DOCK-14-2335 Miami Shores Village r-�cI
.0� 5 Building Department FEB A0 t 2015
10050 N.E.2nd Avenue,Miami Shores, Florida 33138 BY:
—4�
✓ Tel:(305)795-2204 Fax:(305)756-8972
INSPECTION LINE PHONE NUMBER:(305)762-4949
FBC 2010
CANCELLEL
BUILDING Master Permit No.-DocjI I Lf- Z335
PERMIT APPLICATION Sub Permit No.
OBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 1009 N E 104th Street
City: Miami Shores County: r zip:
Folio/Parcel#:11-2232-029-0140 Is the I r * I designated:Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder):Alexandre Rodier Phone#:
Address:1009 NE 104th Street
City: Miami ShoresState: FI Zip: 33138
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR:Company Name: Contour Marine, Inc. Phone#:
Address: 1040 Adams Street
City: Hollywood State: FI Zip: 33019
Qualifier Name: Jason G. Klein Phone#: 954-849-9186
State Certification or Registration#: CGC-1521762 Certificate of Competency M
DESIGNER:Architect/Engineer: LUIS Rosas-Guyon Phone#: 305-386-3858
Address:11401 SW 40th Street, Suite 245 City: Miami State: FI Zip: 33155
Value of Work for this Permit:$32,500.00 Square/Linear Footage of Work: 300 SF
Type of Work: ❑ Addition ❑ Alteration Q New ❑ Repair/Replace ❑ Demolition
Description of Work: New Timber Boat Dock (300SF) and New 16,000 Ib. Capacity Boatlift
�D CAN 058 - 'gyp r A -DWil::�-- l 2-
Specify color of color thru tile:
r' Submittal Fee$ 50 'CK) Permit Fee$ CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$ Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$ Bond$
TOTAL FEF NOW n'1F$
(Rev1sed02/24/2014)
Bonding Company's Name(if applicable)
Bonding Company's Address _
City State Zip
Mortgage Lender's Name(if applicable)
Mortgage Lender's Address
City State 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. 1 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 Signature _
OWNER or AGENT CONTRACTOR
T • oregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me
me this
day of 20 L7Z� by I L— day of 20 ) by
who is personally known to • �, o is personally known to
me or who has produced as me or who has produced as
identifica —.k-a;a*ter o -^-^�*h identification and who did take an oath.
""" ''•, BIBIANAVII.WON NOTARY PUBLIC:
NOTARY : , MY COMMISSION k EE 146351 —
a EXPIRES:Nove
mbar 22,2015 BIBIANAVILLMON?'
F,�:�,•��Bonded ThN Notary Public Underwriters MY COMMISSION N EE 146351
2015
S, ? . EXPIRES:Novembec Underwriters
"filrint: Print:
Seal: Seal:
**r*****s**s*********#*s*•�********r**�r+e#*****sr*r*sr�*s*sr+e�**s*s**s**sr*s s, e res**r**�*ger****ss*s*****ss
APPROVED BY Plans Examiner Zoning
2 Structural Review Clerk
(Revised02/24/2014)
007US
Local: Business Tax Re ceipt
Miami-Dade County,, StEatq. of Flon a _
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OWNIA AY&OPS FIti�lD
CONTG VAP INC 196 SREdA&Y ENGINEERING x TAX OO!iciCT0R
Wor(urfs�` 3 3:Q® OQ93/3t3fi4
Et21-14-043718 i
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I
Date
CERTIFICATE OF LIABILITY INSURANCE 1/7/2015
Producer: Plymouth Insurance Agency This Certificate is issued as a matter of information only and confers no
2739 U.S. Highway 19 N. rights upon the Certificate Hower. This Certificate does not amend,extend
Holiday, FL 34691 or alter the coverage afforded by the policies bekwv.
(727) 938-5562 Insurers Affording Coverage NAIC#
Insured: South East Personnel Leasing, Inc. &Subsidiaries Insurer A: Lion Insurance Company 11075
2739 U.S. Highway 19 N. Insurer s:
Holiday, FL 34691 Insurer C:
Insurer D:
Insurer E:
Coverages
The policies of insurance listed below have been issued to the insured named above for the policy period indicated. Notwithsta Ing any requirement,term or condition 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.
INSR ADDL I Policy Effective Policy Expiration Limits
LTR INSRD Type of Insurance Policy Number Date Date
(MM/DD/YY) (MM/DD/YY)
GENERAL LIABILITY Each Occurrence
Commercial General Liability Damage to rented premises(EA
Claims Made 13Occur occurrence)
Med Exp
Personal Adv Injury
eneral aggregate limit applies per:
General Aggregate
Policy ❑Project ❑ LOC Products-Comp/Op Agg
UTOMOBILE LIABILITY Combined Single Limit
(EA Accident) 8
Any Auto
Bodily Injury
All Owned Autos
(Per Person)
Scheduled Autos
Hired Autos Bodily Injury
Non-Owned Autos (Per Accident)
Property Damage
(Per Accident)
EXCESSIUMBRELLA LIABILITY Each Occurrence
Occur ❑Claims Made Aggregate
Deductible
A Workers Compensation and WC 71949 01/01/2015 01/01/2016 x I wC statu- OTH-
Employers'Liability tory Limits ER
Any proprietor/partner/executive officer/member E.L.Each Accident $1.000,000
excluded? NO E.L.Disease-Ea Employee $1,000,000
If Yes,describe under special provisions below.
E.L.Disease-Policy Limits $1,000,000
Other Lion Insurance Company is A.M.Best Company rated A-(Excellent). AMB#12616
Descriptions of Operations/LocationsNehicies/Exclusions added by Endorsement/Special Provisions: Client ID: 80-65-513
Coverage only applies to active employee(s)of South East Personnel Leasing,Inc.&Subsidiaries that are leased to the following"Client Company":
Contour Marine Incorporated
Coverage only applies to injuries incurred by South East Personnel Leasing,Inc.&Subsidiaries active employee(s;,while working in FL.
Coverage does not apply to statutory employee(s)or independent contractors)of the Client Company or any other entity.
A list of the active employee(s)leased to the Client Company can be obtained by faxing a request to(727)937-2138 or by calling(727)938-5562.
Project Name:
FAX:954-920-4762&MAIL HOLDER/ISSUE 01-11-11(TD)Reissued 12/10/12(SH)/Reissued 12/9/13(SH)REISSUE 01-03-14(EP)
Bealn Date 6/15/2010
CERTIFICATE HOLDER CANCELLATION
CITY OF MIAMI SHORES Should any of the above described policies be cancelled before the expiration date thereof,the issuing
insurer will endeavor to mail 30 days written notice to the certificate holder named to the left,but failure to
do so shall impose no obligation or liability of any kind upon the insurer,its agents or representatives.
10050 NE 2ND AVENUE
MIAMI SHORE, FL 33138 �/ �
j�
DECO Engineering Specs: DECO Elevator Lifts o
c
B Seawall Mount(2)required Ll
D to be anchored with a minimum
E H of(4)5/8"wedge anchors with
6"minimum inbedment.
= o Piling Mount(2)required
IF Uto be through bolted with
(2)5/8"bolts each piling
i I min. 10"diameter on 6k-13k;
I min. 12"diameter on 16k-20k.
Min.Recommended Wire Size
100' 200' 300' 400'
A G 3/4-hp #10 #06 N/A N/A #12-5 #12-5
110v
3/4-hp #12 410 #08 #06
220v
All structural components of DECO Lifts consist of 6061-T6 Marine Grade Aluminum, � #os #os N/A N/A
all fasteners and hardware are 304 stainless steel. 1 hp
220v #10 #08 #06 #04
A B C D E F G H I
HP tors
Lift Capacity Cradle Drive MoGear Track Track Track Spanner Guide Bunk In. of
Lbs. Beam Shafts Winders Cables Voltage Ratio I-Beam Angle Spread Pipe Posts Boards Lift/Min.
(TENV)
4"x 8"Box 1.5" 2" 5/16" (2)3/4HP Vertical 1.5"Alum.
6,000 1/4"Thick Sch. 80 S.S. 120V/13A 250 to 1 5 25X 8 W or 96" 2"x10"
Sch. 40 Sch. 40 80" 24"/Min.
8 S.S. Alum. 2 Part 240V/7A g 22° 92" 12' Lg.
4"x 8"Box 1.5" 2" 3/8" (2)3/4 HPVertical 1.5"Alum.
10,000
1/4"Thick Sch. 80 Sch. 80 S.S. 120V/13A 250 to 1 5"H x 8"W or 120" Sch. 40 80" 2"x10" 24"/Min.
8, 25 L .
S.S. Alum. 2 part 240V/7A g 22° 116" 12' Lg.
4"x8"Box 1.5" 2" 5/16" 2 1 HP Vertical
1/4"Thick+ ( ) 6"H x 10"W 1.5"Alum. 3"x10"
13,000 75"x3"(1) Sch. 80 Sch. 80 S.S. 120V/13A 300 to 1 or 120" Sch.40 120" 16"/Min.
FB-10' S.S. Alum. 3 Part 240V/7A 25' Lg. 22° 16' Lg.
116"
4"02"Box 1.5" 2" 3/8" (2) 1 HPVertical 1.5"Alum.
16,000 1/4"Thick Sch. 80 Sch. 80 S.S. 120V/1 3A 300 to 1 6"H x 10"W or 144" 3"x10"
10S.S. Alum. 240V/7A 25' Lg. 22° Sch.40 12Q" 16' Lg.
16"/ Min.
3 Part 140"
4°x12°Box 1.5^ 2" 5/16" (2) 1 HP Vertical
20,000 1/4"Thick+ Sch. 80 Sch. 80 S.S. 120V/13A 7"H x 12"W or 1.5" Alum. 3"x10"
75"x3°(1) 300 to 1 144" Sch. 40 120" 16"/Min.
FB-10' S.S. Alum. 6 Part 240V/7A 25' Lg. 22° 16' Lg.
DECO Power Lift, Inc., 1041 Harbor Lake Dr., Safety Harbor, FL 34695
800-204-4178 www.decoboatlift.com
Ggp,FTSMANS4I.
DECO Power Lift, Inc.
® 1041 Harbor Lake Dr.
SINCE 1959 Safety Harbor, FL 34695
(727) 736-4529
® � (800) 204-4178
Fax: (727) 736-8703
www.decoboadift.com
GIVEN: 13,000 LB ELEVATOR BOAT LIFT
CRADLE WEIGHT=600 LBS
MATERIAL: 6061-T6 ALUMINUM
MATERIAL DATA OBTAINED FROM THE ALUMINUM ASSOCIATION, DESIGN MANUAL 2005
FIND: STRUCTURAL INTEGRETY OF TOP BEAM
STRUCTURAL INTEGRETY OF SIDE PLATES HOLDING CRADLE BEAM IN PLACE
STRUCTURAL INTEGRETY OF TRACK I-BEAM
STRUCTURAL INTEGRETY OF CRADLE BEAMS AS DESIGNATED(A) IN DRAWING
STRUCTURAL INTEGRETY OF CABLES AS DESIGNATED (D) IN DRAWING
ASSUME: BEAMS HAVE FIXED END SUPPORTS
CENTER OF GRAVITY OF LOAD IS LOCATED AT THE CENTER POINT OF THE BUNK BOARDS
SOLUTION:
Required inputs
Mass
Boat: 1 00 LBS
Cradle 600 LBS
Track beam (6"x 10" I-beam)
Page VI-12: 1 10 x 8.65 Side plates
d 0 in b 0 in
b 6 in h 0.375 in
t flange 0.41 in d 13 in
t web 0.25 in
A 7.351int b 0 in
S_x 26.4 in h 01 in
ry 1.42 in d 13 in
Top beam Lower beam
b 4 in 41 in
h 6 in h 8 in
t 0.25 in t 0.25 in
L 737 in L 120'in
d 24 in d 501 in 1)I
Cable Stiffening plate on lower beam
Diameter 0.3125 in m 3 in a C.
#Parts 3 n 0.75 in �•
Results
. . Beam Side plateE Track Beam LB Cable -
FS must be greater than 1
Page 1 of 12
First, lets determine the weight that will be applied to the boat lift at each cable
(Boat 1 LBS
Cradle 600 LBS
The mass of the boat applied, in this case, between 2 posts
Therefore,
F_applied= (Mass of boat+ Mass of cradle)/2
F_applied = 6800 LBS
Page 2 of 12
TOP BEAM CROSS SECTIONAL ANALYSIS
*Input blue values*
NA= Neutral axis t
c= maximum distance from NA
A=area b_i —r
Cross sectional geometry c
7in
Eh in 0.21in h—i h -- -—-— .—.
c 3 in I
b_i 3.5 in NA
h i 5.5 in
A 4.75 int
�—b--►�
The second moment of area represents the beams stiffness
Second moment of area for a rectangular cross section= b*h3/12
for a boxed cross section the second moment of area= b*h'/12 -b_i*(h_i)3/12
Second moment of area = I
Therefore,
I = 23.47 in
The section modulus is a representation of the section's strength
Section modulus= S x
S x= 1 /c
Therefore,
S X= 7.82 in
L represents the length of the top beam.
,L 371 in
Therefore, the slenderness ratio for this beam =S= (2*L*S_x/(I)112)1n
S= 10.93
According to the Aluminum Association Design Manual for aluminum alloy beams,
type 6061-T6, per page VII-67 the stress for buckling given the slenderness ratio
S< S,= 123
F_b=21 ksi
Page 3 of 12
Therefore,
F b= 21 ksi
F_b represents the allowable stress that this beam can withstand before buckling
in compression. This stress is located at the extreme fiber of the cross section.
With the information given, it is now possible to determine the required amount of
section modulus to support the allowable stress.
S x_required = Moment on beam/F_b
Moment on beam = F applied "d
d =the greatest distance perpendicular from the support to F_applied
It is also the point where the maximum moment of the beam is achieved.
In the top beam case, the maximum moment is reached when the cable is at it's maximum distance
Therefore, d=distance from beam support to length of winder
F_applied is divided by 2 in this case because there are two sets of cables on each upper beam
td -- 241 in
Therefore,
S_x_required = 3.89 in
To check, S_x> S_x_required
S x 7.82 in
S_x_required 3.89 in
Design is OK
Factor of Safety : 2.01
Page 4 of 12
(2) SIDE PLATE ANALYSIS
*Input blue values*
A= area h
Plate is welded
Cross sectional geometry (3/8)
10 in
h ____ _ 0.375,Ein
A 3.75 int
h
Cross sectional geometry (3/4)
O,in T
in
A 0 int
The section modulus is a representation of the section's strength
Section modulus= S_x= 2*h*b2/6
Therefore,
S X= 12.50 in
According to the Aluminum Association Design Manual for allowable weld stress
type 6061 J6
F b= 12ksi
Therefore,
F b = 12 ksi
F_b represents the allowable stress that this plate can withstand before buckling
in compression. This stress is located at the extreme fiber of the cross section.
With the information given, it is now possible to determine the required amount of
section modulus to support the allowable stress.
S_x_required = Moment on beam/F_b
Moment on beam = F_applied *d
Page 5 of 12
d =the greatest distance perpendicular from the support to F_applied
It is also the point where the maximum moment of the plate is achieved.
Therefore, d = distance from weld to middle of beam
_
Therefore,
S x required = 7.37 in'
To check, S_x> S_x_required
S_x 12.50 in
S_x_required 7.37 in
Design is OK
Factor of Safety = 1.70
Page 6 of 12
TOP BEAM CROSS SECTIONAL ANALYSIS
*Input blue values*
A=area t
tw
Cross sectional geometry
d — 0 in
b 6in
t_flange 0.41 in d
t_web 0.25 in
A 7.35 in
tf
�— h —►�
The section modulus is a representation of the section's strength
Section modulus= S x
Provided from Table 8, page VI-12
S X= 26.40 in
L represents the length of the beam subject to the load due to the trolley
L 48 in
Therefore, the slenderness ratio for this beam= S=Ury
S= 33.80
According to the Aluminum Association Design Manual for aluminum alloy beams,
type 6061-T6, per page VII-69 the stress for buckling given the slenderness ratio
S, < S < S2
S, = 21
S2= 79
F_b=23.9-0.124*L/ry
Therefore,
F b= 19.71 ksi
F_b represents the allowable stress that this beam can withstand before buckling
in compression. This stress is located at the extreme fiber of the cross section.
With the information given, it is now possible to determine the required amount of
section modulus to support the allowable stress.
Page 7 of 12
S_x_required = Moment on beam/F_b
Moment on beam = F_applied*d
d =the greatest distance perpendicular from the support to F_applied
It is also the point where the maximum moment of the beam is achieved.
In the track beam case, d =disance between trolley wheels
d 48 in
Therefore,
S x required = 16.56 in
To check, S_x> S_x_required
S_x 26.40 in
S_x_required 16.56 in
Design is OK
Factor of Safety = 1.59
Page 8 of 12
LOWER BEAM CROSS SECTIONAL ANALYSIS
*Input blue values*
NA= Neutral axis t
c= maximum distance from NA
A=area
Cross sectional geometry
rb 4 in
1h 8 in
It 0.25 in 4 10 b_i
,m 3 in
in 0.75 in
c_1 4.75 in h h_i • —————
c-2 0.375 in • -- -- ------
b_i 3.5 in c-2
h_i 7.5 in C
A_1 5.75 int n 12 •-- ----- x
A_2 2.25 int T �-- 4
�-b c 1
For section 1:
The second moment of area represents the beams stiffness
The second moment of area for a rectangular cross section = b*h3/12
for a boxed cross section the second moment of area= b*h3/12 -b_i*(h_i)3/12
Second moment of area= I
Therefore, for section 1
1 1 = 47.62 in
For section 2:
The second moment of area= m*n3/12
Therefore, for section 2
1 2 = 0.11 in
For a non-symmetrical system, it is necessary to locate the centroid of the cross section.
Then the second moment of area can be calculated about an axis through the centroid for the entire cross section
To do this, the neutral axis indicated by C in the diagram must be determined.
C*A=c_1*A_1 + c_2*A 2
where
A=A 1 +A 2
Therefore, C= (C*A)/A
C= 3.52 in
Page 9 of 12
The moment of area about C must now be calculated.
Using the parallel-axis theorem, the moment of area about the neutral axis is as follows,
I_C= I (I_n +A n*(C-c n)Z)
Therefore, IS = (1_1 +A-1*(C-c_1)2)+(1_2+A_2*(C-c_2)2)
I C= 78.68 in
The section modulus is a representation of the section's strength around the centroid
Section modulus=S x
S x= 1 C/C
Therefore,
S X= 22.36 in'
L represents the length of the lower beam.
(L 1201 in
Therefore, the slenderness ratio for this beam = S= (2*L*S_x/(I)1/2)1/2
S= 24.59
According to the Aluminum Association Design Manual for aluminum alloy beams,
type 6061-T6, per page VI 1-67 the stress for buckling given the slenderness ratio
SSS,= 123
F b=21 ksi
Therefore,
F b= 21 ksi
F_b represents the allowable stress that this beam can withstand before buckling
in compression. This stress is located at the extreme fiber of the cross section.
With the information given, it is now possible to determine the required amount of
section modulus to support the allowable stress.
S_x_required= Moment on beam/F_b
Moment on beam = F_applied *d
d =the greatest distance perpendicular from the support to F_applied
It is also the point where the maximum moment of the beam is achieved.
In the lower beam case, the maximum moment is reached at the middle of the bunk boards
Therefore, d =distance from support to the middle of the bunk boards
Id 50 in
Page 10 of 12
Therefore,
S_x_required = 16.19 in
To check, S_x> S_x_required
S_x 22.36 in
S_x_required 16.19 in
Design is OK
Factor of Safety = 1.38
Page 11 of 12
CABLE
iameter 0.312 in
Material 304 SS
# arts 777
7x19 construction
It needs to be known at what force this cable will break
This is determined by the material of construction and the diameter of the cable,
both of which are given.
In addition, strength tests are performed by manufacturers to accurately determine
how much force can be applied before the cable yields.
In this case, the cable will yield with a 9,000 Ib minimum breaking strength.
Each cable must be able to support F_applied
The load is at a 22°degree angle from vertical, or it is vertical depending on the type of lift
The vertical lift is the highest load case, so only this analysis will be done
F_applied = 3400 LBS
F_applied is divided by 2 because there are two cables on each track beam
Yield strength=9,000 LBS"#Parts
Yield strength 27000 LBS
Factor of Safety= minimum breaking strength/F_applied
Therefore,
FS= 7.94 OK
In a worse case, F_max=2"F_applied
FS = 3.97 OK
Page 12 of 12
•NATURAL RESOUR AR. DIVISION
1 1I AQV Ann
LOC-ATHN•-PLAN =- z - - -- - �� E -
". GENERAL NOTES �E •c
SCALE: FITS . GENERAL E
cf
>�I I . ALL ELEVATIONS SHOWN REFER TO THE NATIONAL GEODETIC VERTICAL DATUM peri °
%Lj:9
NE 11 ..-.-_ (NGVD) OF 1520.L�- ` 1 � 2.ALL DIMENSIONS ON PLANS ARE SUBJECT TO VERIFICATION IN THE FIELD. IT I5'
ME
THE INTENT OF THESE PLANS TO BE IN ACCORDANCE WITH APPLICABLE CODE5 _ C
2 _ L� AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE
Miami Stow �NE�04Bh3t_ PLAN5 AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE
Car ,(kjb '10d ATTENTION OF ENGINEER BEFORE PROCEEDING WITH WORK.
r 1 3.IT 15 THE INTENT OF THE5E PLANS AND THE RESPONSIBILITY OF THE CONTRACTOR (b t
+ f TO COMPLY WITH LOCAL, STATE AND FEDERAL ENVIRONMENTAL PERMITS, ISSUED C an
FOR THIS PROJECT. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO C 0
NE100*1S FAMILIARIZE AND GOVERN HIMSELF BY ALL PROVISIONS OF THESE PERMITS. tet'
4.APPLICABLE BUILDING CODE: FLORIDA BUILDING CODE, 2010 EDITION. Ln
WOOD PILINGLn
0
NEJDISt5t I 1 . ALL WOOD PILES TO BE 12" DIAMETER SOUTH AMERICAN GREENHEART PILES; OR
St-•""'.:: — ,-„_�,
12" DIAMETER SOUTHERN PINE AND COMPLY WITH A.5.T.M. D25-70 AND BE
�.' �) PRESSURE TREATED W/ C.C.A, FEDERAL SPECIFICATIONS TT-W-550D (1 ) OR
,I aE NE1W6Sl:...� TT-W-00550E (L) AND AWFA-MP-4.
quest loom �- �NEtovhst 7f-�— -- 2.ALL WOOD PILES SHALL BE DRIVEN TO A MINIMUM PENETRATION OF 12' INTO FIRM
r^- r�-- _ —1 L .— —— ? _ f81'J01R IYbeA�rMst . PerMens lEYlA1'9"�Gd Iflh
MATERIAL BELOW 51LT LAYER.
[ ' 3.PILE5 SHALL BE CUT OFF AT ELEVATIONS A5 SHOWN ON PLANS AND SECTIONS. 00•09 Q
WOOD 9000 0 9999.
SITE PLAN I . PRIMARY WOOD FRAMING MEMBERS SHALL BE NO. 2 PRESSURE TREATED ••
Mi: ni `�1)ores Vii9�,ge I 999999 099 0 99909
I - I SOUTHERN PINE OR BETTER. (FB= 1 050 P51 MINIMUM). •
SCALE: NTS . APPROVED BY DTE I 2.ALL DECKING / GRATING SHALL BE IPE GRATING ATTACHED AT EACH CORNER AND •:�:� z ,,c,0 U ••••;
CENTER STRINGER A5 PER PLAN. (FB-2000 PSI MINIMUM). w 0 9999
j ZONING DEPT 1 Zy I •••••• �, •„••
HARDWARE 0 Inc Q
1 . ALL MISCELLANEOUS STEEL COMPONENTS, BOLT5 AND HARDWARE SHALL BE TYPI'0 0' az -'O m '••;•
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AND DAVIT PADS TWO-PART EPDXY ADHESIVE ("RAWL" CHEM-FAST CARTRIDGE SYSTEM OR EQUAL). •• w
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SEAWALL TO I SHALL BE THOROUGHLY CLEANED OUT AND DRY PRIOR TO INJECTION OF EPDXY.
iREMAIN. I LOADS
1 . LIVE LOAD = GO P5F
j j 2.DEAD LOAD = 10 P5F date
law
j TURBIDITY BARRIER slued
ALEXANDRE RODIER RESIDENVALF
Tj
I drawn
I t 009 NE 104TH STREET C j I . APPROVED TURBIDITY BARRIERS SHALL REMAIN IN PLACE DURING ALL PHASES OF checked
I MIAMI 5110RES, FLORIDA FEB 2018 i j IN-WATER WORK.
project no.
FOLIO # 1 1 -2232-029-0140
I revisions:
cap
BY• I LUIS RAS*3
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TH15 DRAWING IS THE PROPERTY OF "TRIDENT ENVIRONMENTAL CONSULTANTS c * C E -00 35
sheet no.
INC." AND IS AN INSTRUMENT OF SERVICE NOT TO BE REPRODUCED IN WHOLE
OR IN PART WITHOUT THE EXPRESSED WRITTEN PERMISSION OF OWNER.
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Natural Resources Regulation&Restoration
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project no.
revisions:
AN
Luis OSA - YON
P. # 1 5
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CCPI 1 C. (( �/ sheet no.
S-3
1 1401 S.W. 40 ST., SUITE 2 , MIL,MI, FL. 33183
PHDNE:(305) 386-3858 FA 553-0950 $ of q
E-MAIL ADDRESS: LUIS RGE^S.COM
SECTION C (SHEET 5-2) REQ EIVED
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Checked
project no.
WIRING POR BOATUFT ONLY,
POWER 5UPFUED FROM HOU5E revisions:
TO BOATUFT LOCATION BY
OTHERS. GFCI REQUIRED.
ELECTRICAL REVIEW /� Mm�RTOR LUIS Ros4s- Yoga
6.9 30VAMP AT 230V P-E 7 3'�
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REQUIRED). TW 5T LOCK PLUG (BLACK.RED.ORANGE.GREEN) p L4of
BY OTHERS. \
1 1 401 S.W. 40 STs, SUITE 2 , MIA L. 31 EI::
PHONE:(30S) 386-3858 F :(305) 5 3-0950
E-MAIL ADDRESS? LUIS RCTECS.COM
GEOTECHNICAL - TESTING LABORATORIES
ENVIRONMENTAL DRILLING SERVICES
HYDROGEOLOGY INSPECTION SERVICES
ASBESTOS ROOFING
DYNATECH ENGINEERING CORP.
Miami, October 27, 2011
Mr. Mark Campbell
MARK CAMPBELL ARCHITECT
373 North East 92nd Street
Miami Shores, FL 33138
Re: Proposed Structures @
1009 NE 104'h Street
Miami Shores, FL 33138
Dear Mr. Campbell:
Pursuant to your request,DYNATECH ENGINEERING CORP.(D.E.C.)completed a Subsoil Investigation on
October 27,2011 at the above referenced project. The purpose of our investigation was to help determine the
subsoil conditions relative to foundation design of the proposed structures.
A total of(3)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 only.
The following graph was developed as a general condition for the subject site: (Soil conditions are not
homogenous; refer to field boring logs for exact locations and soil description):
\ Depth
From To Description
0'-0" 0'-6" Topsoil and grass
0'-6" 1'-0" Brown sand
1'-0" 2'4" Brown sand w/organics
2'-0" 3'-6" Black mucky sand
3'-6" 5'-0" Tan medium sand
5'-0" 25'-0" Tan sandy limerock
Groundwater table elevation was measured immediately at the completion of each boring and was found at an
average depth of 5'-0"below existing ground surface. Fluctuation in water level should be anticipated due to
seasonal variations and run off as well as varying ground elevations construction dewatering and pumping
activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater
controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be take
into consideration in the design of the project. The contractor shall make sure that groundwater levels on
adjacent properties are not affected due to the contractors dewatering activities. Specialty groundwater
contractors shall be consulted for all work below the groundwater level.
750 West 84 Street, Hialeah, FL 33014-36181• Phone: (305) 828-7499 • Fax: (305) 828-9598
E-Mail: Dynatech@Bellsouth.net
C`!Printed on Rerydetl Paper
Page No. 2
1009 NE 104th Street, Miami Shores, FL
Based on our understanding of the proposed structure and our field boring logs; the following are our
recommendations for foundations design.
A- Excavate the entire construction areas plus 5 feet outside perimeter of all topsoil, black sand with
organics grass and tree stumps and construction debris down to clean granular material wherever
encountered an average depth of Y-6"below existing land surface (see field boring logs). Please note
that the top clean fill can be reused for backfilling.
B- Compact all construction areas with a heavy self propelled roller to a minimum of 95% of ASTM D-
1557 but not less than 10 passes in each direction.
C- Backfill construction areas to required elevation using clean granular material placed in lifts not to
exceed 12 inches in thickness and compact as indicated in items B. Excavate footing areas only to
proper depth and recompact using hand held equipment as indicated above.
D- Care should be taken not use vibration in case of existing structures in the vicinity of the
construction area. If vibration cannot be used for compaction, static compaction may be applied.
However, in this case, the compacted layer should not exceed 6 inches in thickness.
E- All construction fill material shall be clean granular soil,free of organics or other deleterious material,
and shall contain no more than five percent fines passing a U.S. standard No. 200 sieve. (Classified as
SW/GW). No particle size shall be greater than 3 inches. Fill material below the water table shall
consist of washed gravel (ie; FDOT No. 57 stone or equivalent) unless dewatering is employed.
F- Verify all compaction efforts by taking an adequate number of field density tests in each layer of
compacted material and in each footing pad.
G- Representative samples of the on-site and proposed fill material shall be collected and tested to
determine the classification and compaction characteristics.
H- All Geotechnical work must be performed under the supervision of our geotechnical engineer
or his representative to verify compliance with our specifications and the Florida Building Code.
I- In the event of existing structures,existing footings or proposed drainage lines,provisions shall be made
by the structural engineer and site contractor to protect all footings from undermining and exposure.The
geotechnical engineer shall be notified of these conditions to evaluate the applicability of his
recommendations.
The above foundation recommendations being achieved and verified, it is our opinion that the proposed
structures be designed for a shallow foundation system with a net permissible soil bearing pressure not to
exceed 2500 P.S.F.
2
i
Page No. 3
1009 NE 104`h Street, Miami Shores, FL
i
Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci.
I
The following soil parameters shall be used for retaining wall designs:
- Soil unit weight moist: 110 pcf. Buoyant: 60 Pc£
- Angle of internal friction : 30° i
- Earth pressure coefficient Ka: 0.33; Kp: 3.0
- Angle of wall friction: 30°for steel piles, 20° for concrete br brick walls; 150 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 its entirely and replaced with
compacted washed gravel such as pea rock or#57 stone. Fasten utility lines to underside of structural slabs to
avoid settlements.
Excavations shall not extend within 1 foot of the angle o f repose,next to existing footings or structures,unless
underpinned. Trenching shall be in compliance with the Florida Building Code,OSHA and Trench Safety Act.
Shorings shall be designed and inspected by Florida licensed professional engineer.
Provisions shall be made by the architect, engineer of record and contractor to address differential vibration/
dynamic loading; settlements when tying in new to existing structures. Mixing of different foundation types
shall not be used unless provided with expansion joints to prevent differential settlements.
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.
3
Page No. 4
1009 NE 104►' Street, Miami Shores, FL
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 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 himself 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. 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,
C::�:�Wissam�Naam�ani, P.E.
DYNATECH ENGINEERING CORP.
Florida Reg. No. 39584
Special Inspector No. 757
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TEST BORING REPORT
DYNATECH ENGINEERING CORP.
750 WEST 84TH STREET
HIALEAH, FL 33014
(305) 828-7499
TEST BORING REPORT
CLIENT MARK CAMPBELL ARCHITECT DATE: 10-27-11
PROJECT Proposed Structures @ HOLE NO.: B-1
ADDRESS 1009 NE 104`" Street, Miami Shores, FL. DRILLER: AS & LD
LOCATION See attached plan
SAMPLE HAMMER
DEPTH DESCRIPTION OF MATERIALS NO. BLOWS ON
SAMPLER
L 2 Hand H
2
3 4 Hand H
4 0'-0" to 0'-6" TOPSOIL AND GRASS
5 6 4 5 11
6 0'-6" to 3'-0" BROWN MEDIUM SAND W/ROCK 6 5
7 FRAGMENTS 8 5 6 t 4
8 8 9
9 10 11 13 23
10 3'-0"to 4'-0" BROWN MEDIUM SAND SILTY SAND 10 12
11 (LOOSE) 12 15 12 23
12 11 12
13 4'-0"to 18'-0" TAN SANDY LIMEROCK 14 13 10 24
14 14 15
15 18'-0" to 22'-0" TAN MEDIUM SAND W/ROCK 16 15 14 22
16 FRAGMENTS 8 9
17 18
18
19 22'-0" to 25'-0" TAN SANDY LIMEROCK
2
20
0
21 22
22
23
24 24 14 15 34
25 19 16
26 26 18 19
27 2
28 8
29
30 30
31
32 32
33
34 34
35
36 36
37
38 H:HAND AUGER38
A: HOLLOW STEM AUGER F
Water Level: 5 Below SurfaceAsamutualproteclionloclients,thepublicandourselves,allreponsaresubmittedastheconfidemialpropenyofclients,and authorization for publication ofsiatementconclusions
or extracts from or regarding our reports is reserved pending on our written approval. H . HAND AUGER,A.AUGER,R:REFUS%L
5
DYNATECH ENGINEERING CORP.
750 WEST 84TH STREET
HIALEAH, FL 33014
(305) 828-7499
TEST BORING REPORT
CLIENT : MARK CAMPBELL ARCHITECT DATE: 10-27-11
PROJECT : Proposed Structures @ HOLE NO.: B-2
ADDRESS : 1009 NE 104`" Street, Miami Shores, FL. DRILLER: AS & LD
LOCATION : See attached plan
SAMPLE HAMMER
DEPTH DESCRIPTION OF MATERIALS NO. BLOWS ON "N"
SAMPLER
1 2 Hand H
2
3 4 Hand H
4 0'-0" to 0'-6" TOPSOIL AND GRASS
5 6 5 4 10
6 0'-6" to 1'-0" DARK BROWN MEDIUM SAND 6 5
7 8 3 2 4
g- 1 1-01to 2'-0" BROWN MEDIUM SAND W/ROCK 10 5 11 20
10 TRACES 9 10
11 12 12 11 24
12 2'-0"to Y-6" BLACK MUCKEY SAND 13 14
13 14 14 16 31
14 3'-6"to 8'-0" TAN MEDIUM SAND W/ROCK TRACES 15 15
15 16 17 13 25
16 8'-0"to 19'-0" TAN SANDY LIMEROCK 1 12 14
17 18
18
19 19'-0" to 23'-0" TAN VERY SANDY LIMEROCK
20
20
21 23'-0" to 25'-0" TAN SANDY LIMEROCK
22
22
23
24 24 18 16 31
25 15 17
26 26 12 14
27 2
28 8
29 3
30 0
31
32 32
33
34 34
35
36 36
37 3
38 8
H:HAND AUGER A:HOLLOW STEM AUGER
Water Level: 5 Below SurfaceAsamutualprotectiontoclients,thepublicandourselves,allreportsaresubmittedastheconfidentialpropertyofclienis,andauthorizationforpublicationofstatememcondusions
or extracts From or regarding our reports is reserved pending on our written approval. H . HAND AUGER,A.AUGER,R.REFUSAL.
6
DYNATECH ENGINEERING CORP.
750 WEST 84TH STREET
HIALEAH, FL 33014
(305) 828-7499
TEST BORING REPORT
CLIENT : MARK CAMPBELL ARCHITECT DATE: 10-27-11
PROJECT : Proposed Structures @ HOLE NO.: B-3
ADDRESS : 1009 NE 104`h Street, Miami Shores, FL. DRILLER: AS & LD
LOCATION : See attached plan
SAMPLE HAMMER
DEPTH DESCRIPTION OF MATERIALS NO. BLOWS ON "N"
SAMPLER
1 2 Hand H
2
3 4 Hand H
4 0'-0" to 0'-6" TOPSOIL AND GRASS
5 6 3 3 8
6 0'-6" to 1'-0" DARK BROWN MEDIUM SAND 5 11
8 9 10 18
12
g 1'-0" to 2'-0" DARK BROWN MEDIUM SAND 10 13 11 21
10 W/ORGANIC STAIN 10 10
11 12 9 7 15
12 2'-0" to 3'-0" BLACK MUCKEY SAND 8 8
13 14 8 9 21
14 Y-0"to 5'-0" TAN MEDIUM SAND 12 13
15 16 15 12 23
16 5'-0" to 19'-0" TAN SANDY LIMEROCK 11 10
17 18
18
19 19'-0" to 22'-0" TAN VERY SANDY LIMEROCK
2
20
0
21 22'-0" to 25'-0" TAN SANDY LIMEROCK
22
22
23 24 15 18 35
24 17 19
25
26 26 19 18
27
28 28
29
30 30
31
32 32
33
34 34
35
36 36
37
38 38
H HAND AUGER A:HOLLOW STEM AUGER
Wate rLeve 1: 5' Below Surface Asa mutual protection to clients,the public and ourselves,al I reports are submitted as theconfidential property of clients,and authorization for publication of statement conclusions
or extracts from or regarding our reports is reserved pending on our written approval.. H.A..HAND AUGER,A.AUGER,R.REFUSAL.
7
' DYNATECH ENGINEERING CORP.
750 WEST 84TH STREET
HIALEAH, FL 33014
(305)828-7499
TEST BORING REPORT
CLIENT : MARK CAMPBELL ARCHITECT DATE: 10-27-11
PROJECT : Proposed Structures @ HOLE NO.: B-4
ADDRESS : 1009 NE 104`" Street, Miami Shores, FL. DRILLER: AS & LD
LOCATION : See attached plan
SAMPLE ME
HAMR
DEPTH DESCRIPTION OF MATERIALS NO. BLOWS ON "N"
SAMPLER
1 2 Hand H
2
3 4 Hand H
4 0'-0" to 0'-6" TOPSOIL AND GRASS
5 6 5 4 10
0'-6" to 1'-0" DARK BROWN MEDIUM SAND W/ROCK 6 6
8 FRAGMENTS 8 9 8 15
9 10 9 9 20
10 1'-0"to 2'-0" BROWN MEDIUM SAND W/ORGANIC 1 1 10
11 STAIN 12 12 15 28
12 13 11
13 2'-0" to 3'-0" BLACK MUCKEY SAND 14 12 10 20
14 1 10 9
15 3'-0" to 4'-6" TAN MEDIUM SAND 16 8 12 22
16 10 13
17 4'-6"to 18'-0" TAN SANDY LIMEROCK 18
18
19
20 19'-0" to 21'-0" TAN MEDIUM SAND W/ROCK 20
21 FRAGMENTS
22
22
23 21'-0"to 25'-0" TAN SANDY LIMEROCK 24 18 19 36
24
17 19
25
26 26 20 18
27
28 28
29
30 30
31
32 32
33
34 34
35
36 36
37
38 38
H:HAND AUGER A:HOLLOW STEM AUGER
Water Level: 5 BeIOW Ur aCeAsamutualprotectiontodients,thepublicandourselves,allreponsaresubmi«edastheconfidentialpropertyofclientc,andauthorizationforpublicationo(statementconclusions
or extracts from or regarding our reports is reserved pending on our written approval H HAND AUGER,A.AUGER,R-.REFUSAL.
8
SITE PLAN
GENERAL NOTES
Soil borings on unmarked vacant property should be considered preliminary with further borings)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 submitte&as confidential property of clients, and
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 Particle Size
Relative Density and Consistency
Boulders > 12 in.
Cone Penetration Standard Cobble 3 in.to 1 in.Tests Penetration Relative Gravel 4.76 mm to Sin.
/cm) lows/ft. Dens, ity Sand 0.07 mm to 4.67 mm.
Silt 0.005 mm.to 0.074 mm
Sands 0-16 0-4 Very Loose
Clay <0.005 mm
17-40 5-10 Loose
41-80 11-20 Firm
81-120 21-30 Very Firm Modifiers
Over 120 31-50 Dense 5%- 10 % Slightly Silty or Clayey
10%.- 30% Silty or Clayey
Silts & 0-3 0-2 Very Loose 30%- 50% Very Silty or Very Clayey
Clay 4-9 3-4 Soft 0%- 5% Slightly Trace
10-17 5-8 Firm 6%- 10% Trace
18-31 9-15 Stiff ll%- 20% Little
32-60 16-30 Very Stiff 21% - 35% Some
Over 60 31-50 Hard > 35% And
Rock Hardness Description
Soft Rock core crumbles when handled
Medium Can break with your hands.
Moderate Hard Thin edges or rock core can be broken with fingers
Hard Thin edges or rock core cannot be broken with fingers
Very Hard Rock core rings when struck with hammer(cherts)
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Date
CERTIFICATE OF LIABILITY INSURANCE T 1/6/2016
Producer: Plymouth Insurance Agency This Certificate is issued as a matter of information only and confers no
2739 U.S. Highway 19 N. rights upon the Certificate Holder. This Certificate does not amend,extend
Holiday, FL 34691 or alter the coverage afforded by the policies below.
(727) 938-5562 1 Insurers Affording Coverage NAIC#
Insured: South East Personnel Leasing, Inc. &Subsidiaries Insurer A: lion Insurance Company 11075
2739 U.S. Highway 19 N. Insurers:
Holiday, FL 34691 Insurer C:
Insurer D:
Insurer E:
Coverages
The policies of insurance listed below have been issued to the insured named above forte 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.
INSR ADDL Policy Effective Policy Expiration Limits
LTR INSRD Type of Insurance Policy Number Date Date
(MM/DD/YY) (MM/DD/YY)
GENERAL LIABILITY Each Occurrence
Commercial General Liability
Damage to rented premises(EA
Claims Made ❑ Occur occurrence)
Med Exp
General aggregate limit applies per: Personal Adv injury
Policy 1:1 Project 11LOC
General Aggregate
Products-Comp/Op Agg
AUTOMOBILE LIABILITY Combined Single Limit
(EA Accident) $
Any Auto
Bodily Injury
All Owned Autos
(Per Person)
Scheduled Autos
Bodily Injury
Hired Autos
Non-Owned Autos (Per Accident)
Property Damage
(Per Accident)
EXCESS/UMBRELLA LIABILITY Each occurrence
Occur 1:1 Claims Made Aggregate
Deductible
A Workers Compensation and WC 71949 01/01/2016 01/01/2017 x I WC Statu- OTH-
Employers'Liability tory Limits ER
Any proprietor/partner/executive officer/member E.L.Each Accident $1,000,000
excluded? NO
E.L.Disease-Ea Employee $1,000,000
If Yes,describe under special provisions below.
E.L.Disease-Policy Limits $1,000,000
Other Lion Insurance Company is A.M.Best Company rated A- Excellent). AMB#12616
Descriptions of Operations/Locations/Vehicies/Exclusions added by Endorsement/Special Provisions: Client ID: 80-65-513
Coverage only applies to active employee(s)of South East Personnel Leasing,Inc.&Subsidiaries that are leased to the following"Client Company":
Contour Marine Incorporated
Coverage only applies to injuries incurred by South East Personnel Leasing,Inc.&Subsidiaries active employee(s),while working in FL.
Coverage does not apply to statutory employee(s)or independent contractor(s)of the Client Company or any other entity.
A list of the active employee(s)leased to the Client Company can be obtained by faxing a request to(727)937-2138 or by calling(727)938-5562.
Project Name:
FAX:954-920-4762&MAIL HOLDER/ISSUE 01-11-11(TD)Reissued 12/10/12(SH)/Reissued 12/9/13(SH)REISSUE 01-03-14(EP)
Beoin Date 611512010
CERTIFICATE HOLDER CANCELLATION
CITY OF MIAMI SHORES Should any of the above described policies be cancelled before the expiration date thereof,the issuing
insurer will endeavor to mail 30 days written notice to the certificate holder named to the left,but failure to
do so shall impose no obligation or liability of any kind upon the insurer,its agents or representatives.
10050 NE 2ND AVENUE
MIAMI SHORE, FL 33138 �/ f