DGT-19-327COUNTY . .
MIAMI-DADE COUNTY
PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) www.miamidade.aov/economy
OmniMax Holdings, Inc.
4455 River Green Parkway
Duluth, GA 30096
SCOPE: • • • •
This NOA is being issued under the applicable rules and regulations governing the Dse pf Fonstruetibfi� • • • • • •
materials. The documentation submitted has been reviewed and accepted by Miami-Mde*CounV] ER- ' •
........
Product Control Section to be used in Miami Dade County and other areas where a ovre.d by th.e Au.fhority
Having Jurisdiction (AHJ). • • • • • •
This NOA shall not be valid after the expiration date stated below. The Miami -Dade �C.gttnty Plptlmt Control•. • •
Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dada C.Qwnty) re%erve.the rig" ; .. •
to have this product or material tested for quality assurance purposes. If this pya&K t•or mate w Tails to.....
perform in the accepted manner, the manufacturer will incur the expense of such tiny and the *AHJ may .
immediately revoke, modify, or suspend the use of such product or material within their jurisctppp¢. RER• • • - •
reserves the right to revoke this acceptance, if it is determined by Miami -Dad& Cvtlaty Product Control...
Section that this product or material fails to meet the requirements of the applicable 65ilding code..". '
This product is approved as described herein, and has been designed to comply with the Florida 1#uilaing
Code, including the High Velocity Hurricane Zone.
DESCRIPTION: Equinox Aluminum Louvered Sun Shade
APPROVAL DOCUMENT: Drawing No. EQ-MDC1, titled "Equinox Louvered Roof', sheet 1 of 1, dated
01/07/2015, with last revision dated 07/18/2017, prepared by the manufacturer, signed and sealed by Carl
Putnam, P.E., bearing the Miami -Dade County Product Control revision stamp with the NOA number and
expiration date by the Miami -Dade County Product Control Section.
MISSILE IMPACT RATING: None
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state,
model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise
noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been
no change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change
in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of
any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to
comply with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed
by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then
it shall be done in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its
distributors and shall be available for inspection at the job site at the request of the Building Official.
This NOA revises NOA #15-0406.01 and consists of this page 1 and evidence pages E-1 and E-2, as well as
approval document mentioned above.
The submitted documentation was reviewed by Carlos M. Utrera, P.E.
NOA No. 17-0724.09
MIAMI•DADE CO�urrrY Expiration Date: September 17, 2020
arf p�l�°�g Approval Date: January 11, 2017
Page 1
v
OmniMax Holdings, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
1. Evidence submitted under NOA #15-0406.01
A. DRAWINGS 0 * 0
1. Drawing No. EQ-MDC1, titled "Equinox Louvered Roof', sheet 1-of 1, dftteA.•
07/21/2015, prepared by the manufacturer, signed and sealed by -ear; Putnam, F.E.
...... . .. ......
B. TESTS .... . .....
1. Test reports on Uniform Static Air Pressure Test, Loading per V43Q.TAS 2W--964 along.:..'
with marked -up drawings and installation diagram of Equinox -Aluminum L, t"er ....
•
System, prepared by Intertek/Architectural Testing, Inc, Reporfl43*1)7097.01!-109-18, •.
dated 09/24/2014, with Revision 3 dated 03/19/2015, signed aid sealed by Mio6el D' * *"
Stremmel, P.E. ' ' • • 0 0 %
C. CALCULATIONS
1. Structural load calculations prepared by Carl Putnam, P.E., dated 03/20/2015, signed
and sealed by Carl Putnam, P.E.
D. QUALITY ASSURANCE
1. Miami -Dade Department of Regulatory and Economic Resources (RER)
E. MATERIAL CERTIFICATIONS
1. None.
F. STATEMENTS
1. Statement letter of code conformance to the 5t' edition (2014) FBC and of no financial
interest issued by Carl Putnam, P.E., dated 09/10/2015, signed and sealed by Carl
Putnam, P.E.
Carlos M. Utrera, P.E.
Product Control Examiner
NOA No. 17-0724.09
Expiration Date: September 17, 2020
Approval Date: January 11, 2017
E-1
OmniMax Holdings, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
2. New evidence submitted
A.
DRAWINGS
1. Drawing No. EQ-MDC1, titled
"Equinox Louvered Roof', sheet 1 of 1, dA". •
......
01/07/2015, with last revision dated 07/18/2017, prepared by t e-rnanufacturer,•signed
.�
and sealed by Carl Putnam, P.E.
""" • •
• • • • • •
B.
TESTS
••�••� �•• ••
••...
1. None.
. . . .
......
C.
CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. Miami -Dade Department of Regulatory and Economic Resources (RER)
E. MATERIAL CERTIFICATIONS
1. None.
F. STATEMENTS
1. Statement letter of code conformance to the 6`h edition (2017) FBC and of no financial
interest issued by Carl Putnam, P.E., dated 10/19/2017, signed and sealed by Carl
Putnam, P.E.
Carlos M. Utrera, P.E.
Product Control Examiner
NOA No. 17-0724.09
Expiration Date: September 17, 2020
Approval Date: January 11, 2017
E-2
Notes,
1. The supporting framework or
structure (Including the 2x8 aluminum
box headers) Is to be designed by a
Florlda licensed design professional.
2. Deflections In HVHZ for R-3
structures under 12' ROOF
PROJECTION are limited by L/80 as
per 2017 FBC 1616.3.1 #8.
3. Deflections In HVHZ For ROOF
PROJECTIONS (e.g. multispan) over 12'
are Limited by L/180 as per 2017 FBC
Section 16163.1 #7
4, The weight of the Equinox Louvers Is
L9 plf or 2.9 psF.
5. This product Is to be used for
exterior shade structures, such as
patio covers, carports, outdoor
dining areas and similar.
6. Span Is the louver length plus the
aluminum mounting ralL on both sides,
this is usually the inside to Inside
dimension of the supporting
headers/framework. See Detail F6.
DETAIL F4
EQUINOX LOUVER TO MOUNTING
RAIL TO HEADER CONNECTION
�8 EOUINOX ROTATING LOUVER
/ DETAIL F1
DETAIL
SELF
SCREW
DETAIL F1 DETAIL F2
EXTRUDED 6063T6 2'x8' EQUINOX HEADER AND
ALUMINUM LOUVER RETURN BEAM
(6061-T6 ALUM. ALLOY)
r2'�t
0.125'
a
-JIMIL-
Equln Lower
Span
L180
DOWtion U.Ita (Span I to
U180 U80
U180
(in)
(n)
Allowable UpAB
AllovraBle DowrJ
Pie SUM (Pet)
GraMly Preeaum (pan
92'
7.67"
80.5
36.7
75.9
32.1
98'
8.1r
66.9
30.7
62.3
26.1
104'
8.6T
56.3
26.0
51.7
21.4
110'
air
47.8
22.2
43.2
17.6
116'
9.6T
41.0
19.2
36.4
14.6
122'
10.1T
35.5
18.7
30.9
12.1
128'
10AT
31.0
14.7
26.4
10.1
134'
11.1T
27.2
13.1
22.8
8.5
1
11.BT
4.1
.7 1
19.6
7.1
...... • •• •••••r
CETAIL F3
•C(SLWX LOUVERS �••••i
•MNLONTING RAIL • • 1
010.0:.6.A5A-T%Ate11• .....
D 40
`II •••1
a a• •
. .
• •
au• a� TSa• •
•• • • •• •
DETAIL F7
LINK BAR
6061T6 ALUM
„93� b 6�
rL,e O_I
ales-Jl-- T
PRODUCT REVISED
9..- l=w .1h. florid.
No".. 17-0724.99
exPInH7
ry
•la
DETAIL F8 ASSEMBLED LOUVERS W/ LINK BAR
DETAIL Fl
DETAIL F3
14x3/4' SCREV a 8' DETAIL FS
FE a/c DETAIL F7 ENDCAP LINK
PIN CASING
OT.4 6 •1•5
CAST ALUMINUM A380
END CAP
eLI.CASING
DETAIL F6
EQUINOX LOUVER SPAN
-�GUINOX LOUVER SPNI
SUPPORTING HEADER
nl I1NnX I nI1VFR
FOUNDATION NOTES:
NEW 3'-0"X3'-0"X3'-O" DEEP ISOLATED
FOOTER UNDER THE COLUMNS.
DESIGN CALCULATION:
BASIC WIND SPEED (RISK CATEGORY 1) 175 MPH
DESIGN BASED ON CATEGORY I
EXPOSURE CATEGORY:C
3-SEC PEAK GUST IN MPH
DESIGNED BASED ON 6063-T6 ALUMINUM
WALL PRESSURE: 26.65 PSF
ROOF PRESSURE (SOLID) : 25.5 PSF
ROOF PRESSURE (SCREEN): 7.36 PSF
1:
r
M
n
m
r
M
Z 1
L
GENERAL NOTES:
ALUMINUM SHALL BE 6063-T6 ALLOY
ASTM A653 WITH MIN YIELD STRENGTH OF 45 KSI.
ALL EXISTING SLABS AND FOOTING CONCRETE MUST BE
WITHOUT ANY CRACK OTHERWISE NEED TO BE INSPECTED
BY CALC ENGINEERING.
ALL CONCRETE ANCHORS SHALL BE INSTALLED TO
NON -CRACKED AND INTACT CONCRETE SURFACE.
ANCHORS SHALL BE INSTALLED IN ACCORDANCE
WITH MANUFACTURES RECOMMENDATIONS.
r
EXISTING CBS WALL
\1
O
m
z
1,
6X1/4 COLUMN
O
m
z
I`
6X6X1/4 COLUMN
GENERAL NOTES: 101
- WIND PRESSURES HAVE BEEN DETERMINED BASED ON
ASCE 7-10, WIND SPEED OF 175 MPH, EXPOSURE C.
- THIS STRUCTURE HAS BEEN DESIGNED AND MUST BE
FABRICATED IN ACCORDANCE WITH THE STRUCTURAL
PROVISIONS OF FBC 2017. DESIGN CRITERIA OR SPANS
BIGGER THAN STATED IN THE PLANS MAY REQUIRE
ADDITIONAL CALCULATION AND CHANGE IN THE PLAN.
CALC ENGINEERING SHALL BE NOTIFIED
AND GIVEN AN OPPORTUNITY TO REEVALUATE THE WORK
AND DESIGN UPON DISCOVERY OF ANY INACCURATE INFO
PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS
AND FABRICATION AND INSTALLATION OF MATERIALS.
NO EXTRA LOAD IS PERMITTED TO APPLY ON THE
STRUCTURE AT THE TIME OF INSTALLATION.
CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE
IMPOSING LOADS ON ROOF INCLUDING BUT NOT LIMITED
TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER
DESIGN CRITERIA.
ALL FASTENERS TO BE #10 OR GREATER ASTM F593
COLD WORKED 304 STAINLESS STEEL UNLESS NOTED
OTHERWISE.
ALL ANCHORS FOR ALUMINUM SHALL BE SPACED WITHIN
2 TIMES DIAMETER END DISTANCE AND 2 TIMES DIAMETER MIN
SPACING TO ADJUST ANCHORS.
Note:
A 4X8X1/4 can be used instead of the double 2x8x1/4.
2
S S *"..
... .....
5
II
7/'1.11111E(p�1"9X"IALNM.1
I OYVIR IR9OlfwwIIIIIIIIII
co
X
18 E M
co
co
X
N
J
m
m
o
1'
I I 1/,r I'EgUINgX"IALNM. 1/1,
I I I IOyVffgolf I I I I
26'
111111111111I1
1
IIIIIIIIIIIIII
2 8)11/ B
�
w
¢
Lu
m
in 14,
IIIIIIIIIIIII I
�1
1,�
N
IIIIIIIIIIII II
I Irj'EqU�NqX"jALUM. I I IcoIrol
I R P90`1I IIIIIIIIIIII
LL
IIIIIIIIIIIIII
B 098YO10 IJEAMi,
21
—4
17'
PLAN
L 13 oaf'•?:fi /fl -1 �_l � l
z /
00 OPEN
0
Go
x
17'
FRONT ELEVATION
A
I
%%
•••
i
�''�
cA
UPLIFT CALCULATION:
�Q\,'••m
u
•
��
(�
ROOF AREA = 510 SQ FEET
g = :.
o
O
f. -
WIND UPLIFT FORCE = 13005 LB
a
w
WI-_
WEIGHT OF FOOTING = 150X3.OX3.OX3.OX4 = 16200 LB
= 0 :w
co
TOTAL WEIGHT = 16200 LB > 13005 LB; OK
O �,U
o
Q
C;
0
EXISTING CBS WALL
�4.� '•
F
all,
I
RECEIVED
FEB 12
I I
z
w
a
O
I`
6X6X1 /4
L__1
APPI
Aq =W3
1 •••••
•• ••
VED BY DATEV
Q • •
W 0 '
NG T ' a
STRUCTURAL
ELECI RICAL
PLUN SING
Nit
IBDG
J.
.,U.1_-j C C:.MPLIAN E hi ++ • U <EuE
6TATE 1•NC COUNTY RULES ,,NI; REG+,LAI
FOUNDATION NOTES:
10 _81, 1) ALL REINFORCING STEEL TO BE GRADE 60 WITH YIELD
STRENGTH 40 KSI
1 2) THE EXISTING SOIL MEETS OR EXCEEDS THE MINIMUM
REQUIRED LOAD BEARING CAPACITY OF 1500 PSF.
3) SOIL IS MAIN COMPOSITION IS SANDY AND LIMEROCK
4) CONCRETE FOR FOOTING TO BE 2500 PSI MINIMUM.
5) FILL PLACED WITHIN 5'-0" OF THE STRUCTURE
PERIMETER CONSIST OF CLEAN GRADED SAND IN MAX 12".
6) SPLICES SHALL BE 40 BAR DIAMETERS ALL AROUND THE
CORNERS AND CHANGES IN DIRECTION.
7) CORNER BARS SHALL BE 40 BAR DIAMETERS IN EACH
WAY.
8) MAXIMUM WATER -CEMENT RATIO BY WEIGHT TO BE 0.4.
o
f-
•
*.,
•
*••
•
j
..
••
F-
Q
U
(A . •
.:
•00
.
•
.
•
000*00
...
..
••
000400
•
O
•
LL
LL
.-
0
00
00
Z
M
w
0
N
ci
M
�
w
V-
W
m
O
Z
Q
W
W
J
Q=
w
O
Z
C)
Z
U F-
Z
Z
LU
U
Z
LjJ
J
F- _")
LIJQ
0)
Z
0U
Q
"
rn
a
� ml
W
0
N
co
W N
Z v7 Z M
O Z 0)
0 0 _
to W w co ) F-
0
Oa0 Z_ Q M - Z U
LD Ur OD _J O LL
z Z�_jLL vWF-
0 V Z Q� Z�
cn _jCD
w Qcc) = z <
0 ULnaaWU
,e- .
__,6X6X1/4 COLUMN
MIN 24" EMBEDMENT
• M. 3"X3"X1/4" ANGLE W/
2/3 EM EDDEDIf
3 - 3/8" THRU-BOLTS
AND PAINTED W/
EACH SIDE
BITUMINQUS PAINT + ._
NEW 3'X3'X3' DEEP
FOOTER W/ 4 #5 EACH 3'�
WAY TOP & 4 #5 EACH
WAY BOTTOM UNDER FOOTING DETAIL
EACH COLUMN
1.919 075"
1 A7"
�-- 5
EQUINOX GUTTER
LOUVER SKIN
POLY OR
STEELINSE
1 °r
1875"
1.250"
EQUINOX ALUMINUM
LOUVER EXTRUSION
I nl INMO
#5 REBAR
(12" LONG)
THRU COLUMN
DBL 2X8 BEAM
DBL 2X8 BEAM
e4X8 TO DBL 2X8
3"X3"X1/4" ANGLE
2X8 BEAM
(4)#14 GALV TEK SCREWS (IN TWO PLACES)
EQUALLY SPACED INTO BEAMS
Ell 1 .125"
�I
Ll
2"X8"X1 /8"
9YR REAM / HEADER
J--10"-�
LOUVER SPACING
°
ASSEMBLED
PIVOT CLIP
2X8 BEAM
—� 2.5".—
411
L
-SEAL W/ CONT. SILICON BEA$,%
''•�%v'��
#14 SCREW @ EA WALL STUN:
1
_ r:z
W
2X8X1/8 BEAM c) v
o;
LOUVER GUTTER�'�.
'' ' ' a0��.���
.see
O
� 0' _
TO INSTALL SCREW TYF...
.. Z....
••••
-STUCCO (1" MAX THICKNESS) ......
o ..:. o o"
:
- PLAYWOOD • ....
• 66,
.. ..:
.'
2 EQUINOX BEAM TO STRUCTURE
S CONNECTION �.• _••
USE (3) 1/2" TAPCONS
(3" MIN. EMBEDMENT)
@ 12" O.C. (MAX)
STRUCTURAL Rr n
1
4 EQUINOX BEAM TO EQUIN&kPROVED
S BEAM CONNECTION
�- .125"
6" BRACKET
1.6" 4
1.4 jT
FRONT VIEW SIDE VIEW BOTTOM VIEW
y °
2.2". 1.5� °
� T
EQUINOX PIVOT CLIP
2"X8" BEAM
6"X6"X1 /4"
3"X3"X1 /4" ANGLE W/-
3 - 1 /2" THRU-BOLTS
& 3 - 3/8"X5" TAPCONS
min 3" embeddment to
2X8 HEADER
conceret
..�; 55 DBL 2X8 TO HEADER
O Q
m m
W
.25"
11
2"X8"X1 /4"
IY
•
••
.
O
....
U
`
U
o
O
w
o
z
M
Lu
2
N
w
L
w
j
m
v�
of
O
Z
'a
=
V
ZQwco
z
rn
Q
O
p
rn
Q
3
rn
U
a
z
O
0
W'
F_
W
m
0
N
co
z
W N
O
cnZc")
Z
�jZO
wWc`°o00Mp
cii
m
ZQc'`)°�°ZU
U5 O J O
z
Z�U- vWF-
cA
C)o� aau
W
QccO az<
Uu)oaIII U
FOUNDATION NOTES:
NEW T-0"XT-0"XT-O" DEEP ISOLATED
FOOTER UNDER THE COLUMNS.
DESIGN CALCULATION:
BASIC WIND SPEED (RISK CATEGORY 1) 175 MPH
DESIGN BASED ON CATEGORY I
EXPOSURE CATEGORY:C
3-SEC PEAK GUST IN MPH
DESIGNED BASED ON 6063-T6 ALUMINUM
WALL PRESSURE: 26.65 PSF
ROOF PRESSURE (SOLID) : 25.5 PSF
ROOF PRESSURE (SCREEN): 7.36 PSF
r
m
m
r
m
z
11'
`l
GENERAL NOTES:
ALUMINUM SHALL BE 6063-T6 ALLOY
ASTM A653 WITH MIN YIELD STRENGTH OF 45 KSI.
ALL EXISTING SLABS AND FOOTING CONCRETE MUST BE
WITHOUT ANY CRACK OTHERWISE NEED TO BE INSPECTED
BY CALC ENGINEERING.
ALL CONCRETE ANCHORS SHALL BE INSTALLED TO
NON -CRACKED AND INTACT CONCRETE SURFACE.
ANCHORS SHALL BE INSTALLED IN ACCORDANCE
WITH MANUFACTURES RECOMMENDATIONS.
EXISTING CBS WALL
\1
0
m
z
1\
0
m
z
I`
6X6X1/4 COLUMN
_l
GENERAL NOTES: -. -10,
- WIND PRESSURES HAVE BEEN DETERMINED BASED ON
ASCE 7-10, WIND SPEED OF 175 MPH, EXPOSURE C.
- THIS STRUCTURE HAS BEEN DESIGNED AND MUST BE
FABRICATED IN ACCORDANCE WITH THE STRUCTURAL
PROVISIONS OF FBC 2017. DESIGN CRITERIA OR SPANS
BIGGER THAN STATED IN THE PLANS MAY REQUIRE
ADDITIONAL CALCULATION AND CHANGE IN THE PLAN.
CALC ENGINEERING SHALL BE NOTIFIED
AND GIVEN AN OPPORTUNITY TO REEVALUATE THE WORK
AND DESIGN UPON DISCOVERY OF ANY INACCURATE INFO
PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS
AND FABRICATION AND INSTALLATION OF MATERIALS.
NO EXTRA LOAD IS PERMITTED TO APPLY ON THE
STRUCTURE AT THE TIME OF INSTALLATION.
CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE
IMPOSING LOADS ON ROOF INCLUDING BUT NOT LIMITED
TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER
DESIGN CRITERIA.
ALL FASTENERS TO BE #10 OR GREATER ASTM F593
COLD WORKED 304 STAINLESS STEEL UNLESS NOTED
OTHERWISE.
ALL ANCHORS FOR ALUMINUM SHALL BE SPACED WITHIN
2 TIMES DIAMETER END DISTANCE AND 2 TIMES DIAMETER MIN
SPACING TO ADJUST ANCHORS.
0
co
r
X
x
oa
m
Note:
A4X8X1/4 can be used instead of the double 2x8xl/4.
2
S S *"-""
5
IIIIIIIIIIIII I
IIIIIIIIIIII II
S
I I I'Eq�UINgX"IALNM I I I
140YVIR IRgol IIIww
rill
I IIIIIIIIIII
zt
x
IIIIIIIIIIIIII
B 2 8 18 qEtM
x1
co
co
m
IIIIIIIIIIIII I
�
o
1'
IIIIIIIIIIII II
I IrI'ETU�N4X'IAUU4. I I I
I II �OYVIRPgOlf
26'IIIIIIIIIII
1
IIIIIIIIIIIIII
B 2 8 1/ B
�
w
m
v
Q
in
IIIIIIIIIIIII I
c1
1
,�
IIIIIIIIIIII II
I I I I'E�u�lgx"IAyun�• I I I
J
o
m
I I I 140YVIR PgOlf I I I I
�
I IIIIIIIIIIIII
IIIIIIIIIIIIII
B 2*891 /0 EJEAMi�,
17'
PLAN
I
19
DBL 2X8X1/8 BEAM
0 -OPEN — / O 10 -8"
Go
1
G co
CC)
17' Lp
FRONT ELEVATION
UPLIFT CALCULATION:
ROOF AREA = 510 SQ FEET
WIND UPLIFT FORCE = 13005 LB
WEIGHT OF FOOTING = 150X3.OX3.OX3.OX4 = 16200 LB
TOTAL WEIGHT = 16200 LB > 13005 LB; OK
EXISTING CBS WALL
z
w
IL
0
I
w
\
m
g
x
6X6X1/4 COLUMN
co
J
\
o
�
z
w
IL
0
1
6X6X1/4 COLUMN
t__1 01 tr
FOUNDATION NOTES:
1
1
3
40 co
co
;z N
�o:w co-
�0 0 o
• � fp i
—
Q - `
F— v
co Ir
•
.
o ;e ..
..
...:.w
.....
a•..•��
..
F- Q z
..
...
Q 0 • (A ....
....
. .. .....
w
IL e—
o} o
00
00
�
❑ Z_ �
w ❑ M N
q
� W W W W
m
m
o�Z
ZQuI�LU
gU
Z
J F_ )
tt0 Q Z
1) ALL REINFORCING STEEL TO BE GRADE 60 WITH YIELD
STRENGTH 40 KSI
2) THE EXISTING SOIL MEETS OR EXCEEDS THE MINIMUM
REQUIRED LOAD BEARING CAPACITY OF 1500 PSF.
3) SOIL IS MAIN COMPOSITION IS SANDY AND LIMEROCK
4) CONCRETE FOR FOOTING TO BE 2500 PSI MINIMUM.
5) FILL PLACED WITHIN 6-0" OF THE STRUCTURE
PERIMETER CONSIST OF CLEAN GRADED SAND IN MAX 12".
6) SPLICES SHALL BE 40 BAR DIAMETERS ALL AROUND THE
CORNERS AND CHANGES IN DIRECTION.
7) CORNER BARS SHALL BE 40 BAR DIAMETERS IN EACH
WAY.
8) MAXIMUM WATER -CEMENT RATIO BY WEIGHT TO BE 0.4.
Z
O
l�
w
2
co Lll
m
ti
0
N
co
m LL � LO
W cV
Z LO Z M
O Z rn�p_
� Wwc�O°0mf—
rn
m ZQc�°0°zU
L Oo_jowti
Z Z � LL Cr)
W J
C7 VZQ �Z
Fn 002 coU
W Q cccr) = z
❑ ULc) ❑IZwU
,—,6X6X1/4 COLUMN
MIN 24" EMBEDMENT
2/3 EM EDDED '•.
AND PAINTED W/
BITUMINOUS PAINT + •: , M
NEW 3'X3'X3' DEEP
FOOTER W/ 4 #5 EACH
WAY TOP & 4 #5 EACH
WAY BOTTOM UNDER
EACH COLUMN
FOOTING DETAIL
1.919 .075"
1.5�7
EQUINOX GUTTER
LOUVER SKIN
POLY OR
STEELINSERT
1875"
1.250"
EQUINOX ALUMINUM
LOUVER EXTRUSION
I (11 I\ /9:0
3"X3"X1 /4" ANGLE W/
3 - 3/8" THRU-BOLTS
EACH SIDE
#5 REBAR
(12" LONG)
THRU COLUMN
3"X3"X1/4" ANGL
2X8 BEAM
(4)#14 GALV TEK SCREWS (IN TWI
EQUALLY SPACED INTO BEAMS
Ell .12511
Ll
2"X8"X 1 /811
'2Ya REAM / HEADER
�---10"--�
LOUVER SPACING
0
ASSEMBLED
PIVOT CLIP
DBL 2X8 BEAM
DBL 2X8 BEAM
2X8 BEAM
4 EQUINOX BEAM TO EQUINOX
�,qV BEAM CONNECTION
� .125"
�-- 5 1 /2"--
6" BRACKET
1 .1 6" .4"
� TTT� �
1.1"L L 1.4
FRONT VIEW SIDE VIEW BOTTOM VIEW
0
z.z'-jF F �.5 0
�.s^ 1
EQUINOX PIVOT CLIP
0.25"
6"X6"X1 /4"
—_ 2.5"-
I I
I
I
I
I
411 - -
01,*p U11� �
cq
%%
-SEAL W/ CONT. SILICON BEAL��Q`9 •••• •`�� =
O
#14 SCREW @ EA WALL STU[�r : z
Q
O'
2X8X1/8 BEAM ��
LOUVER GUTTER ,�''
o F- v:
�,� ,� �►es;��`�+
TO INSTALL SCREW Tl�
• E
�' = v '
.
..
STUCCO (1" MAX THICKNESS) • • •
o
COa •
PLAYWOOD
'
• •
2 EQUINOX BEAM TO STRUCTURE
;••;
;
.�
""
S CONNECTION
• •
aiV
•
•••
...
3"X3"X1 /4" ANGLE W/
3 - 1/2" THRU-BOLTS
& 3 - 3/8"X5" TAPCONS
min 3" embeddment to
USE (3) 1/2" TAPCONS
(3" MIN. EMBEDMENT)
@ 12" O.C. (MAX)
2"X8" BEAM
9XR HFAnFR
conceret f
5 ..�:
S2 DBL 2X8 TO HEADER
O
IL
IL
o
0
O
Y
°O
"'
T-
o_z
N
�M
ILL
w
o
Z
Q
CO
I
a
=
X
°
Z
D
z
0
v
U
F-
Zzwtn�U
Z
W
J
F-
w
Q
z
0
con
OU
Ix
Q
-5
rn
a
u
z
O
0
•�
W
W
co
0
N
m
Co
co
z
W N
O
Lr)zcf)
Z
TKO
wMp
Wwwc
m>�rn
LLJ
Z¢�z3
L
C700 J0M9=
U_
Z LL. v W I-
WZJ Lu Of
u)
uiZW
_jo� c�U
W
Q M O t Z Q
U�naaW0
PINNELL SUR VEY INC.
4855 W. HILLSBORO BLVD., SUITE B-1 COCONUT CREEK, FLORIDA 33073
PHONE(954)418.4940 FAX(954)418-4941 EMAIL: oider@sfland.net
CERTIFICATE NO.: LB6857
SURVEY ADDRESS:
9969 N.E. 4TH AVENUE ROAD
MIAMI SHORES, FLORIDA 33138
FLOOD ZONE & ELEVATIONS:
FLOOD ZONE. X
BASE FLOOD ELEVATION: N/A
CONTROL PANEL NO.: 120652-0306-L
DATE OF FIRM INDEX: 09/11/09
CERTIFY TO:
1. WEST CENTRAL. LEGAL SERVICES, P.A.
2. FIDELITY NATIONAL TITLE INSURANCE COMPANY
3. JOEL MINSKI AND ANDREA MINSKI
4. BRANCH BANKING AND TRUST COMPANY, ITS SUCCESSORS AND/OR ASSIGNS, AS�
THEIR INTEREST MAY APPEAR
POTENTL4L ENCROACSIVIENTS:
1.4 FOOT CHAIN LINK FENCE AND C.B.S. WALLS CROSS OVER THE WESTERLY
PROPERTY LINE.
LEGAL DESCRIPTION:
LOTS 1 AND 2, BLOCK 96, OF "AMENDED PLAT OF MIAW SHORES SECTION NO.4" ACCORDING TO THE PLAT THEREOF, AS RECORDED
IN PLAT BOOK 15, AT PAGE 14, OF THE PUBLIC RECORDS OF MIAMI-DARE COUNTY, FLORIDA.
LEGEND & ABBREVIATIONS:
A
= ARC
D.E.
= DRAINAGE EASEMENT
P.C.
= POINT OF CURVATURE
A/C
-AIRCONDITIONER
ELEV.
=ELEVATION
P.L
=POINT OF INTERSECTION
A.E.
= ANCHOR EASEMENT
E.NL
- ELECTRIC METER
P.R.C.
- POINT OF REVERSE CURVE
ASPH
= ASPHALT
F.P. & L. - FLORIDA POWER & LIGHT
P.O.B.
- POINT OF BEGINNING
BM
= BENCEDAARK
L.B.
= LICENSED BUSINESS
P.O.C.
= POINT OF COMMENCEMENT
B.C.R.
- BROWARD COUNTY RECORDS
L.P.
- LIGHT POLE
P.P.
- POWER POLE
C.B.S.
= CONCRETE BLOCK STRUCTURE
MIL.
= MANHOLE
R
= RADIUS
CHATT.
=CHATTAHOOCiEE
(1v1)
=MEASSURED
RES.
=RESIDENCE
CONC.
=CONCRETE
MAINT.
-]MAINTENANCE
R/W
=RIGHT-OF-WAY
C.L.F.
= CHAIN LINK FENCE
NO.
=NUMBER
T
- TANGENT
C.L.P.
= CONCRETE LIGHT POLE
N.G.V.D. - NATIONAL GEODETIC VERTICAL DATUM
(M.)
= TYPICAL
(C)
= CALCULATED
O.H.
= OVERHANG
U.E.
- UTILITY EASEMENT
C.B.
= CHORD BEARING
O.R.B.
- OFFICIAL RECORDS BOOK
W.F.
= WOOD FENCE
C.R.
- CABLE RISER
O/S
= OFFSET
W.M.
= WATER METER
(D)
=DEED
(P)
-PLAT
A
=DELTA OR CENTRAL ANGLE
D.B.
= DEED BOOK
P.B.CR = PALM BEACH COUNTY RECORDS
S
-CENTERLINE
M-D.C.R - MIA E DADE COUNTY RECORDS P.B.
- PLAT BOOK
.=-
= ELEVATION
GENERAL NOTES:
1. TYPE OF SURVEY: BOUNDARY
2. 9 THIS SURVEY HAS BEEN REVISED AS INDICATED IN THE REVISION
BOX SHOWN HEREON, THEN ANY AND ALL PREVIOUS VERSIONS OF
THIS SURVEY PREPARED BY PINN UL SURVEY, INC. ARE NULL d; VOID.
3. THE PROPERTY SHOWN HEREON WAS NOT ABSTRACTED FOR
OWNERSHIP, RIGHTS -OF WAY, EASEI4MM OR OTEER MATTERS OF
RECORD BY PDO LL SURVEY, INC. THERE MAY BE ADDITIONAL
RESTRICTIONS THAT ARE NOT DEPICTED ON THIS SURVEY THAT MAY
BE FOUND IN THE PUBLIC RECORDS OF THE COUNTY, FOR WHICH THE
SUBJECT PROPERTY IS LOCATED IN.
4. UNLESS OTHERWISE NOTED, FIELD MEASUREMENTS ARE IN
AGREEMENT WITEREC:ORD MEASUREMENTS.
S. ELEVATIONS SHOWN HEREON (IF ANY) ARE BASED ON THE NATIONAL
GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED.
6. UNDERGROUND IMPROVEMENTS AND UTIIXTIBS ARE NOT LOCATED.
7. FENCE AND WALL OWNERSHIP IS NOT DETERbIINED.
S. THIS DRAWING IS THE PROPERTY OF PIIOMLL SURVEY, INC AND 3EALL
NOT BE USED OR REPRODUCED, WHOLE OR IN PART WITHOUT
WRITTEN PERMISSION & AUTHORIZATION FROM PINNELL SURVEY, INC.
9. AIL EASElvIMM SHOWN ONTHE ATTACHED DRAWING ARE FER THE
RECORD PLAT (UNLESS OTHERWISE NOTED).
10. THIS SURVEY IS FOR MORTGAGE AND TITLE PURPOSES ONLY.
11. BEARINGS SHOWN HEREON ARE BASED ON AN ASSUMED BEARING
OF SOUTH 00OW580B ALONG THE EASTERLY LW OF LOT 1, BLOCK
96, P.B.15, PG.14 M-D.0 R. J
CERTIFICATION:
TIES IS TO CERTIFY THAT I HAVE RECENTLY SURVEYED THE
PROPERTY DESCRIBED IN THE FOREGOING TITLE CAPTION AND
HAVE SET OR FOUND MONUMENTS AS INDICATED ON THIS
SKETCH AND THAT SAID ABOVE GROUND SURVEY AND SKETCH
ARE ACCURATE AND CORRECT TO THE BEST OF MY KNOWLEDGE
AND BELIEF. I FURTHER CERTIFY THAT THIS SURVEY MEETS
MINIMUM TECHNICAL STANDARDS UNDER RULE 5J-17,
FLORIDA ADMNISTRAT NE CODE, ADOPTED BY THE FLORIDA
STATE BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS
THIS SURVEY IS NOT VALID WITHOUT THE SIGNATURE AND THE
ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR
AND MAPPER
1 • :I I
JASON H PNEL
PROFESSIONAL SURVEYOR & MAPPER
LICENSE NO.5734, STATE OF FLORIDA
SKETCH NO.: 12-1418
DATE OF SURVEY: 09/21/12
CHECKED BY: J.P.
FIELD BOOKMAGE: 425/27
SIDE 1 OF 2
Description: SURVEY Job #: 12-1418 Address: 9969 N.E. 4TH AVENUE ROAD • . �': : ` : •: • •
•• ••• f• • • • ••'
•• •••
••• •••
•••
•
• • •
•
•••
•
••
•
•
••
•
• •
• •
•
• • •
•
•••
•
•• ••
•
.. . + . •• ••• 01
• •• •
C-1
R = Z224.79'
A = 0254'53"(C)
A = 113.18'(C)
C.B. = N69'11'01 "E(C)
C-2
R = Z094.79'
A = 02 38'16"(C)
A = 96.44'(C)
C.B. = S69'02'43"W(C)
C-3
R = 25.00'
A = 109'12'35"(C)
A = 47.65(C)
C.B. = S54'45'15"E(C)
N.E. 4th_ AVENUE ROAD
%(75' RIGHT OF WAY}
`. 19.5' ASPHALT PAVEMENT _ .CATCH
BASIN:. _ :.
n :CATCH
FOUND 1/2- BASIN _
IRON PIPE N
o/s 0.09'(S)
.. /
5' WALK
En SET
..STAMPED - I o DISCIL
'. DRIVEWAI' n r a a5734
4'C.LF.
OO 21.3' CORAL ` SET NAIL
11.72' 40.1 d ENTRY & DISC
2265 #5734 B
ti �r0 27.3' w vni
J o TIMO STORY C.B.S. m 1.65'QO
31 C.B.S. /..:;
,
0�' RESIDENCE #9969 "' 1.6 WAL.(TYP.)
0 0 m ,.�.
Q
m c� 21.58'� 28.37' r
to
10.50� 30.05' a L .29
o -... • I A/C L TILED �l
J U-�;;, �•�•'.�: a STEPS
J ATT. ; N'
air) '••':21.6' ^i- oQ�,.
6' C.LF 00 4 —I— al • ���ll ..
0.05' E. CID -to'• O v _ - e I _} ,+(!� �0rrAA ! ^o .•.
x I ef♦. W
N o ^ I 0 � .
04 .M I •� ry% . /:•.
Z SET NAIL
6' C LF. I (� &DISC
1.6' N. .-�. �734 �I
0.30' E. 1 :.
A= P
3' WALL' ..
0.70';N
'
WLL A4
0.3' N. :•
�:.•
0,00' W.
1Q.5' ASPHALT PAVEMENT"
2
h
FOUND 1/2"
IRON PIPE do
CAP, NO ID
o/s 0.05'(N)
..�.
0.12'(E)
SCALE: 1" = 30'
SKETCH NO.: 12-1418
DRAWN BY: SP
SIDE 2 OF 2
Description: SKETCH Job #: 12-1418 Address: 9969 N.E. 4TH AVENUE ROAD
%bopos"
En • •
STRUCTURAL CALCULATIONS :::::: :•
•
(BASED ON FLORIDA BUILDING CODE 2017, 6th EQitjON)••••
.... . ..
•••••• •
• • •
••••••
• • •
•• • • ••
••••
LOUVEREQ ,GOOF FOR:
JOEL AND ANC�.'A MINSKY
9969 NE 4TH AVE RD.
MIAMI SHORES, FL 33138
PROJECT NUMBER: 2018789658
R
PREPARED BY
Masoodljoli, P.E.
LIC NUMBER- 82038
5300 NVAtT" AVE
DORAL FL 33166
Jan, Stwot019
r
```�L U irrrrrrr,�i
�nn .........
. r�.
No 82038
_ err
STATE O
I
Ca&
En, 9,&wy-16pw
3
TABLE OF.ONTENT
LOUVERED I:flOF FOR:
JOEL AND ANDR.EA MINSKY
9969 NE 4TH OVE RD.
MIAMI SHORU� FL 33138
PROJECT NUMBER: 2018789658
. .
....
......
......
...
......
....
• 0 0 0 • •
....
.
.....
......
...
.....
....
. ..
......
. .
. .
......
MIAMI DADS COUNTY
1. WIND ANALYSIS ............................... :..,............................................................ 1-3
2. COLUMN ANALYSIS...............................::............................................................4-5
3. BEAM ANALYSIS..................................................................................................6-8
4. DEFLECTION ANALYSIS..........................................................................................9
No 82038
cc -
•��
'-C• STATE
r rr
�tfit
PROJECT: LOUVERED ROOF
CLIENT; JOEL AND ANDREA MINSKY
C5V6W&T4W
PAGE: 1
ADDRESS 909 HE 4TH AVE RD.
DESIGN BY: SA
JOB NO.: 20ISM
DATE: 01/21/19 REVIEW BY: MH
far M
1i(iae'x.; : �ek,,�:..;�s�'t�n!- -,xx• .: w-, 's•:rx .r .*' '+t"5';A^3*."_ - �arcae5ar.
INPUT DATA
County: wamFDads Count' 000600
Surface Roughness (B,C, ot D)
C Note (B 'or wban6 Sub"en crass C f-r op"vrsir, vet, s=*red crh+_�. • • • • •
O for ftai, urobsvucted areas arvi water surfam • • • i • • • • w
Exposure category (B. C or D, ASCE 7-10 26.7.3)
C Note (B for n530fib Surface Roughnes5-8, C for nor Bx 0. D for Sur'0:e • as�t►ess;p) •
Importance Category (I,II,III,IV) (ASCE 7-10Table 1.5.2)
11 see:
Importance factor (ASCE 7-10 Table 1.5-1)
1.00 • • • • • • • •
Basile wind speed (ASCE 7-10 26.5.1 or 2015 IBC) V •
175 mph *so* • • i e • •
Topographic factor Kf s
0 • • :so***
0000
Topographic factor K2 •
0 A •
Topographic factor K2 •
0 • • �• • •
\ • • e e sees:
Topographic factor (ASCE 7-10 26.8 6 Table 26.5-1) Kn s
• • �•
1
Budding height to save h. =
~
10.000 It hr. \a \ • • " ~J �) he e
Building height to ridge h, a
11.000 R e i a w • • • •
Building length L •
•,w •
30.000 It• i •
�
Building width 8-
17.00 R • •� •. • • •
�
Roof angle e •
•
0.1. "' Tads 5.7 Degree 0
Enclosure Classification (Open, Partially Enclosed, Endosedi
• • • •
Enrbsed-• Open•A building having each wad at least 80 poroad open.
Effective area of componsra A •
178.50 it2
Foundation thickness t=
4 Inch
DESIGN SUN""
Max horizontal force normal to building length, L. face
12915.54 lb
Max horizontal force normal to building length, 8, few
• 7239.43 lb
Max total upward fora
- •-22081.38 Ile
Foundation Ara@
s 914 to lower foundation thickness allowed
A/IALY9t18
qh = 0.00256 Kr, K• K• V2 = 68.64 pat
ere: c6 = velocity pressure at mean roof height. h. (Eq. 28.3-1 peps 298 3
Eq. 30.3-1 pipe 316)
Kw • velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) • 035 See ASCE Table 20.3.1
Kd = wind drectionaNy factor. (Tab. 26.6-1, for budding, pope 250)
O.t6 See ASCE Table 28.Q 1
h = mean roof height
• 10.50 It
60 it Heigh NO (SatbfacWA (ASCE 7-10 26.2.1)
< Wn (L. 8), [Saftlectory] (ASCE 7-10 26.2.2)
Velocity Pressure Exposure Coefficients. Kh and Kz
.
Table 28.3.1
remain Exposure Constants
- Table 26.9-1
Height above ground Exposure
level. z B C D
Exposure a z9 (A)a b a
ff m
0.15 0-4.6 0.7 0.85 1.03
B 7.0 1200 1ff.0 0.84 114.0
20 6.1 0.7 0.9 1.08
C 9.5 900 V9.5 1.00 11a.5
25 7.6 0.7 0.94 1.12
D 11.5 700 1/11.5 1.07 119.0
30 9.1 0.7 0.98 1.18
Exposure 5 c 1 c zmin (it)
40 12.2 0.78 1.04 1.22
50 15.2 1 0.81 1.09 1.27
B 1 0.45 0.3 320 1r3.0 30
60 18 1 0.85 1.13 1.31
C 1 0.65 1 0.2 1 500 1 115.0 1 15
x ' D 1 0.8 1 0.15 1 650 1 118.0 7
Notes:
`'
1. The velocity pressure exposure coefficient Kz may be determined
Notes
from the following formula:
zmkh= minimum height used to ensure that the equivalent height 2 is 9raater
For lSffszszg For zs15It
ct0.6horzmin.
Kz=2.01 (zlz9)1(2Ja) Kz=2.01 (15fzg)g2la)
For building with h<zmin, Z shall be taken az zmin.
Note: z shall not be taken less than 30 feet in exposure B.
2. a and z9 are tabulated in Table 26.9-1
3. Linear interpolation far irdenmediate values of height z is acceptable
4. Exposure categories are defined in Section 26.7.
Deslan pressures for MWFRH
p ■ qh I(G C r HG Cr+ )1
where: p = pressure in appropriate zone. (Eq. 28.4.1. page 298).
p- • 18 psf (ASCE 7-10 28.4.4)
G Co f • product of gust affect factor and exion pressure ooeificient,
ace table he)gw. (Fig. 28.4-1, page 300 3 301)
G Co, • product of gust effect factor and intemal pressure ooefBcionljob. 28.11.1;phege 258)
• 0.18 or .0.18
a • width of edge strips, Fig 28.4-1, note 9, page 301, MIN(0.18, 0.1L. O.4S i MI 0.04B, 0.04L), 3 = 3.00 ft
PROJECT: LOUVERED ROOF
C&w&wevh,9
ADDRESS 9M NE 4TH AVE RD. DESIGN BY:
SA
JOB NO.: -E4 DATE: OU21119 REVIEW BY:
MH
009000
11- The bulking is a simple diaphragm building as deft nod in Section 25.2. ok 0414110�
2. The budding Is a low-rise building as doff nod in Section 25.2. ok 60 0 0 0
000000
4. The building Is a regular-shapecl bulking or structure as defl nod In Section 26.2. 0000 0
:see
0
5. The budding is not classill ad as a III exiblis budding n dell nod In Section 25.2.
0
6. The budding does not have response characteristics making I subject to across *Md loading, vefift stwking. Instability due to 00 00 0
06 boos
7. The building has an approximately symmetrical cmaosection in each directiot with either a IM ral— :*0:0:
AD
S. The budding Is woomptod from trintiond load cam as Indicated In Nole 5 of Fig. 28.4-1 .0000.0
0
-
The vAnd pressures are obtained dire* from a table 00 0
00 0
Area (Square feet)
Case A Can 8
Cam A
Main Wind F PAMM System - Method 2 h % 60 FT
Figure 28.6-1 Design Wind Pressures WALLS AND ROOFS
Enclosed Buildings
Simplified Design Wind Presamrs, Ps3O 1ps!) (Emmurs P 11-M fad)
Basic Wind Speed RooffAngle LOW Horizontal Premium vwdcsi Pressurm
A for Exposure B-1
CC�PROJECT: LOUVERED ROOF
lak CLIENT: JOEL AND ANDREA MINSKY , a PAGE: 3
&w6wezliv CONTRACTOR 9059 NE 4TH AVE RD. DESIGN BY: Ali
DATE: 01121r19 REVIEW BY: Masood
�k4loWeRAW
p= ptabb(WXRF)Kzt Eq (30.7-1)
RF - elfedllrs area reduction factor from Table 30.7-2
EAF a Exposure adjustment factor from Table 30.7-2
surface
Area
Reduction Factor
Onus
Plus
2
264
72 15
-0.96204052 WA
3
9
-1 WA
4
240 110
-0.82 -0.85918387
5
30
-0.92 -0.9577551
re reduction
as the formuta does not conwder
the OFM imic axis
'
•aaruafraalws
fl•Ciaa1M W
56.42
a..
-� i-
1.._
` faa�.aailaaMlq ^ w _
Table
h(ft) Roof Forth
Flat Roof
Gable Roof
15 mmumm Roof
HIP Roof
Yono•lop• Root
t
•
om-'-
.
••••••
r
•
001
v
•
• •
•
•amKlfMJMy
ae•faM Yllaa Msalan-Campfyn
• • •
efp"weAdj•sboafflraRw• •
• • •
•
....
•
NAQ
s
M
tp
Ita
6Mltwf
1.11
130
Oln
1
1 it
1,11
1 I 1
&V-D
IK
1'
1.11
2
l n
1
a
1
�,
I1
N
tf
>e
1 1
bu
07111
t 15a
P
741
1.1 1
tl Y
40
1 171
M {
30
O`1
M
as
fro on ar 4414 4« — Is 1" 1.
10 to In
txr.wlafy..wrw1.
I Naanra fP�l
toad case 1(paf) a5.90 -11215 I -0315 _ _ -n.55 I -112 i,
Load case 2 (paf) 138.58 Sams 3&575 55.9 51.225
Horizontal Pressure on Winwa►d Surf. 11.4 13.2 iS.1 3AS 11.1 23.6 2&4 2G7
Horizontal Pressure on Leeway Su 8 8 1l1 12.3 13.2 15 8 18.5 HA 22.1
PROJECT: LOUVERED ROOF
CLIENT: JOEL AND ANDREA MINSKY PAGE: 4
ADDRESS 9989 NE47!i AVE RD. DESIGN BY: Ali
JOB NO.: DATE: 01121/19 REVIEW BY: Mosood
imn height
h col 10.000 ft
imn Spacing
S col 15.000 ft
Load Roof
r2 - Psf c er�C c-
imn Axial load Tension
P_col Ten-32S1.25 lb
imn Axial Load Tension
P col Comp 3506.25 lb
nent
1332.5 ib.ft
conditions
Fix -Fix
ct Column
ion
Lis of Elasticity
Factor
Thickness
e Thickness
cable Moment
i Depth
nel Flange Width
,-channel Properties (one side of SMO)
nel Flange Width used for buckling
Height used for buckling
ber Flange Width
Area
Area
e Area
onal Constant
on Modulus xx
on Modulus_yy
is of Gyration_xx
is of Gyration_yy
ing Capacity
Chinn-6 0;;; r in %46k Axis
nel-width in buckling }
nel Height
tr of Gravity to Outer Fiber Distance
nel Moment of Inertia
is of Gyration
;n Method
rial Aluminum Alloy 6005-TS or 6061-T6
ed Aluminym Alloy
late Tensile Stress
tensile Stress
Compression Stress
late shear Stress
Shear Stress
_Lb
1W In_
in
E
10100 ksi
S.F.
1.95
b
6 in
t w
0.25 in
t_f
0.25 in
Area
5.75 inA2
1 xx
31.745 InA4
I_Yy
32.745 InA4
Ma
169.312 kip.in
d
6 in
be
�_6 in
bf
6 in
hw
5.5 in
bm
5.5 in
5.750 inA2
Area web
2.750 inA2
Area flange
3 in42
1
47.52734
5 xx
10.582 in43
S_yy
10.592 inA3
r roc
2.35 in
r_yy
2.35 in
Fb
115 ksi
bcf
5.75 in
do
5.875 in
C1
2.609 In
C2
4.391 in
lyc
10.S0657InA4
r_yc
1.90 in
Ares_Channe 2.9% InA2
Alloable Stress Design
No
Ftu
38 ksl
Fty
35 ksi
Fcy
35 ksl
Fsu
24 ksi
Fsy
20 ksi
SZX4
2 4
2 5
2 6
2 7
2 8
2 9
2 10
4 4
4 4
2 4
3 3
3 3
3 3
3 3
3 3
4 6
4 7
4 8
4 9
4 10
5 5
5 5
S2X5
SZX6
S2X7
S2X8
S2X9
S2X10
4X4X0.25
4X4XO.125
2=0.05" Hollow
3X3Xo.125
3X3XO.09
3X3X0.25
3X3X0.125
�_ 3X31t0 09
DBL 'SM
DBIL SW
OBL 82X8
DBL S2X9
"DBL S2X10
5X3X1/8
ra. 6XSX1/4
8X8X1/8
8X8=16
6X8X1/4
6 6
6 6
6 6
• • •••• *0*4 ••
• • • •
• • • • • •
• • • •
•••••• • •• **of:*
Go*•
••••
• • • • •
• •••.••
• • • • • • • • • • • •
•
•••••• •
09000
• • • • •
06
•• • • •• • •
• • •
tw tf A Sx rx
0.046 0.100 0.782 2.000 1.000 1.600
0.050 0.116 0.917 3.644 1.510 1.993
0.050 0.120 1.022 5.660 1.944 2.354
0.055 0.120 1.229 8.472 2.425 2.626
0.072 0.224 1.847 16.557 4.441 2.994
0.082 0.306 2.357 27.16 6.123 3.395
0.092 0.374 3.013 42.282 8.462 3.746
0.250 0.250 3.750 8.828 4.414 1.534
0.125 0.125 1.937 4.854 2.427 1.583
0.050 0.050 0.701 1.4228 0.649 1.425
0.125 0.125 1.431 1.9672 1.3115 1.1724
0.090 0.090 1.088 1.5488 1.0328 1.1934
0.250 0.250 2.750 3.49479 2.3299 1.1273
0.125 0.125 1.431 1.9672 1.3115 1.1724
0.090 0.D90 1.088 1.5488 1.0328 1.1934
0.05 0.12 2.044 11.32 3.888 2.354
MOSS 0.12 2AS74 16.9434 4.8508 2.626
0.072 0.224 3.6946 33.114 8.982 2.994
0.092 0.306 4.714 S4.32 12.246 3.395
0.092 0.374 6.025 84.564 16.924 3.746
0.125 0.125 2.437 9.661 3.864 1."1
0.25 0.25 4.75 27.911 7.165 1.942
0.125 0.125 2.938 16.906 5.635 2.399
0.1875 0.188 4.359 24.573 8.191 2.374
0.25 0.25 5.75 31.74S 10.582 2.35
PROJECT: LOUVERED ROOF
Cak CLIENT: JOEL AND ANDREA MIINSKY PAGE: 5
ADDRESS 9989 NE 4TH AVE RD. DESIGN BY: All
JOB NO.: DATE: 01/21/19 REVIEW BY: Mo3ood
Column Ellowd 4e11 7-U1! &AkrMllan ,w ,
factor of safety of buckling na 1.2
factor of safety of Valid strength ny 1.65
factor of safetv of ultimate strength nu 1.95
(c) Allo%%W Stress
(d) •
• •
1'ypc of Member or
la) Aden abk Stress
4b) Slenderness Limit
Skndemem BenKrn
Slendernem
• (e) Illlowahlcq;*m •
Type oi'Svecs
Component
Eq. Sal
Sirndnness S S,
S,
S, and S
Limit S
meit� J� • •
Compression in
Columns• axial, rosy
B
All columns}
Eq.6.7
Fes.
nyf�,
Be —
I (U D AL1
— c — r — J
kL L •
— = e
• • • • a1E •
scctirxn
krrni.
k/. kr'r!•
car r
r
• • • 3 •
r Dr
••• r •
Compression in
Flat plates --prated along
Eq. 6-11
1 h
b k I Qp •
• •
. • • �A, Br,
Componrnesof
one
k��
Qafge—coltenns —
A P x
l Q _ S 1 D
wr P r
` 1
J
_
r SAD •
P.•
• • • •
Columns, gross station
bucklugt about n
=
P
( Al
S I
�.mmetr yjte
r S. I Dn
•
• • • Yr J •
Flat plates supported ;;;]
Eq. &9
Aly
wr!•'
Up —�
1 Qp — 5 I UP —lb /
—I
h = r4x
_ •
car'} • • • • •
•
one edge --columns ixcolumns
!t'
b 1 rn,.
car l r J
r 3,1 •
• •
about a
_
h`\'
• Rr (S I t • •
-mmctry axis
r S. I DP
k_xx
1 assume most severecam
k_yry
1 assume most severe case
Slenderness in xx axis SxxkL/r_xx
Slenderness_
51.06383
Slenderness in yy axis SyrkL/r_yy
Slenderness_
52.06383
Maximum Slenderness
Slenderness_
51.06393
Maximum Allowable axial stress
km
13.77 ksl
Member Elastic Buckling
Fec
38.23 ksi
ADM Eq. 4.7A-3
Member Buckling between stitch screws (beam half) (ADM 3A.71
k_channel
0.5
Slenderness channel
Slenderness_
31.55639
Maximum Allowable axial stress
kh
16.22 ksi
Local Web Buckling Specification 3.4.9
Slenderness web
Slenderness_
6.6
Maximum Allowable axial stress
kw
21.00 ksl
Local Elastic Buckling, Web
Fcrw
893.9 ksi
Specification 4.7.1
Local Flange Budding Specification 3.4.8.1
Slenderness flange
Slenderness_
48
Maximum Allowable axial stress
Fcf
046 ksl
Local Elastic Buckling, Flange
Fcrf
1.7 ksi
Weighted Average: Web/Flange Local Buckling
Fca
10.48958 ksi
ADM 4.7.2
Fca-(Fcw•Aw+Fcf'Af)/A
Member budding Elastic (ADM 4.7A)
F.r = nrE/(kL/r)' ksl (Eq. 4.7.4-3)
Fec
38.22912 ksi
Local and Member Buckling Interaction
Fa
2.7 ksi
Specification 4.7A
Frc
2.43 ksi
Maximum ble Axial Compresshre St�rrespo�
k
1.66 ksl
_ Fa
9.56.kip
Axial compression in Column:
is 6 _ �j
,•_ fa/FaJ„ �, 036-36 66M 08 < I, Satisfactory_ J
1— _ t _ fa/Fatfb/Fb�_ 0.380 ! iL Satisfactory ` _ —
•
• • • •
LOUVERED ROOF
a PROJECT: JOEL AND ANDREA MINSKY
CLIENT: 99a9 NE 4TH AVE RD.
JOB NO.: 20189M
ontal Design Pressure (Windward): pw wall 0 psf
ontal Design Pressure (Leeward): pi -wall 0 psf
Pressure (solid rood 25.5 psf
Wall height leave height):
heave
10.001) ft
Center to center spacing mansard frames:
Spacing
9.504 'ft
Horizontal force applied Inward on Columns:
w col
-9 Idp/in
Horizontal force applied Inward on Beams:
w beam
6 �IpAn
Induced beam moment from windward on column:
M_cd_center
0 kip.in
Induced beam moment from windward on column:
M beam
0 kip.ln
induced beam moment from windward on column:
M col side
'0 kip.ln
SAC"; Besm ProperI es
Section
DBL 2X5XV4
-a is support (i7preumd"rif
Ldir13
h
eak-mdafupport(RvWsSpadngJ
L_6
Flange Support
Spadng_sMching
1 in
Modulus of Elasticity
E
101M Its]
Safety Factor
S.F.
1.95
Allowable Stress Design (ASD) Load Combinations:
D= Dead Load, L- Uve Load, W= Wind Load
Load Combinations:
1-D
Eq 16.8 FBC
2-D+L
Fq 16-9 FBC
3- D+W
4- 0+0.75L+0.75W
5-0.6D+W
Eq 16.12 FBC
6-0.6(D+W)
Eq 16.15 FBC
PAGE:
DESIGN BY:
DATE: 01/05119 REVIEW BY:
6
SA
MH
AkAND law G; 44�4as
ROOF PRESSURES
10.67 FOR SCREEN ENCLOSURES 1175 MPH)
9.67 FOR SCREEN ENCLOSURES (170 MPH)
9.17 FOR SCREEN ENCLOSURES (160 MPH)
• •
• •
2S.S FOR INSULATED ROOF (179MPH1 •
0000
24 FOR INSULATED ROOF (170 A" i
• •
•
21 FOR INSULATED ROOF (160 IWPA•
•
•
•
b
d tw
2=14 2
6
0.125
2X7X1A 2
7
0.12S
2XRX14 2
8
0.125
2)MXV4 2
a
0.2S
DBL 2XaX1/a 4
8
0.125
DBL 2=1/4 4
a
0.25
4X10(1f4 4
10
0.25
1 3XaX1A 3
8
0.125
DBL 2XSX118 4
6
0.125
DBL 2X7X1/a 4
7
0.12S
DBL 3=11a 6
8
0.125
52X4 2
4
0.046
52X5 2
5
0.OSO
SZX6 2
6
O.OSO
5210 2
7
0.055
s2Xa
2
8
0.072
Sm
2
9
0.082
S2X10
2
10
0.092
M)OD W NOW*
2
2
0.046
MG) OD5' Ronow
2
3
0.050
2X4XDDV NOM
2
4
0.050
3X3X0.12S
3
3
0.125
3X3WA!
3
3
0.090
2XSXD.W
2
5
0.125
Double 2XSIm.125
4
5
0.125
2X6.SXO.O4• Hollow
2
6.5
0.040
3XVMM2
3
8
0.042
2.926
7.916
LOUVERED ROOF
PROJECT: JDF1 AND ANDREA MMGKY PAGE: 7
`rOCOHTRACTOR 9989 NE 4TH AVE RD. DESIGN BY: SA
DATE: 01ABf19 REVIEW BY: MH
h
b
4 1n
Thickness
t w
0.25 in
le Thickness
t f
0.25 in
Area
9.5In42
L xx
6S.19792 in44
I_yy
44.44,92InA4
cable Moment
Ma
260.7917 kip.in
i Depth
d
8 In
nel Flange Width
be
_-74 In
i-channel properties (one side of SMB)
nel Flange Wkfeh used for buckling
bf
3.75 In
Height used for bucking
hw,
7.S In
fiber Flange Width
bm
. - 3.5 In
Area
5.7S0 InA2
Area
Area web
it 0 In-2
le Area
Area_flange
2 InA2
oral Constant
1
36.723
Dn Modulus hoc
S xx
1%299 InA3
M Modulus_yv
S_yy
11.11PM InA3
as of Gyration xx
r xx
2.619721 in
is of Gyratlon_yy
r_yy
2.163037 In
i Channel In Weak Axis
—
nel-wtdth in buckling
bci
3:7S in
nel Height
do
7.87S In
.r of Gravity to Outer Fiber Distance
Cl
0.770 in
C2
3.230 in
net Moment of Inertia
lyc
3XA6 209 In-4
as of Gyration
r Yc
1.12 in
Channel
Area_Channel
2.906 InA2
2M114
wable Suess"
webk Axial Tswlon
elements In uniform tension F btf 129 ksl Spedfkatlon 3A.2
elements bending In their own pane F_btw 23 ksi Specfflcadon 3.4.4
cs In xx axis Sx=kL/r_xx
is In yy axis Sy-kL/r_yy
Slenderness
Alkxwabie axial straas
lastk Buckling
cackling between stitch screws (beam half) (ADM 3A.71
num Allowable axial mess
Web Buckling Specification 3.4.9
emess web
num Allowable axial mess
Elastic Buckling, Web
Flange Buckling Spedflmlon 3A.8.1
emess flange
num Allowable axial stress
Elastic Buckling, Flange
tted Average: Web/Flange Local Buckling
I..
. 1 assume most severe case
"emess xx
41.22S76
Slendemess_yy
47ASS92
Slendemess_max
47.15592
Fan
1q.26 ksl
Fee
44.83 ksl ADM Eq. 4.7.4-3
k channel
p 5
Slendemess_chanr
0.446208
Fch
M14 ksi
Slender, s_web
130
Few
13,0 ksl
Ferw
43.3 ksl Specification 4.7.1
Slendemess_flange
30
Fcf
2.10 kst
Faf
4.3 ksl
Fca 10.99396 kd ADM 4.7.2
F, - n*(kL/r)' ksi (Eq. 4.7.4-3)
Fec
44.82792 ksl
Local and Member Budding Interaction
Fcr
; • 43 ksl Specification 4.7A
Frc
:4.79 ksi
Maxknum Akweble Adel CanpreAh4 SM ind Comteponding Axial Load
_
Fc
-1:26 kd
- — --
Fe
*OAS kip _ !
.. .
AlpwabkStressea
Allow" Myer Axis Bending
Member Buckling
Specification 3.4.24
Slenderness major axis xx
Slenderness xx
13.SB1.24
Fbcx
21 ksl
LOUVERED ROOF
PROJECT: JOEL AND ANDREA MKKY PAGE: 8
CONTRACTOR 9959 NE 4TN AVE RD. • DESIGN BY: SA
DATE: 01101Y19 REVIEW BY: MH
MemDer sucaung oenween sotcn screws
Slenderness between stitch Slenderrness roc
0.892415
Fbcxh
21 ksl
Local Buckling Web
Specification 3.4.18
Slenderness Slenderness web
30
Fbcaw
28 ksi
Local Buckling Range
Specification 3.4.15
Slenderness Slendernesshangs
30
Fbcxf
6.066667 ksl
Allowable Bending Moment per Section 4.7.3 (weighted Average Bending Strength):
Dimensions
Allowable Stress: Mina Axis Bending
Web Local Ottd*V 3A16
S-h/t„
30A0
IF S <. 21 Then FK,,,, - 21 ksi
;
IF S > 21 AND S < 33 Then Fa,,,, - 27.3 - 0.292+ S
IF S >e 33 Thera Fde. a S80/S
Aetsai Fb.
18.54
RwW Lod OuDldin g 3A17
Se23/tr
30 00
IF S <. 9.1 Then Fkw . 28 ksl
IFS>9.1AND S<19Then Fbw-40.5-1.4115ksl
IF S » 19 Then Fb r e 4930N ksl
Acbxd FW
5.47
Allowable Sending Moment per Section 4J.3
Ccf
3.75 in
CcW
3.S In
Cif
4 in
Ctw
.3.5 in
Flange Group Moment of Inertia Flange Group If • 2[(b•tf3 / 12)+ b'tf If
30.01167 inA4
Web Group Moment of Inertia Web Group Moment of Inertia hv.2[(• by
1757813 Ir"
Allowable Compressive Bending Moment:
Mac
169.2257 Mp.in
Ma - ((Fo04)Xd)r((Fr,,,•1„yCe,)
AllowableTension BeendIn Moment:
Met
283.2229kip.in
M•-((FW%jCd)+((Fb,!I„)1C•)
Matt mum AMOwehN MaW Axle Moetent 4.7.3
189.2257 kip.in
Section 4.7.3 Governed by Flange Compression
Arlerege Aboa able awellim Strove the 4.7.3 rsretlto0t
_
I
MAW Ads ABoweble Bending Stress per Section, .7.3
�fOen „
4211971 ksi-
.... _
Weighted Avenge for Web/Fiang Low[ Buckling (Section 3.4):
Fbaa
11.289311 ksi
a 1-0
owes
••••
•
• • •
PROJECT: LOUVERED ROOF
Gqy CLIENT: JOEL AND ANDREA MINSK`f
PAGE: 9
F�agii m.risy CONTRACTOR M9 NE 4TH AVE RD.
DESIGN BY: SA
DATE: 01/05/19
REVIEW BY: MH
-!"Troi7wr-77-17-
Sumirnary of Results for section and Dimerrsbns Conddered:
Member F F. f
DBL 2X8X1/4 4.26 40.45 21 342.2891 299.2257
2102.673
[Allowable stress values in ksl; Fa in laps; Moments In Idp-In]
0.613161959 S.825038 3.024
a*****
Weight/ft of Section Considered: 11.413 Ibs/R
• • •
• • • •
0.613161859 S.825038 3.024
• • • • •
i • a • •
Beam net stress capacity based upon axial stress utilization:
• • • • • •
• • •
axial compression in beam due to horizontal winward pressure at screen eave and windward mansard rise:
• •
• • •
Ufa 0.001b --
Net allowable bending moment Mn 342.29 kip.in
• • •
•
Note: If Mn is negative, trial section N.G., select a deeper beam
• • •
• • •
linear wind bad per length w 216.7S lb/ft
• • • • •
Allowable span per Mn LM 389.36 In 32.44676 ft
Allowable span limit Id 249.63 in 20.80221 ft
L/180
BUILDING
PERMIT APPLICATION
OBUILDING ❑ ELECTRIC
Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
. Rr-(,EIVED
FF8 12 20
INSPECTION LINE PHONE NUMBER: (30S) 762-4949
FBC 2201_-�- 2
Master Permit No. Qt1 I I q - J2=f
Sub Permit No.
❑ ROOFING REVISION ❑ EXTENSION DRENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WCiRKS [:]CHANGE OF ❑ CANCELLATION ❑ SHOP
.CONTRACTOR DRAWINGS
JOB ADDRESS: 9969 NE 4th Avenue aJ .
City: Miami Shores County: Miami Dade Zip: 33138
Folio/Parcel#: 11-3206-017-1230 Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): JOEL MINSKI Phone#:
Address: 9969 NE 4th AVENUE
City: MIAMI SHORES State: FLORIDA Zip: 33138
Tenant/Lessee Name: N/A Phone#:
Email:
CONTRACTOR: Company Name: ALUMICENTER Phone#: (954)674-2631
Address: 3160 SW 176 WAY
City: MIRAMAR State: FLORIDA Zip: 33029
Qualifier Name: JUAN COHEN Phone#: (786)201-2477
State Certification or Registration #: Certificate of Competency #: 1OBS00557
DESIGNER: Architect/Engineer: A&M Structural Solutions LLC Phone#: (305)898-9995
Address: 3450 NW 85 CT UNIT 540 City: DORAL State: FL Zip: 33122
Value of Work for this Permit: $ 33,600 Square/Linear Footage of Work: 510
Type of Work: ❑ Addition ❑ Alteration X❑ New ❑ Repair/Replace ❑ Demolition
Description of Work: LOUVERED PERGOLA
Specify color of color thru tile:
Submittal Fee $
Scanning Fee $
Technology Fee $
Structural Reviews $
Permit Fee $
Radon Fee $
Training/Education Fee $
CCF $ CO/CC $
DBPR $ Notary $
Double Fee $
Bond $
TOTAL FEE NOW DUE $
(Revised02/24/2014)
I
Bonding Company's Name (if applicable) N/A
Bonding Company's Address N/A
City State
Mortgage Lender's Name (if applicable) _
Mortgage Lender's Address N/A
City
N/A
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. 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 o urs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approv d 944 reinspection fee will be charged.
OWNER 6r AGENT
The foregoing instrument was\icknowledged before me this
Z Z day of 20 19 by
�o n4 �j/LSK; who is personally known to
me or who has produced A r��� as
identification and who did take an oath.
NOTARY PUBLIC:
Sign
Print:
Seal: _ Commission No. FF 970303
Commission Expires 03/10/20
Signat
The foregoing instrumf nt
22 day of �Ju.
knowledged before me this
20 19 , by
who is personally known to
rwh h sao producedL%✓�S/�i�C�tie� as
identification and who did take an oath.
NOTARY PUBLIC:
Sign: /
Print: LIE 9A0160
Seal: . Notary Public, State of Florida
Commission No. FF 970303
��'';',g► , My Commission Expires 03/10/20
APPROVED BY Plans Examiner 4 OL Zoning
Structural Review
(Revised02/24/2014)
Clerk
Miami Shores Village
10050 NE 2 Ave
Miami Shores FL 33138
305-795-2204
P@V� r�n�n it?
Issue Date: 03/13/2019
Location Address Parcel Number
9969 NE 4TH AVENUE RD, Miami Shores, FL 33138 1132060171230
Contacts
Permit NO.: DGT-02-19-327
Permit Type: Decks/Gazebos/Trellises
Work Classification: Pergola
Permit Status: Approved
Expiration: 09/09/2019
JOEL & ANDREA MINSKI Owner ALUMICENTER INC Contractor
543 MIN ST 700, NEW ROCHELLE, NY 10801 JUAN COHEN
Other:3055100916
Business: 3059690264
Inspection Description: LOUVERED PERGOLA Valuation: $ 33,600.00 Inspection Requests: 4949
Total 5q Feet: 510.00
Fees
Amount
Application Fee - Other
$50.00
CCF
$20.40
DBPR Fee
$20.75
DCA Fee
$13.83
Education Surcharge
$6.80
Gazebos, Trellises and Pergolas Fee
$325.00
Planning and Zoning Review Fee
$35.00
Scanning Fee
$9.00
Structural Review ($90)
$90.00
Technology Fee
$34.58
Total:
$605.36
Building Department Copy
Payments
Date Paid Amt Paid
Total Fees
$605.36
Credit Card
03/13/2019 $555.36
Credit Card
02/12/2019 $50.00
Amount Due:
$0.00
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, WINDOWS, DOORS, ROOFING and SWIMMING POOL work.
OWNERS AFFIDAVIT: I ify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws
regulating � ructionand ning. Futhermore, I authorize the above named contractor to do the work stated.
/ Applicant / Contractor / Agent
Date
March 13, 2019 Page 2 of 2
2/12/2019 Property Search Application - Miami -Dade County
OFFI-b"IE OF THE PROPERTY APPRAISER
Summary Report
Property Information
Folio:
11-3206-017-1230
Property Address:
9969 NE 4 AVENUE RD
Miami Shores, FL 33138-2439
Owner
JOEL MINSKI
ANDREA MINSKI
Mailing Address
9969 NE 4 AVE RD
MIAMI SHORES, FL 33138 USA
PA Primary Zone
1200 SGL FAMILY - 2501-2800 SQ
Primary Land Use
0101 RESIDENTIAL -SINGLE
FAMILY: 1 UNIT
Beds/Baths/Half
4/3/0
Floors
2
Living Units
1
Actual Area
4,173 Sq.Ft
Living Area
3,433 Sq.Ft
Adjusted Area
3,543 Sq.Ft
Lot Size
17,026.1 Sq.Ft
Year Built
1951
Assessment Information
Year
2018
2017
2016
Land Value
$510,285
$510,285
$425,459
Building Value
$306,115
$308,507
$310,898
XF Value
$51,231
$24,803
$24,898
Market Value
$867,631
$843,595
$761,255
Assessed Value
1 $754,122
$711,794
$697,154
Benefits Information
Benefit
Type
2018
2017
2016
Save Our Homes Cap
Assessment Reduction
$113,509
$131,801
$64,101
Homestead
Exemption
$25,000
$25,000
$25,000
Second Homestead
Exemption
$25,000
$25,000
$25,000
_._-__.._.... _..... ._._
Note: Not all benefits are applicable to all Taxable Values (i.e. County, School
Board, City, Regional).
'Short Legal Description
MIAMI SHORES SEC 4 AMD PB 15-14
LOTS 1 & 2 BLK 96
LOT SIZE 130.970 X 130
OR 17157-4662 0496 1
COC 26228-0176/0178 12 2007 1
Generated On : 2/12/2019
Taxable Value Information
2018
2017
2016
County
Exemption Value
1 $50,000
$50,000
$50,000
Taxable Value
1 $704,1221
$661,794
$647,154
School Board
Exemption Value
1 $25,000
$25,000
$25,000
Taxable Value
1 $729,122
$686,794
$672,154
City
Exemption Value
1 $50,000
$50,000
$50,000
Taxable Value
1 $704,1221
$661,794
$647,154
Regional
Exemption Value
$50,000
$50,000
$50,000
Taxable Value
1 $704,122
$6617794
$647,154
Sales Information
OR
Previous
Price
Book-
Qualification Description
Sale
Page
09/28/2012
$930,000
28328
Qual by exam of deed
0168
12/01/2007
$750,000
26228
Sales which are qualified
0176
05/01/2007
$0
25681-
Sales which are disqualified as a result of
4482
examination of the deed
04/01/1996
$275,000
17157
Sales which are qualified
4662
The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property
Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disciaimer.asp
Version:
Miami shores Village
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
Notice to Owner — Workers' Compensation Insurance Exemption
Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05
allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to
obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure:
An employer in the construction industry who employs one or more part-time or full-time
employees, including the owner, must obtain workers' compensation coverage. Corporate officers
or members of a limited liability company (LLC) in the construction industry may elect to be
exempt if:
1. The officer owns at least 10 percent of the stock of the corporation, or in the case of
an LLC, a statement attesting to the minimum 10 percent ownership;
2. The officer is listed as an officer of the corporation in the records of the Florida
Department of State, Division of Corporations; and
3. The corporation is registered and listed as active with the Florida Department of
State, Division of Corporations.
No more than three corporate officers per corporation or limited liability company members are
allowed to be exempt. Construction exemptions are valid for a period of two years or until a
voluntary revocation is filed or the exemption is revoked by the Division.
Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use
day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will
be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of
workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors.
BY SIGNING BELOW YO&CKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS
CONTENTS. / A
Signature:
State of Fl°
County of Miami -Dade
The foregoing was acknowledge before me this a23 day of FC'/ , 2017.
who is personally known to me or has produced
as identification.
Notary:
0_PSL, A RONCALLO
SEAL: ,, O;�NY IV ��
Notary Public, State of Florida
'J96W Commission No. FF 970303
Date:
State of
County of ���"�' �✓��
Before me this day personally appeared
deposes and says:
LUMICENTER INC
BUILDERS OF ALUMINUM ENCLOSURES
JI"O"o C-�
who, being duly sworn,
That he or she will be the only person working on the project located at:
Sworn to (or affirmed) and subscribed before me this /3 day of
by
.20 /!7•
Personally know
OR Produced Identification
Type of Identification Produced
4'I.NI
%t, T iAif�RPi�M +61e o Notary
Notary Public, State of Florida
:= 'o Commission No. FF 970303
- °�` My Commission Expires 03/10/20