil investigation is always likely and should be
reported to us for our evaluation. All work shall be conducted in compliance with the Florida
Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County
and City rules and regulations.
It has been a pleasure working with you and look forward to do so in the near future.
Sincerely yours,
Wiss Naamani, P. E.
DYNATECH ENGINEERING CORP.
Florida Reg. No. 39584
Special Inspector No. 757
Certificate of Authorization No.: CA 54
91
SNAD
% 39584
p,•�2.
FLOVO
S IONXV
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750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM t _ EC
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750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM t _ EC
TEST BORING REPORT
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DYNATECH ENGINEERING CORP.
TEST BORING FIELD LOG
CLIENT : LUMA SHORES, LLC. DATE: August 18, 2015
PROJECT : Proposed Residence @ HOLE NO.: B-1
ADDRESS : 1490 NE 101" Street, Miami Shores, FL. DRILLER: A.S.
LOCATION : See attached sketch
HAMMER
DESCRIPTION OF MATERIALS IL
Depth
BLOWS ON
"N"
SAMPLER
2
Hand
H
0'-0" to 0'-6"
TOPSOIL AND GRASS
4
Hand
H
0'-6" to 1'-0"
BROWN MEDIUM SAND
6
9 9
17
8 8
8
7 6
5 5
11
1'-0" to 2'-0"
LIGHT TAN MEDIUM SAND W/ROCK FRAGMENTS
10
1 1
1 1
2
2'-0" to 8'-0"
BROWN MEDIUM SAND W/ROCK FRAGMENTS
8'-0" to 11'-0"
GRAY SILT
12
1 1
1 1
2
14
9 9
13
2011
I1'-0" to 12'-0"
BROWN SANDY SILT
16
19 22
20 22
42
12'-0" to 13'-0"
TAN MEDIUM SAND W/ROCK FRAGMENTS
18
13'-0" to 25'-0"
TAN SANDY LIMEROCK
20
22
24
38 30
62
32 31
26
30 28
28
30
32
.. ... . . . . . ..
.. ...
34
.. ... .. . . . ..
36
38
Water Level: 6' Below Existing Land Surface at time of drillUdg As a V.tdal jroTctjnjo AientS,jhe juljlic and ourselves, all reports are
submitted as the confidential property of clients, and authorization for pul0cfttionef statement conclusions eAextracts from or regarding our reports is reserved
pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL
••• • • • • ••• • •
• • • • • • • • • •
••• • • • ••• • •
750 WEST 84TH STREET. HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM `/_ EC
DYNATECH
ENGINEERING CORP.
TEST BORING FIELD LOG
CLIENT : LUMA SHORES, LLC. DATE: August 18, 2015
PROJECT : Proposed Residence @ HOLE NO.: B-2
ADDRESS : 1490 NE 101" Street, Miami Shores, FL. DRILLER: A.S.
LOCATION : See attached sketch
HAMMER
DESCRIPTION OF MATERIALS
Depth
BLOWS ON
"N"
SAMPLER
2
Hand
H
0'-0" to 0'-6"
TOPSOIL AND GRASS
4
Hand
H
0'-6" to P-0"
DARK BROWN MEDIUM SAND W/ORGANIC STAIN
6
6 9
18
9 8
8
9 7
8 2
15
1'-0" to T-6"
LIGHT TAN MEDIUM SAND W/ROCK FRAGMENTS
10
1 1
1 1
2
T-6" to 11'-0"
GRAY SILT
12
1 1
1 1
2
I V-0" to 12'-0"
BROWN SANDY SILT
14
6 6
9 13
15
12'-0" to 25'-0"
TAN SANDY LIMEROCK
16
20 19
40
21 20
18
20
22
24
41 40
80
40 35
26
36 34
28
30
32
34
. ......... .
.
.. ... .. . . . ..
36
. ... ..
38
Water Level: 6' Below Existing Land Surface at time of drilling As amutual prolectionoo clients,the4wpublic and ourselves, all reports are
submitted as the confidential property of clients, and authorization for pu61 cation of statement conclusions or extracts from or regarding our reports is reserved
pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL
••• • • • • ••• • •
• • • • • • • • • •
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750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM #EC
DYNATECH ENGINEERING CORP.
TEST BORING FIELD LOG
CLIENT : LUMA SHORES, LLC. DATE: August 18, 2015
PROJECT : Proposed Residence @ HOLE NO.: B-3
ADDRESS : 1490 NE 101" Street, Miami Shores, FL. DRILLER: A.S.
LOCATION : See attached sketch
HAMMER
DESCRIPTION OF MATERIALS
Depth
BLOWS ON
"N"
SAMPLER
2
Hand
H
0'-0" to 0'-6"
TOPSOIL AND GRASS
4
Hand
H
0%6" to 1'-6"
LIGHT TAN MEDIUM SAND W/ROCK FRAGMENTS
6
6 9
7 7
16
8
7 1
3
1'-6" to 6'-6"
BROWN MEDIUM SAND W/ROCK FRAGMENTS
10
1 1
1 1
2
6'-6" to 7%6"
GRAY SILTY SAND
12
1 1
1 1
2
T-6" to I V-0"
GRAY SILT
14
6 6
9 9
15
11'-0" to 12'-0"
BROWN SANDY SILT
16
12 220 21
46
12'-0" to 25'-0"
TAN SANDY LIMEROCK
18
20
22
24
29 35
72
37 38
26
35 33
28
30
32
34
. .36
.. ... .. . . . ..
38
Water Level: 6' Below Existing Land Surface at time of drilbng As apmutual prosec1nio clients,[h4utlic and ourselves, all reports are
submitted as the confidential property of clients, and authorization for pu6rication of statement conclusions of extracis from or regarding our reports is reserved
pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL
•••
• • • • •••
•
•
•
• • • • • •
• •
•
••• • • • ••• •
750 WEST 84TH STREET. HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM
•
i
l . EC
DYNATECH ENGINEERING CORP.
TEST BORING FIELD LOG
CLIENT : LUMA SHORES, LLC. DATE: August 18, 2015
PROJECT : Proposed Residence @ HOLE NO.: B-4
ADDRESS : 1490 NE 101" Street, Miami Shores, FL. DRILLER: A.S.
LOCATION : See attached sketch
HAMMER
DESCRIPTION OF MATERIALS
Depth
BLOWS ON
"N"
SAMPLER
2
Hand
H
0'-0" to 0'-6"
TOPSOIL AND GRASS
4
Hand
H
0'-6" to 2'-0"
LIGHT TAN MEDIUM SAND W/ROCK FRAGMENTS
6
9 7
9
6 6
8
6 1
2
2'-0" to 6'-6"
BROWN MEDIUM SAND W/ROCK FRAGMENTS
10
1 1
1 1
2
6'-6" to 7'-6"
GRAY SILTY SAND
12
1 1
1 1
2
7'-6" to 11'-6"
GRAY SILT
11'-6" to 12'-6"
BROWN SANDY SILT
14
1 2
6 6
8
16
9 13
15 15
28
12'-6" to 25'-0"
TAN SANDY LIMEROCK
18
20
22
24
25 29
62
33 36
26
31 29
28
30
32
34
.. ••. . • • . . .•
• • . . . .
• .• . • . . ... .
. • .
.. ... .• . . . ..
36
. ... •.
38
Water Level: 6' Below Existing Land Surface at time of drilling As : ulealVrc`ec*ons o eliena,: heipub lic and ourselves, all reports are
submitted as the confidential property of clients, and authorization for pu&liontion•of statement conelusionsv extraots from or regarding our reports is reserved
pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL
••• • •
• • •••
•
•
• • • •
• • •
•
• •
STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM
750 WEST 84TH (305)
l EC
SITE PLAN
.,
.. ......... .
.. .... ....
. ...........
. .. .... ...
• • • • • • • • • •
• •• •• • • • •• ••
• • • • • • • • • • •
0 '
B# :Boring Test
Location
N
C �--e I n
•
NO
B2 t
B3
B1
B4.'
l.
DYNATECH ENO1 INEVRIWCORP.
. . ......
....
Client: Luma Shores, LLC.
Scale: N.T.S.
... .
Project: 1490 NE 101 Street, Miami Shores, FL
. .. ... . .
;�;
Date: August 18, 2015
. . .
. . . . . . .
.. .
GENERAL NOTES
Soil borings on unmarked vacant property should be considered preliminary with further boring(s) to be drilled after
building pad(s) are staked out.
Soil borings on existing structures that are to be demolished should be considered preliminary and additional borings
would need to be performed after the structure(s) has been demolished and proposed new building staked out.
As a mutual protection to clients, the public and ourselves, all reports are submitted, eLs confidential property of clients, an(
authorization for publication of statements, conclusions, extracts from or regarding our reports is reserved pending our
written approval.
KEY CLASSIFICATION & SYMBOLS
Correlation of Penetration Resistance With
Relative Density and Consistency
.f Cone Penetration . Standard.'
Tests
Penetration
(Ke/cm
lows/ft.
Sands 0-16
0-4
17-40
5-10
41-80
11-20
81-120
21-30
Over 120
31-50
Silts &
Clay
0-3
4-9
10-17
18-31
32-60
Over 60
0-2
3-4
5-8
9-15
16-30
31-50
Relative
Density
Very Loose
Loose
Firm
Very Firm
Dense
Very Loose
Soft
Firm
Stiff
Very Stiff
Hard
Particle Size
Boulders
> 12 in.
Cobble
3 in. to 1 in.
Gravel
4.76 mm to 3in.
Sand
0.07 mm to 4.67 mm.
Silt
0.005 mm. to 0.074 mm
Clay
< 0.005 mm
Modifiers
5% - 10 %
Slightly Silty or Clayey
10%.- 30%
Silty or Clayey
30% - 50%
Very.Silty or Very Clayey
0% - 5%
Slightly Trace
6% - 10%
Trace
11% - 20%
Little
21% - 35%
Some
> 35% And
Rock Hardness Description
Soft Rodlt cbtd c#uifiblls.Aon Dandled
Medium Cank reat • u � •
� . vC► � YD i 1�t>tls
Moderate Hard Thin edges of lock'cote IOU broken with fingers
Hard Thin edges or rock core cannot be broken with fingers
Very Hard R4ckttre ri !A When stxlok wish hammer (cherts)
. . ... ....
. . ...... ....
. .. .... ...
.... ....... .
. ..... . ...
. ...... . ....
.... . . .... .
Miami Shores Village
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
SWIMMING POOL OWNER'S CERTIFICATION
Date t' 11 z 3
Miami Shores Village
*000
Building &Zoning Department ••••
••�•'•
...... .. .
......
Attention: Building Official .... ....
•'••'�
. .
.... ....
.....
...... . ..
.....
I certify that I am the legal owner of the property described as • • • • • • •' •'
""�'
P -Wo f•�-; 61 ,located at I`ic,d N E f'di 'S-I':...%14
......
t
*see
In accordance with Section 33-12(f , Code of Metropolitan Dade County, I certify that I
understand and agree that the swimming pool to be constructed at the above address cannot
be used or filled with water until separate permit has been obtained for an approved safety
barrier, and such barrier erected, inspected and approved.
I further understand that this certification, however, does not eliminate the need for
obtaining a permit and erecting and approved barrier prior to final inspection and use of the
Legal Owner
Note: This certification is to be submitted with a swimming pool permit application in duplicate.
Miami Shores Village
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
RESTRICTIVE COVENANT PROTECTNE POOL ENCLOSURE
KNOW ALL MEN BY THESE PRESENTS:
WHEREAS, the undersigned i`�G f� 1������l�. is/are the fee
simple owner(s) of the following described property situated and being in Miami Shores Village, Florida:
Address: 11-kq0 QE I O \ S-r
Whereas, the undersigned owner(s)
desire to utilize said Lot(s) as a single building site, and the undersigned owner(s) doles) hereby declare and agree.as"lows:
*00:00
I. That the property will not be used in violation of any ordinances of Miami Shores Village or Mia"-Q3de
County now in effect or hereinafter enacted. • 09000
II. That the purpose of the covenant is to induce Miami Shores Village to issue a permit for a pool w h grg the
required enclosure is not on the subject property where the pool is located. • •
III. That if any of our adjoining neighbors remove any portion of their fence or wall, or if our/my property shall fail
to meet code requirements for pool barriers, we, as owners will immediately install a protectivI tmc:Adre to
meet code requirements and will obtain a permit for such fence. a••
IV. That, I/we, as owner(s) hold Miami Shores Village harmless for any negligence or injury that r;sults ffcgn not
having the enclosure. • • •
V. If enclosure belongs to said property, I agree to maintain & or replace said enclosure in the event that is
damaged or removed by any case.
NOW, THEREOF, for good and valuable consideration, the undersigned do(es) hereby declare that he/she will not
convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all terms and
conditions set forth herein.
FURTHER, the undersigned declare(s) that this covenant is intended and shall constitute a restrictive covenant
concerning the use, enjoyment and title to the above property and shall constitute a covenant running with the land and shall be
binding upon the undersigned, his/her successors and assigns and may only be released by Miami Shores Village, or its
successors, in accordance of said Village then in effect
OWNER SING & PRINT
I Hereby Certify that on this day personally appeared before me &l ( and has produced ID
Iellc-vJ as identification and he/she acknowledge that he/she executeGvthe foregoing, freely andypluntad
for purposes there in expressed.
SWORN TO AND SUBSCRIBED before me on this _day of
....
......
....
......
(Revised 05/2209---
U COMMISSION # FF 022108
4 EXPIRES: September 27 2017
;Q"••` Bonded Thal Notary Public Underwriters
Miami shores Village
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
NOTICE OF REQUIREMENTS
RESIDENTIAL SWIMMING POOL, SPA AND HOT TUB SAFETY ACT
I (We) acknowledge that a new swimming pool, spa or hot tub will be constructed or installed at
lyRO uL tok S-r Miami Shores, FL, and hereby
affirm that one of the following methods will be used to meet the requirements of Chapter 515,
Florida Statues and the Florida Building Code R4101.17.
Please initial the method(s) to be used:
The pool will be equipped with an approved safety pool cover that comp lies witf1 AgTy
• • • • •
F1346-91. (Submit Manufacturer's Specifications). • • '
.":' •
A continuous, one-piece (child) barrier meeting the requirements of Florida Building(iude
'
R4101.17.1.15 will protect the pool perimeter. The plans shall show the fence location and metivcf.
."".
attachment, including one end that shall not be removable without the aid of tools. (Submit ManbMlurer's
' �' •
• o • •
Specifications).
go
A combination of non -dwelling walls and fences (screen enclosure, child fence, Wstnio •
fence walls, chain link or wood fence, etc.) will protect t he pool perimeter. The plans must specify t he type :*see*
and location of all non dwelling walls. Florida Building Code, R4101.17.1 •
.. . ...
•
Any combination of protection which incorporates dwelling walls with openings directly into the •
pool perimeter and all windows and doors will be equipped with exit alarms complying with Florida Building
Code, R4101.17.1.9 (Submit Manufacturer's Specifications).
Any combination of protection which incorporates dwelling walls with openings directly into the
pool perimeter and all doors will be equipped with a self -latching device with positive mechanical
latching/locking installed a min. 54" above the threshold. If this option is selected, submit plans showing all
types and location of all perimeter protection. The plans must also show the location and type of all
openings, and the hardware type for each location. (Submit Manufacturer's Specifications).
In accordance with the Code, the pool may not be filled with water without compliance with the
Private Swimming Pool Safety Requirements, and upon expiration of the permit, the pool shall be
presumed to be unsafe. I understand that not having one of the above installed will constitute a
violation of Chapter 515, F.S ., an d will be considered as committing a misdemeanor of the second
degree, punishable as provided in Section 775.082 or Section 775.083 F.S . This form must be signed
by the Qwne agent an4AKe6_2dme co actor.
RE AND DATE Z GNATURE AND DA
TRACTOR S SIG � _
✓G , "�N1Y'fq�.� YORLENY M. HERNANDEZ
;.i MY COMMISSION # FF 022108
EAS PA,: EXPIRES: September 27, 2017
I (I .?O� tg,.• 80rded rnti Notary Public unde�
SAFE, POOL ALARM
S187D SAFE POOL ALARM
UPC:014575187011
One unit per single entry/opening (and/or with its screen by using the second set of sensors). Can Not be used for 2 windows next
to each other.
Magnetic Sensor Entry Alarm
"Always On" Alarm Protection
Adult Pass -Through Auto Reset Button
Additional Pass -Through Button For Delayed Entry From Either side Door or Fence
High Output-110-115 db Alarm
Water/Weather resistant Housing
Intended For Interior or Exterior Use
Magnetic Sensor For Additional Door/ Screen Door
9V Battery Operation (Not included)
Low Battery LED Display
Pool Guard Alarm USA Patent No. 5,473,310 and 6,727,819
ETL Approved Under UL 2017 Standards
Unit Size: 4.75 x 1.625 :( ,1.75 "
Pcs./20Ft.: 9,600
Pcs./ 40 Ft.: 19,680
Pcs./ 40 Ft. Hccl.: 22,896
Miami Ohores Village
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 755.8972
MIAMI SHORES VILLAGE
NOTICE TO BUILDING DEPARTMENT
OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER
THE FLORIDA BUILDING CODE
I (We) have been retained by & , - , , s:;4 - to perform special inspector services under
the Florida Building Code at the oject on the below listed structures as of
(date). I am a regi4dr or professional engineer licensed in the State of Florida. • • • • • •
PROCESS NUMBERS: " ' '�••
SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) •
❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (R4409.6.17.2.4.2)""" '
❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) • • • • so:.
❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) • • • • 0000
❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1) *Goes* • • •
❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) *see** ' 0000
'
❑ SPECIAL INSPECTOR FOR • • • • • •
Note: Only the marked boxes apply. �•••'•
The f ,indiv' �,al�; plo d by this fir 2or me a horiG ipre ent p rim ink soctib0 * ...
3. 4.
*Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or
licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional
engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an
architectural education program; successful completion of the NCEES
Fundamental Examination; or registration as building inspector or general contractor.
I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection
services.
I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site
for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida
Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections.
Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the
Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of
final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and
professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in
substantial accordance with the approved plans.
Signed a ad EngineerlArch,i act f C
Name _ (PRINT( / '/"(A�/
Address
DATE: S y//� Phone No.
Created on 6i10/2009
KENNETH R. PFEIFFER, P.E.
8754 S.W. 206 LANE
CUTLER BAY, FLORIDA 33189
CONSTANT CALCULATIONS
Concrete Strength = 5000 psi Steel Modulus = 29,000,000 psi
Concrete Modulus, Ec = 4050096 psi v(allowable) = 2V—F1
Ec=57277 * F l ^.5 n = Es/Ec k= n/(n+(Fs/Fc)) j = 1.00 - k/3
K= Fc*j*k/2 p= k*Fc/(2*Fs) p= k*Fc/(2*Fs) u= 3V—Fi
Fc = 2250 psi n = 7.2 k = 0.446 j = 0.851 K = 427
p = 0.0251 u = 212 Fy = 60000 psi Fs = 20000 psi v(allow) = 141 psi
INPUT DATA
Pool Depth = 5 feet
Critical Panel Area = 115 square feet
Maximum Pile Spacing = 11 feet 4 inches
Minimum Pile Spacing = 10 feet 1 inch
Maximum Slab Cantilever = 2 feet
Auger Pile Cap Area = 9 square feet
Helical Pile Cap Area = 4 square feet
Wall Thickness = 6 inches
SLAB THICKNESS
Residential Swimming Pool for
Luma Shores LLC
1490 N.E. 101 Street
Miami Shores, Florida
0000
.. .
••••
•
......
•
000000
....
• •
• • •
•••••
.. ..
••••
•00
Slab Thickness, tl = 1.5 x t2
Slab Thickness t2(Drop Panel) = 0.375 x L x cube root of 2000/F ]
t1=4.710 t2=3.140
Allow 3 inch cover to top and bottom steel in slab. Minimum Slab Thickness = 9.14 inches
10 Inch slab required
Author utilizes a standard slab thickness of 10 inches unless it is
required to be greater by calculations.
Drop panel thickness shall not be less than 4 inches
Try 6 inch thick panel
PANEL LOAD AND WALL LOAD
W = Wd x 62.4 + t2 x 150 / 12
Slab load = 468.2 pounds per square foot
Panel load = Slab load x Panel area
Panel Load = 53843.0 �rI
Wall Load = 4673.625
Deck Load = 0
Contributing Wall Load = (Depth of water x wall thickness x 150 #/sq. ft. x length) + any structural deck load
Contributing Wall Load = 4673.625 pounds
Total Panel Load = 58516.625
SHEAR CALCULATIONS
Check shear at edges where slab and drop panel join:
Area of whole panel = 115 square feet
Area of drop panel = 9 square feet
Area around drop panel = 106 square feet
• • • •
Load on slab only = 54302.825 pounds
Assume a depth to steel of 7 v = V/jdb where b = 4 x 3 x 12 = 144 inches
......
• • ;
'.
v = 63.28 psi <Allowable shear (110 psi)
•••:•,
0 •
�•���•
Shear at drop panel edge OKAY
0, , • •
, • • • • 0
• •„
•
Check punching shear at pile
, • • • •
Circumference of 14 inch pile = 43.98 inches
......
....
......
Circumberence of failure = 14 + 12*tan(45/(360/(2*3.l4l6))) = 75.158515
Total Pile Load = 59191.625 pounds
. • •
�; •
Shear at pile fracture = 102.793368 psi
Pile shear is okay
MOMENT CALCULATIONS
Mo = 0.09 x PI x L x F(1.00 - 2C/3L)squared
Where L = length between piles f = factor not to be less than 1
C = Diameter of pile in feet and W = Panel load
F = 1.15 - 14/12/L = 1.04702854
The author chooses not to apply any reduction factors in determining
the maximum panel moment
In addition, the author chooses not to determine moments in the minor
direction. The major moments will be applied in it's place
Total Panel Moment = 0.09 x P1 x L x 1.15 = 63139.2632
Moments as per code shall be proportioned as follows:
Maximum negative moment at 50 percent occuring in strip 1
Maximum positive moment at 20 percent occuring in strip 1
Maximum negative moment at 15 percent occuring in strip 2
Maximum positive moment at 15 percent occuring in strip 2
MOMENT DISTRIBUTION
-M 1 = 0.50 x 63139.2632 = 31569.6316 ft.-lbs.
+M1 = 0.20 x 63139.2632 = 12627.8526 ft.-lbs.
-M2 = 0.15 x 63139.2632 = 9470.88947 ft.-lbs.
+M2 = 0.15 x 63139.2632 = 9470.88947 ft.-lbs.
CALULATE STRIP WIDTHS
Span 1 = 11.33 feet
Span 2 = 10.085 feet
Because the author chooses to use the critical dimensions and apply
them in both directions, the minimum span shall be used.
Strip 1 = Span 2 / 2 and Strip 2 = Span 2 / 4
STRIP 1 = 60.51 INCHES
STRIP 2 = 30.255 INCHES
CALCULATE STRIP STEEL AREA
-Asl = 3.179 INCHES
+As ] = 1.271 INCHES
-As2 = 0.954 INCHES
+As2 = 0.954 INCHES
BAR SPACING
Provide #5 bars at 5 inches TOP
Provide #4 bars at 9 inches BOTTOM
Provide #4 bars at 6 inches TOP
Provide #4 bars at 6 inches BOTTOM
CANTILEVER SLAB CALCULATONS
Maximum Cantilever Moment = 1864.53 foot-pounds
•
.0oe
.. ••
••••
......
•
......
......
see
• • •
• • • •
• • • • • •
••
Area of Steel Required = 0.188 inches
Area Provided = 0.720
UPLIFT CALCULATIONS
Uplift Moment = (Water Displacement - Slab Weight) x Max. Pile Span (squared) / 8
Water Displacement = 343.2Pounds Slab Weight = 124.5 pounds Pile Span = 11.33 feet
Uplift Moment = 42111.4176 inch pounds
Uplift steel required = 0.28
Uplift steel provided = 0.72
WALL CALCULATIONS
."00
......
--------------------------------------------------------------------------------
Backfill Moment = 0.5734 x 100 x (Wd cubed)
••.�..
09
•..•
Backfill Moment = 9540 inch -pounds
• • • • • •
••••�•
Water Moment = 2 x 62.4 x (Wd cubed)
Water Moment = 20764 inch -pounds
.....
p = 0.2867 x I x 100
• • • • � •
• •
•••••
p=29psf
•••••.
•
p� = 0.2867 x (Wall Height + 1) x 100
•
......
p" = 186.355 psf
.'.
......
H=Wall Height *p+p_/2
••
"'
`••••�
H = 592 Pounds
•
y = Wall Height + 2(p)) / (3 * (p + p�))
y = 2.08 ft.
Wall Moment = H x y x 12
Wall Moment = 14783 inch -pounds
Live Moment = Wall Moment - Backfill Moment
Live Moment = 5244 inch -pounds
Ultimate Moment = 1.7 x Live Moment + 1.4 x Dead Moment
Ultimate Moment = 1.7 x 5244 + 1.4 x 9540
Ultimate Moment = 22270 inch -pounds
Wall Steel Area per foot = Ultimate Moment / (0.9 * Fy * (Wall thickness / 2))
Minimum Wall Steel Area per foot = 0.1374687
Use #3 bars at 9 inches (0.14666667 inches
F.f.P. 112•
LOT ,2
KOCK I
NOT VAId8pS3EDypfTF{
UkVifY ,4 SEAL
REVtSELt:
LOT 2
BLOCK S
HOLE O
WOODY 130 HOLE
BtSCAYNE BAY
PAES
L-GEA 0N-_,-K-ETCW
SCALE: NTS
"CAYN1'E SAY
ASSREVIATIONL-
Property Address: 1490 N.E. 101 St,, Miami Shores, FL. 33138.
Swc•S:OerALK. Cea•CONZRETE 5LO^K:� RUCTJRE. CLr-.c;iVN Lrw I ENCe. P:•PROFERTY LINE DUE=DRANiAGc U77LI TY EASE►! ENT, F-IRON FIH
T
FcFOUNp 1VCsRIRCCNDi'TYWEFROS.J►RO►[R7YCORNL'RIIM11.w-teOHOLE tMF•YIDOOEN-F'E.4CE RfSSL'ZLIt:�L'.:.�>=.t.�.•_-
L1E•UMLrrY EASEMENT. CONC=CONCRETE SLAB. RP✓ *RIGHT OF YAY,
tPaai rarU'rlhtt�n• tnt.gpp,G'•aI1�A�ERKFAVTaccording#ot#leWatthereo€, as reeartied-
IN
DE=DRAAGE EASEMENT EN'� crL-CtA LIKE, GrDUMTER, TYP-TYPIC,t
WMEASUR_D. RMAICORDSD, LNCR&,9kCRCACH�.ENT. COr_3 MPxMPUTEF_ SH&AVF.A.., ,,I,c ,,'ANL a 04C-. &.SET Pfa.PMt,8M FLOOR BLEVAno•
in Plat gook 114 , Page 46, of the Public Records of Miami -Dade County, Florida.
OrM>OPFSET, PIP -POKER POLE. OH►•aVEfile11D PONlRL,hJ•,1nte=KP, TER METER
-
VC00 FENCE= 3 Z S O 13F. MASONRY YJILL• �— ELEVATION BASED ON LOC. #
- '
eDW-BETE+ c•':'. •.j�••t. 'r{:+Vr' .•� j�.'•1:+'�-1:+•. CBM# 3-26—RA ELV7'23 1 1
4,AUlTE►IL"CEtDRAINAGEEASEMENT•MaC.E TYPE OF SURVEY: BOUNDARY URM
SURVEYOR'SNOTES: 1) G1rJNERSHIP SUBJECT TO OPINION OF TITLE 2) NOT VALID WITHOUT THE SIGNATURE
ANi9ithT5ED SEAL OF AFLIIRtDF2tCcNSI TO SURVErfOR7�ND7tA?PER;
BY CERTIFY That the survey represented
meets the minimum techr°c1l
SINCE 1967
3) THE SITFtVcY DEPkCT He-E IS NOi
�y tie STAiO� r iORh�A Bard c' Land
COVERED BY PROFESSIONAL LVnBILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY GUENT -5)rt
;JNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL
pursuant ID Section 472.G2i Fbnda
frvg n ers • Land Surveyors • Planners • LB i OOCT059
GEODETIC
VERTICAL DATUM OF 1929. i) OLNNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL �
RES�ICTIONS NOT SHOVtiN ON THIS SUP.VEY THATMAYBE FOUND 1N THE PUBLIC RECORDS pF T'rilS COUNTY.
.
fThere re no oncroschments, overlaps easements •
cn the
bb6 NORTH SHORE DRIVE
9)
THc APPROPRIATE AUTt-10RITY PRIpR TO ANY DESIGN 1fVJRK FOR BUlLDINv AND ZO{JNGnha:eon.
o prat or visible easemenTs a:.her roan
M1AMd BEACH, FL 3394'7CONTACT
INFORW.TION. i 0) EXAMINATION OF THE ABSTRACT OF TITLE VVILL HAVE TO BE MADE TO DETEStMINE RECORDED
INSTRUMENTS, IF ANY, AFF�O�NGTHIS PROPERTY
(�
1QS 865_�Z� fmoit: bancos ossinc
(� �Y �Yahoo.cor, FBX: (3051 865-78
Additions or deletions to stu vc me or reports b other than the si o
Y Ps P Y gnin� party or parties is prohibited
- -
"�"
Ftoofl2oNr- -
L C� 9 1 09 ;3�.sE
without written consent of the Signing party or parties.
ADIS N NUNE2
PANEL: 0306
C 120652
COMMUNITY
BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE -OF SAID PA - 114 oer-. 4LT
REGISTERED LAND SURVEYOR
_
L�ATtr:, SCALE:
DY1Rd. 8Y I in;; rJ