CC-14-243C
BUILDING
PERMIT APPLICATION
Miami Shores Village . , �111F-D
Building Department JUL 29 2014 I
10050 N.E.2nd Avenue, Miami Shores, Florida 33138 !�
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
FBC 20 k -b
Master Permit No. CC — Z —/ il — Z*
Sub Permit No.
❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: A &- 2 -
City:
City: Miami Shores County: Miami Dade Zip: 53
i6 l
Folio/Parcel#: Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder):6 l'1t-)i�' Aj t(;4 1, � I Phone#: 3 L ,5 �% 7
Address:
City: _ & I fat-Ai t) t S State:
Tenant/Lessee Name:
Email:
Phone#:
p: 35/(/
CONTRACTOR: Company Name: L -J-' 2/70 Phone#:
Address: 12—j l v21tell lr 2-10
City: L%
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. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING
YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved and a reinspection fee will be charged.
Signature_ ;�! ��f�a�r� Signature
OWNER or AGENT
The foregojng instrument was acknowledged before me this
//�� 423 R day of �d 20 � , by
AR. who is personally known to
me or who has produced
identification and who did take an oath.
NOTARY PUBLIC:
Sign: t� l./a i` -•
Print:
Seal:
****************
APPROVED BY
l
(Revised02i24i2014)
CONTRACTOR
The foregoing instrument was acknowledged before me this
day of rr" 20 by
�Ma*k fja-wytt who ' personall know to
as me or who has produced
identification and who did take an oath.
NOTARY PUBLIC:
as
Sign: iW
rVF
Print: leeA( u
Notary Public State ofEFI.rlidaSeal: Rafael Huguet� = My Commission EE04
Tor r� Expires 01/24/2om
Plans Examiner Zoning
Structural Review Clerk
•
_ � ) LL z -J4 --zy3
Eastern Engineering Groyp
`fZZE; 3401 NW 82nd Avenue Suite 370, Doral, F 3P1 2-105 •••• •6666.
T 305.599.8133 • F. 305.599.8076 • www.easterrmg.com ...
• � •.
600.09 0900..
. 6666.. . . .
.60606
6666 .. 9 0 6
6 9 . 6 6
6666 . .. .6666
069690
.. .. 6666 996666
6666..
BarryUniversityCha 'el*064 .. 69666.
96 6 9999 9
Job No: 14-08tN7XCPTICNS ` A • !_. MARE CORRECTIONS
NOTED
Ej
ANDRE.SUEMHT
❑REJECTED
JUL 3 9 1014 Review is only for~nance with the design
concept of the n :j ai con;plianre td�th the
Railing various information d0curnents. Any ac
CA `'
;
shown is sul�::: meets of the plans ;
specifications. Cc - ,,esr)onsibie for: Dinensi t
is
ich shall be r..: ;tt=r, ' :„;'A Lorrelated at the job si g,;
11300 NE 2ND AVE ricaticn prcc� SS I ^r�iques of construc` 0 !;
rdination of,, tr 'all otf er trades and the
OFtICEMIAMI SHORES, FL 33 ti�f toiypeo' ` ^n r .
y K! AY LC
copoy, D
O
Miami Sh®rns Foil ,
APPROVED
BY
DATFE 9
70NING DEPT
BLDG DEPT
-
J
SUBJECT TO COMPLIAN ITH ALL FE
STATE AND COUNTY RULES AND RFGU1 Ai1 )NS
Prepared By:
❑ Raissa Lopez, PE
Lic. No. 59399
CAN # 26655
LCULA NS
ta�y,aaoar�:;,
.t PAZ
GY•�cJ �.
•` ,cam. ' CJ p1� `.
.�. O .+J
Y.
j
i'
Pf”
ElGonzalo racz PE
Lic. No. 60734
CAN # 26655
NO. OF PAGES:
14 080 14 080 Barry University Chapel Page 1 of 16
•
Project Name:14 080 Barry University Chapel
175.0
zt := 1,0
Kd := 0.8
L., = 0.8
Cf:= 1.
9.5'
zg := 900.0
Date:03/11 /2014
•
Height of Top of Sign (ft)
Solidity Ratio of Sign (%)
qz:= 0.00256•Kz•Kzt•Kd•V2
pz:= 0.6(gz G -Cf)
E
pz.EQ := mpz 100 '10
4
Eastern,�gyy eering Group
14 080 Barry University Chapel
psf
00.000
0000.0
.00000
99900
0000.
999999
0
9
000000
99.999
0 0
Gross Wind per Actual Solid Area (psf)
Equivalent Wind in Overall Area (psf)
Page 2 of 16
0000
Miami Daae 9'Broward ."
Category I...............V=165 mpA.* ..... =159 mph
Category If..............V=175
m�hs.�.� =170 mph
Wind Velocity (mph) Category III & IV .....
V=186 mpp,,,,,,..V=18Q 1np q
Topographic Factor
.000 . ..
09.00. 9 ..
09 00 9999
Wind Directionality Factor (see table 26.6-1) ASCE 7-10
.... Kd=Oz& 9 9 9
0 9
0000..
Gust Factor
•
00 9 9999
9999
Net Force Coefficients Cf (see Figure 29.5-2) Flat -Side Members Rounded Members
for s<=O.1 2.0
1.2 ------------- 0.8
for 0.1 to 0.29--------------------------------------- 1.8
1.3 ----- ------- 0.9
for0.3 to 0.7----------------------------------------- 1.6
1.5 ------------ 1.1
Values for Terrain exposure constants a and zg:
Exposure B------ Value a =7, Value zg=1200
Exposure C------ Value a =9.5, Value zg=900
Exposure D------ Value a =11.5 , Value zg=700
•
Height of Top of Sign (ft)
Solidity Ratio of Sign (%)
qz:= 0.00256•Kz•Kzt•Kd•V2
pz:= 0.6(gz G -Cf)
E
pz.EQ := mpz 100 '10
4
Eastern,�gyy eering Group
14 080 Barry University Chapel
psf
00.000
0000.0
.00000
99900
0000.
999999
0
9
000000
99.999
0 0
Gross Wind per Actual Solid Area (psf)
Equivalent Wind in Overall Area (psf)
Page 2 of 16
•
C7
Project Name:14 080 Barry University Chapel
psi
Fw 9000.0 psi
Allowable stress for non welded members.
Allowable stress for weld -affected members.
Partial Welding,
As per Aluminum Code 2005, section 7
Fpw = Fn — CArn/A)x(Fr)—Fw)
Aweld = (2x(wd))xtw
Aweld = 2)Kwd")Ktw
A = (2sides))K(3c)X(tw)+b(tw)
A = (3 c+b) X tw
Date:03/11/2014
.0 0
wd rein length plus 4"
at each end
J—, w
Aw:= 1.0 (times thickness ) weld -affected cross sectional area
FC 1.0 in distance from neutral axis to extreme comp fiber.
in post width.
net cross sectional area of the compression flange of a beam, consisting
Ac := 3 .
c + b (times thickness ) of the portion of the section farther than 2c/3 from the neutral axis, where
c is the distance from the neutral axis to the extreme fiber.
Fps' := FN — A • (FN — FW)
Ac
14 080 14 080 Barry University Chapel
in — lb
Page 3 of 16
14 080 14 080 Barry University Chapel Page 4 of 16
•
17J
•
DIMENSIONS AND PROPERTIES 1-99
14 080 14 080 Barry l�iversihr Chapel
AMERICAN INSTITUTE OF TEEL ONS RUCTION, INC.
Page 5 of 16
Table 1-14
•
Pipe "
Dimensions and Properties ••• ' 4
•'0"PIPE
****PIPE..
• • •
•.•. •
Nom-
Dimensions _
Nominal
Design
• • • • ;
; •
Outside
Inside
final
Wall
Wall
Area
D/t
I
S
C•
0
Shape
Dia-
Dia-
Thick-
Thick -
: • .I
Wt
meter
meter
ness
ness
Ib/ft
in.
in.
in.
in.
in?
in.4
in.3
& . 01g.4
1n 3
• .. ,
Standard Weight (Std.)
69%
Pipe 12 Std. 49.6 12.8
12.0
0.375 0.349
13.6 36.5 262 41.0 4.39 523 53.7
Pipe 10 Std. 40.5 10.8
10.0
0.365 0.340
11.1 31.6 151 28.1 3.68 302 36.9
Pipe 8 Std. 28.6 8.63
7.98
0.322 0.300
7.85 28.8 68.1 15.8 2.95 136 20.8
Pipe 6 Std. 19.0 6.63
6.07
0.280 0.261
5.22 25.4 26.5 7.99 2.25 52.9 10.6
Pipe 5 Std. 14.6 5.56
5.05
0.258 0.241
4.03 23.1 14.3 5.14 1.88 28.6 6.83
Pipe 4 Std. 10.8 4.50
4.03
0.237 0.221
2.97 20.4 6.82 3.03 1.51 13.6 4.05
Pipe 31/2 Std. 9.12 4.00
3.55
0.226 0.211
2.51 19.0 4.52 2.26 1.34 9.04 3.03
Pipe 3 Std. 7.58 3.50
3.07
0.216 0.201
2.08 17.4 2.85 1.63 1.17 5.69 2.19
Pipe 21/2 Std. 5.80 2.88
2.47
0.203 0.189
1.59 15.2 1.45 -1.01 0.952 2.89 1.37
Pipe 2 Std. 3.66 2.38
2.07
0.154 0.143
1.00 116.6 0.627 1 0.528 0.791. 1.25 0.713
Pipe 11/2 Std. 2.72 1.90
1.61
0.145 0.135
0.750 14.1 0.293 1 0.309 0.6261 0.586 0.421
Pipe V/4 Std. 2.27 1.66
1.38
0.140 0.130
0.6L12.8 0.184 0.222 0.543 0.368 0.305
Pipe 1 Std. 1.68 1.32
1.05
0.133 0.124
0.4 0.0830 0.126 0.423 0.166 0.177
Pipe 3/4 Std. 1.13 1.05
0.824
0.113 0.105
0.3 0.0350 0.0671 0.336 0.0700 0.0942
Pipe 1/2 Std. 0.850 0.840
0.622
0.109 0.101
0.2 0.0160 0.0388 0.264 0.0320 0.0555
Extra Strong (x -Strong)
Pipe 12 x -Strong
65.5
12.8
11.8
0.500
0.465
17.9
27.4
339
53.2
4.35
678
70.2
Pipe 10 x -Strong
54.8
10.8
9.75
0.500
0.465
15.0
23.1
199
37.0
3.64
398
49.2
Pipe 8 x -Strong
43.4
8.63
7.63
0.500
0.465
11.9
18.5
100
23.1
2.89
199
31.0
Pipe 6 x -Strong
28.6
6.63
5.76
0.432
0.403
7.88
16.4
38.3
11.6
2.20
76.6
15.6
Pipe 5 x -Strong
20.8
5.56
4.81
0.375
0.349
5.72
15.9
19.5
7.02
1.85
39.0
9.50
Pipe 4 x -Strong
15.0
4.50
3.83
0.337
0.315
4.14
14.3
9.12
4.05
1.48
18.2
5.53
Pipe 31/2 x -Strong
12.5
4.00
3.36
0.318
0.296
3.44
13.5
5.94
2.97
1.31
11.9
4.07
Pipe 3 x -Strong
10.3
3.50
2.90
0.300
0.280
2.83
12.5
3.70
2.11
1.14
7.40
2.91
Pipe 21/2 x -Strong
7.67
2.88
2.32
0.276
0.257
2.11
11.2
1.83
1.27
0.930
3.66
1.77
Pipe 2 x -Strong
5.03
2.38
1.94
0.218
0.204
1.39
11.6
0.827
0.696
0.771
1.65
0.964
Pipe 11/2 x -Strong
3.63
1.90
1.50
0.200
0.186
1.00
10.2
0.372
0.392
0.610
.0.744
0.549
Pipe 11/4 x -Strong
3.00
1.66
1.28
0.191
0.178
0.830
9.33
0.231
0.278
0.528
0.462
0.393
Pipe 1 x -Strong
2.17
1.32
0.957
0.179
0.166
0.600
7.92
0.101
0.154
0.410
0.202
0.221
Pipe 3/4 x -Strong
1.48
1.05
0.742
0.134
0.143
0.410
7.34
0.0430
0.0818
0.325
0.0860
0.119
Pipe 1/2 x -Strong
1.09
0.840
0.546
0.147
0.137
0.300
6.13
0.0190
0.0462
0.253
0.0380
0.0686
Double -Extra Strong (xx-Strong)
Pipe 8 xx-Strang
72.5
8.63
6.88
0.875
0.816
20.0
10.6
154
35.8
2.78
308
49.9
Pipe 6 xx-Strong
53.2
6.63
4.90
0.864
0.805
14.7
8.23
63.5
19.2
2.08
127
27.4
Pipe 5 xx-Strong
38.6
5.56
4.06
0.750
0.699
10.7
7.96
32.2
11.6
1.74
64.4
16.7
Pipe 4 xx-Strong
27.6
4.50
3.15
0.674
0.628
7.64
7.17
14.7
6.53
1.39
29.4
9.50
Pipe 3 xx-Strong
18.6
3.50
2.30
0.600
0.559
5.16
6.26
5.79
3.31
1.06
11.6
4.89
Pipe 21/2xx-Strong
13.7
2.88
1.77
0.552
0.514
3.81
5.59
2.78
1.94
0.854
5.56
2.91
Pipe 2 xx-Strong
9.04
2.38
1.50
0.436
0.406
2.51
5.85
1.27
1.07
0.711
2.54
1.60
14 080 14 080 Barry l�iversihr Chapel
AMERICAN INSTITUTE OF TEEL ONS RUCTION, INC.
Page 5 of 16
•
Project Name:14 080 Barry University Chapel
Date:03/11 /2014
Allowable Stresses for Aluminum
; .'. ••••
6063-T6
6063-T5
6061-T6
05-T30.
(psi)
(psi)
(psi)
.:.••
(psi) '
Fb
15000
9500
19000
. ,.. 19000
(Tubes & Shapes)
Fb
18000
11500
24000
9•••424000. ..
(Round & Oval)
Fv
8500
5500
12000
. .12000 •
Tubes, Shapes & Round
E
10100 ksi
10100 ksi
10100 ksi
��• 19100 ksi
White bars apply to nonwelded members and
to welded members at loc. fathers than 1.0 in from.alwl
Shadded bars apply to within 1.0 in of a weld
Allowable Stress for Aluminum Welding:
Aluminum Filler Alloy 5356
F\=7000 psi
Allowable Stress for Steel
Strong and Weak Axis Allowables Stress for Tube Steel Shape:
Fb=23760 psi, Fv=14400 psi for Fy=36 ksi
E=29000 Ksi
Fb=33000 psi, Fv=20000 psi for Fy=50 ksi
E=29000 Ks
Allowable Stress for Steel Welding:
Welding: E-70XX
Fv=21000 psi
Allowable Stress for Stainless Steel
Strong and Weak Axis Allowables Stress for Tube Steel Shape:
Fb=16216 psi, Fv=9189 psi for (SS 304) Fy=30 ksi
E=28000 Ksi
Fb=24325 psi, Fv=13514 psi for (SS 304 1/16 Hard) Fy=45 ksi
E=28000 Ksi
Fb=40540 psi, Fv=22702 psi for (SS 304 1/4 Hard) Fy=75 ksi
E=28000 Ksi
Fb=59460 psi, Fv=30270 psi for (SS 304 1/2 Hard) Fy=110 ksi
E=28000 Ksi
Allowable Stress for Steel Welding:
Welding: E318 or E309
Fv=19200 psi
Allowable Stress for Wood
Strong and Weak Axis Allowables Stress for Lumber No.2 Non Dense (2"-4" thick):
Fb=1350 psi, Fv=175 psi for 2"4" Wide
E=1400 Ksi
Fb=1150 psi, Fv=175 psi for 5"-6" Wide
E=1400 Ksi
DESIGN INFORMATION:
Florida Building Code 2010
AISC Manual of Steel Construction, NDS -ASD for Wood Construction, ASCE 08-07 Specification for the
Design of Cold -Formed Stainless Steel Structural Members, Aluminum Design Manual 2005
Wind Loads, ASCE 7 - 10
DESIGN LOADS:
Handrail Design Loads: Concentrated Load = 200 lbs. applied at any point in any direction.
Uniform Load = 50 plf applied in any direction (other than dwelling units).
Guardrail System Loads: Concentrated Load = 200 lbs. applied at any point in any direction at the top
of the guardrail (other than dwelling units include a load of 100 lbs applied
vertically downward at the top of guardrail).
Concentrated horizontal load of 50 lbs applied on a 1 sq ft. area at any point
in the system.
14 080
14 080 Barry University Chapel
Page 6 of 16
Is
•
H,pos
— - L moi" L ---� -- L — �-
k= 46,0 Railing Span (in)
Ham, := 36.0 Post Height (in)
q,vina 10.0 Wind Pressure (psf)
Vertical Load
Horizontal
Load
p200 = 200.0 Single Concentrated Load (lbs) .....Railing
P=200.00, Fence P=0.00
.. • •
9999 ....�.
450:= 59.5q Uniform Distributed Load (plf)......... Railing
q=50.00, Fence q=0.00
�.•� ••• •
960.60 .. .0.000
pyo := 50.t7 Single Concentrated Load (lbs) .....Railing
P=50.00, Fence P=0.00
000000 ; 9 9 9 9 0
9.99 ..
9999 .. 9999.
� +-
•• •• •66• •6966•
FbTR := 19000.0 psi
FbT := 19000.0 psi
iPT:= 1600 psi
•6696• • •
:0.0:. 0 6 • •:'
FYTR:= 5500.0 psiFVBT
= 5000.0 psi
FY -PT := 5000.0 psi
• • • • • • ' •
0990
SxTR:= 0.30 Vertical Loads in3
Sy�T := 0.331 in3
SxPT := 0,55, in3
ATR := 0.75 'in'ABT
:= 0.6$7 1 in2
APT := 0.937` in2
SyTR ;= 91701Horizontal Loads in:Vertical Loads in
IxTR := 0.29 in4 1xBT := 0.1051 in
14 080
14 080 Barry University Chapel
Page 7 of 16
Concentrated Load = 200 lbs.
Concentrated Load = 200 lbs.
14 080 14 080 Barry University Chapel Page 8 of 16
VTR.200:= P20dbs
lbs
Uniform Load = 50 elf
VM50 := 0.6.I q2 �.L
lbs
For Wind Pressure
twind Hpost
VTRwind�=0.6..—.L
. L
lbs ....
144Z
• •
....
......
VTR := max(VTR.200, VTR.50, VTR.wind)
•
IbE6 ;
• •
••••••
••
••••••
ISIO
Bending Design For Horizontal Load: Section Modulus Required
• • • •
• •
•""
...•.•
... ..
....•
MTR
Sam
••.•
in3FbTR
••••••
•
SYTR.min ,-
•
•
•
Bending Design For Vertical Load: Section Modulus Required
• • • • • •
( IxTR
MTR 1
In3
SXTR.min :-
+
II\ /II
FbTR IXTR + IXBT
Shear Design: Area Required
1.5• VTR
in2
ATR.min :=
FvTR
BENDINGYY.top := if (SYTR.min SYTR, °N.G° "OKE)
11
BENDINGxx.top := if(SxTR.min ? SXTR, °N.G° "OK I E
MEMM
SHEARtop := if (ATR.min ? ATR, "N -G" "OK" )
EM
E
14 080 14 080 Barry University Chapel Page 8 of 16
•
•
Concentrated Load = 200 lbs.
RPT.200 P200
Uniform Load = 50 plf
RPT.50 := 1.1 qs5o • L
12
For Wind Pressure
gwind
RPT.wind := 1.1 I 144 Hp.,t• L
RPT := max(RPTT.200, RPT.5o, RPT.wind)
rHpost
MPT := maXl max(RpT.2oo RPT.So)' Hpost> RPT.wind' 2
VPT RPT
Bending Design: Section Modulus Required:
MPT
SPT.min
FbPT
Shear Design: Area Required:
1.5• VpT
APT.min
FVPT
14 080
BENDINGpost := if(SpT.min ? SxPT, "N.G" , "OK" )
SHEARpost if(APT.min > APT, "N.G" , "OK" )
14 080 Barry University Chapel
lbs
lbs
lbs
int
Page 9 of 16
•
For Wind Pressure
1 max(25,q ,;nd) Hpost 2
MBT.wind 8 ( 144 2 L tl`t,„ in — lb
MBT := max(MBT.wind).. ft— lb
For Wind Pressure
1 max(25,gw;nd) Hpost
VBT.wind := 2 •( 144 ) 2 L t,���lbs
VBT:= maX(VBT.wind) lbs
SHEARbottom if(ABT.min > ABT, "N.G" , "OK"
14 080 14 080 Barry University Chapel Page 10 of 16
Bending Design For Horizontal Load: Section Modulus Required:
.— MBTg�E
SYBT.min
i �"�
in3
•—
FbBT
.:, - �'�164't,'��` a
• • • •
•
•
Bending Design For Vertical Load: Section Modulus Required:
••••••
••
••••••
oo*
•0*00
•
MTR IXBTY,
SXBT.min :_
�8
�I efCli "d ,
in
• •
FbBT
IXTR + IXBT
y, :
• •.
• •
• • • • •
Shear Design: Area Required:
•
•
• • • •..
VBTt',
ABT.min :=
Int •
• • • •
•
FvBT
•..•
•
•
O „Ytt Ed
S "N.G" "OK")
BENDINGyy.bottom:— if(SYBT.mIn — >YBT
— > , I
BENDINGxx.bottom:= if(SXBT.min > SxBT, "N.G" , "OK" )
SHEARbottom if(ABT.min > ABT, "N.G" , "OK"
14 080 14 080 Barry University Chapel Page 10 of 16
•
•
MIA PERE
Allowable Stress of Welding (psi)
ElWidth of Tube Aluminum (in)
t,:= x <- 0.00001
max(VBT)
while >_ FVweld
0.707•b•x
x E- x + 0.0625
Aweld b-te
max(VBT)
fV�,eld :-
Aweld
STRESS :="N.G."
"OK" if FVw ld > fVweld
t
Wweld:= "1/8" if--Le--<-0.1250
e <_ 0.1250
0.707
"3/16" if 0.1250< t e <_ 0.1875
0.707
" 1/4" if 0.1875 < t, <_ 0.25
0.707
14 080
14 080 Barry University Chapel
.2
in
0000
•
0000
0000
•
0000..
0000
Page 11 of 16
0000.•
•
•
•
0000.•
0000..
0000•
0000•
•000.0
0000..
0000..
.s
•
0
Rvertical
�- D.grout
I ( B.post
B.grout � F1
D.post
Post Width (in)
Post Depth (in)
des 4 p Post Embedment (in)
Minimum Edge Distance (in)
Equivalent Grout Width (in)
Equivalent Grout Depth (in)
Grout Strength (psi)
Concrete Strength (psi)
Id, :='3.0 Hold diameter (Grout Diameter) (in)
14 080
14 080 Barry University Chapel
Page 12 of 16
• •
• •
0
•.•..•
••
00000•
•
• •
0000
.. .
• •
. 0
.
0000
. ..
00000
.
0000..
0 .•
000.0
• .
.
..•...
.
. .
.000..0
.
0000..
.
••....
.. .
••0•
Page 12 of 16
ha ='6.0 Concrete Slab Deep (in)
Pd := MPT lbs
Hpost
2•hef 2+ 3•Hp".hef
a:= in
3. he + 6.Hpost
Pd. a2
P2 _ lbs
hef. (2-a — hef)
• Pl := P2 — Pd MINN lbs
•
14 080 14 080 Barry University Chapel Page 13 of 16
9999
9999
9999..
.. . ...go
Mextemal:=
Pd'(Hpost + a)
9999... ..
1 9 lbs — in
900000
000
0000
• • . •
•
...• • •.
.99.9
••..• . 90
••i.••
Mintemal:=
P2 P1.3•(hef — a)
4:.. -
.....•
3•a+
itt!i •:9•:lbs—
•
•..•.• •
•
••••••
go
Vu:= 1.6•(max(Pl>P2))
�aiF,ti �•.� : lbs .•..
:••.•:
•
14 080 14 080 Barry University Chapel Page 13 of 16
2•P2
f2. out 1.6• psi
a'Bpost
2.P1
fl.grout := 1.6• psi
(hef — a)•Bpost
Fpgrout:= [0.65•(0.85fcg,.o„)]•1.5 a
psi
.. � �
�...._. �,,.... 14
0000
2•P2
f2. out 1.6• psi
a'Bpost
2.P1
fl.grout := 1.6• psi
(hef — a)•Bpost
•
Fpconcrete [0.65•(0.85•fcconcrete)]-1.5
tressconcrete := N•
"O.K." if max(fl.concrete, f2.concrete) < Fpconcrete
14 080
14 080 Barry University Chapel
psi
Page 14 of 16
Fpgrout:= [0.65•(0.85fcg,.o„)]•1.5 a
psi
Stressg,out :_ "N.G."
"O.K." if max(fl.grout,f2.grout):!�Fpgrout
0000
. .
0000
0000..
s nal tW� CI Gr(*t i d C i1e
..
...00
.
0000••
00
0000.•
•
•00000
•
• •
•0.00•
2 P2\
0000
.. •
••
• •
f2.concrete �= 1.6
•000
psi
. 00
•0 . • 0• •
a'Bgrout
.•00 .
• •0
0000•
• •
•. ••
• . •
0000
0000.•
•
0000.•
•
•
•
2.P1
0 i
• •
•. •.. •
fl.concrete:= 1'6 6;hh
psi
p
...000
•
(he — a)'B
.
• • .
•
•
0000••
l grout
.• .
0000
• •
0000•
•
Fpconcrete [0.65•(0.85•fcconcrete)]-1.5
tressconcrete := N•
"O.K." if max(fl.concrete, f2.concrete) < Fpconcrete
14 080
14 080 Barry University Chapel
psi
Page 14 of 16
•
Avco := 4.5 -Cal 2 int
Ave:= 2 -(1.5 -Ca,) -ha if ha<1.5•Cal int
2•(1.5•Ca1)•(1.5•Cal) if ha>_ 1.5 -Cal
ed.v 1•d Modification factor for edge effect
F,,T7=--1.4-q Modification Factor in No cracked concrete at service loads
yfc.v=1.4
Modification Factor in cracked concrete with
yc.v=1 w/ No supplementary reinforcement.
Wc.v=1.2 w/ Supplementary reinforcement of a No 4 Bar between the anchor and the edge.
y,c.v=1.4 w/ Supplementary reinforcement of No 4 Bar and stirrups spaced at not more than 4 in.
0
BREAKOUTshear if(Vu > -�• Veb, "N.G." , "OK"
14 080
14 080 Barry University Chapel
Page 15 of 16
I':=
if`hef > 8•do'8•do'hef)
in
Y •
•1•�••
••
••••rr••
•
Y;,•"
0
7
e0.2
l
�do. onc-Cai1.5
rete
lbs.
`,
i
0
•
do
•
i••••i
Ave
• ••
• e
•••••
Vcb•—
_ , I,
•�ed.V•wc.V'Vb
Ib�
•
+••e•
•••e••
AV
�
•
co
••••••
•
•
;= 07- Conditions
lbs. •. •
• •
0=0.75 w/ Supplementary reinforcement are crossing
••00
concrete failure prism.
0=0.70 w/ No supplementary reinforcement are crossing
concrete failure prism.
0
BREAKOUTshear if(Vu > -�• Veb, "N.G." , "OK"
14 080
14 080 Barry University Chapel
Page 15 of 16
•
•
Calc Cal
"N/A" if ha < Cal
r2 'Calc�' C Dgront + Bgont
Acone.total= 2 2l
a ' .,:. fQr: rd #WPas;: .
2
•_ � CBgreutl 7r
one.post •— 2
Acone.total — Acone.post
Acone.fina] �— 2
Vcone.cb 4• fCconcrete-Acone.final
0, Conditions
�=0.75 w/ Supplementary reinforcement are crossing
concrete failure prism.
�=0.70 w/ No supplementary reinforcement are crossing
concrete failure prism.
BURSTOUTshear = if(VU > -�• Vcone.cb, "N.G." , "OK"
14 080
14 080 Barry University Chapel
2
in
a
in
lbs
Page 16 of 16
0000••
•
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•
a
0000••
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::
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....
..... .
. lbs
•0.000
• • •
000*
lbs
Page 16 of 16
0000••
•
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M9z��,7,�"- az M •�
1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2010.
2. IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND
AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND
APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE
ENGINEER.
3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. IT SHALL BE
THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO
VERIFY ALL UNDER- GROUND FACILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION.
ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT
THAT EXISTING UTILITIES ARE DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR TO REPAIR OR REPLACE ALL DAMAGES.
4. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT
15 OBTAINED.
5. CONTRACTOR 15 TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT
NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN.
6. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN.
1. ENGINEER'S VISITS TO THE SITE, AS PER G.0 OR OWNER'S REQUEST DURING CONSTRUCTION
SHALL BE SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION.
8. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL
BARRICADES, ENCLOSURES, AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO
PROTECT ADJACENT PROPERTIES.
9. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT
PRIOR NOTIFICATION TO THE OWNER.
10.THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND
FOR THE SEQUENCES AND PROCEDURES TO BE USED.
11. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT
ACCURATELY REFLECT PRESENT CONDITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR
FAMILIARIZING WITH CURRENT 51TE CONDITIONS, AND SHALL REPORT ANY DISCREPANCIES
TO THE ENGINEER PRIOR TO STARTING WORK.
ll. EASTERN ENGINEERING GROUP H45 EXCLUSIVELY DESIGNED THE STRUCTURE AND/OR
BUILDING COMPONENTS IN COMPLIANCE WITH THE APPLICABLE EDITION OF THE FLORIDA
BUILDING CODE AND DESIGN STANDARDS FOR STRUCTURAL REQUIREMENTS ONLY.THE
EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS.
ENGINEER ON RECORD OF THE BUILDING OR CERTIFIED PROFESSIONAL ENGINEER SHALL
VERIFY THE STRUCTURE FOR SUCH LOADINGS.
I8. ELEMENTS WILL BE AS DESIGNED BY EASTERN ENGINEERING GROUP AND AS APPROVED BY
ARCHITECT AND/OR OWNERS, TO CONFORM GENERALLY WITH THE ARCHITECTURAL DRAWING
AND SPECIFICATIONS.
19. CODE FLORIDA BUILDING CODE, 2010 EDITION LOADS:
RAILING:
P=CONCENTRATED LOAD OF 200 S IN ANY DIRECTION AT ANY PLACE OF TOP MEMBER.
W= DISTRIBUTED LOAD OF 50 PLF AT TOP MEMBER
WIND LOAD AS PER ASCE 1-10
KD = 0.85, CATEGORY 2
WIND LOAD AS PER ASCE 1-10
WIND VELOCITY AS PER ASCE 1-10
KID =0.85 MIAMI -DARE BROWARD
CATEGORY I ------------- 165 mph ------------156 mph
CATEGORY 2 ------------- Il5 mph ------------110 mph
CATEGORY 384 ------------- 186 mph ------------180 mph
20. THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS.
ENGINEER ON RECORD OF THE BUILDING SHALL VERIFY THE STRUCTURE FOR SUCH
21. THE QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE
ARCHITECTURAL DRAWINGS.
22. ALL DIMENSIONS TO BE SITE VERIFIED.
12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE.
ANY DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES 1
OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER
DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND
TO EFFECT THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS.
13. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING
CONDITIONS AND PROPER DISPOSAL OF ANY EXTRA MATERIALS 8 GARBAGE FROM THE
SITE AFTER COMPLETION OF WORK.
14. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT.
EASTERN ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR ERRORS OR
MISINTERPRETATIONS OF THE SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED
DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE
DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST. 2
15. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH
SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER.
16.EA5TERN ENGINEERING GROUP HAS GENERATED THESE SHOP DRAWINGS BASED ON A
PROVIDED DESIGN THAT HAS BEEN DEVELOPED BY A LICENSED ARCHITECT OR A
COMPETENT LICENSED DESIGN PROFESSIONAL WHO CONFIRMED COMPLIANCE WITH ALL
APPLICABLE NATIONAL AND FLORIDA BUILDING CODES.
3,
1u t Irl 1�� I
ALUMINUM SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE OR.T.4E:
DRAWINGS:
TYPE
Fb
Fb(WELDED)
Fv
FV(WELDED)
6063-T5(TU5E5 8 SHAPES)
9.5 KSI
4.8 K51
5.5 K51
2.8 KSI
6063-T5(ROUND4 OVAL)
11.5 KSI
5.5 K51
5.5 K51
2.8 KSI
6063-T6(TU15ES 8 SHAPES)
15.0 KSI
4.8 KSI
8.5 KS
2.8 KSI
6063-T6(ROUND 8 OVAL)
18.0 K51
5.5 K51
8.5 KSI
2.6 KSI
6005-T5(TUBE5 8 SHAPES)
19.0 KSI
8.0 K51
12.0 KSI
4.5 KSI
6005-T5(ROUND 8 OVAL)
24.0 KSI
9.0 KSI
12.0 KSI
4.5 KSI
6061-T6(TU5ES 8 SHAPES)
IS.0 KSI
9.0 KSI
12.0 KSI
5.0 KSI
6061-T6(ROUND 8 OVAL)
240 KSI
10S KSI
120 KSI
50 KSI
WELDING: ALUMINUM ALLOY.535. CLEANING: 65PC-SP2 'HAND TOOL CLEANING'.
PAINT ALUMINUM AND STEEL HOT GALVANIZED SURFACES IN CONTACT WITH CONCRETE UITH
ALKALI -RESISTANCE COATINGS, SUCH AS HEAVY -BODIED BITUMINOUS PAINT OR
WEATHER -WHITE METHACRYLATE LACQUER.
4. ISOLATE DISSIMILAR METALS AS PER FBC 2010, SECTION 2003.8.4
Z
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SD -0.1
A PARTIAL PIAN
SD-I.m SCALE: 1/4"=1'-0'
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4/7/2
IGSD-1.0
1 SECTION
D -2.m SCALE: 1/4'=1'-0"
rk PARTIAL PLAN
D-2. SCALE: 1/4'=1'-O"
ri� SECTION
D -2.O SCALE: 1/4'=1'—m'
h. I5"lI -s. I"xl'1l
=�3
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ALUMINUM TUBE
2"X2'XJs' (ALLOY
6061-T6)
ALUMINUM PIPE 0
ly'STD 40 (ALLOY
6061-T(o)
ALUMINUM TUBE
2 "Xl'Xys' (ALLOY
6061-T(o)
EXISTING
CONCRETE SLAB
-SECURED •.
c
SECURED TO CONCFEM
WALLW
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ALUMINUM TUBE
34"X3/4'>V (ALLOY
6061-T6)
6
A SECTION ".)
SP -30 SCALE: 1/2"=1'-0'
I rs-n-PIPERAIuw PNwrm
N
12
1 RAMP SECTION
SD -30 SCALE: 1/2"=1'-0'
3 ' DIAM. CORE
DRILL 4.5"
DEEP, UJ/ 4" MIN.
EDGE DIST. TO
EDGE OF
CONCRETE, SET
POST IN
NON -SHRINK S
10000 PS I
GROUT
(TYP.)
ALUMINUM PIPE 0
12'STD 40 (ALLOY
6061-T(o)
ALUMINUM TUBE
3/4'X3/4'Xi/s' (ALLOY
6061-T6)
ALUMINUM TUBE
2"X2"X%'s' (ALLOY
6061-T(o)
ALUMINUM TUBE
3/4'X34"Xy9" (ALLOY
60(o1 -T6)
ALUMINUM TUBE
3/4"X3/4"XYs" (ALLOY
6061-T(o)
ALUMINUM TUBE
2"XI'XYs' (ALLOY
6061-T(o)
c.v�vc.Kt i t B/SD-3.0
SLAB 1 SECTION
SCALE: I'=1'-0'
ALUMINUM TUBE
2'2"X/Vs` (ALLOY
6061-T(o)
B DETAIL,
Sp -30 SCALE: 3'=1'-0'
C DETAIL
6D -3D SCALE: 3"=1'-0'
C7
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4/7/ 014
SD -3.0
t
Engineering Group
Miami Shores Village I K , -_7
Building Department JUL 2 8 2014
10050 N.E.2nd Avenue, Miami Shores, Florida 33138 i
Tel: (305) 795.2204 Fax: (305) 756.8972 BY'
INSPECTION'S .PHON : (305) 762.4949
S, REV
ON
FBC 20 [AD
BUILDING Permit No.
PERMIT APPLICATION Master Permit No. CC— Z _ j `f 3
Permit Type: C
BUILDING ROOFING
JOB ADDRESS: _ l 13 (3 U A) v E. 2 A04z , . C iOAEL
City: Miami Shores County: Miami Dade Zip: ,3 5 I
Folio/Parcel#:
Is the Building Historically Designated: Yes ' NO Flood Zone:
OWNER: Name (Fee Simple Titleholder): 1 '�/4 t, I rL t� 4= C.S i � Phone#:.3t S ., F,4 c/ --'? 7 fG
Address: 11.3 c 6 . 2- zu'L-
City: 1 S hl c G�L._S State: _ �..� Zip: 33 fE; r"
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR: Company Name: E%Lit.T�a C,�`Y Phonek quy —
Address: [ Z) f S i r/ AV t; C 4 6
City: D1 i, ,A a 4---4c-}� State: i - Zip: el
Qualifier Name• Phone#:
State Certification or Registration #: C 6; G 1 . 1 2?V 7-J Certificate of Competency #:
Contact Phone#: 7JS''ir 2-5-1 L 3;j / Email Address: )24r'. t(- ° CZMQ�lu Loi t�(?dc ic_rri c:�^rs9
DESIGNER: Architect/Engineer:.Sf+/4%) L_ LL-14.uit- Phone#:
Value of Work for this Permit: $ 4q18'q .. 0 V Square/Linear Footage of Work:
Type of Work: OAddition OAlteration ONew ORepair/Replace ODemolition
Description of Work: PZL--"lT ! S / b A) 7Z) S C. , iA 4 yq)LjAAA4y0,v 72%
/&/—I
Color thru tile:
***************************************Fees********************************************
Submittal Fee $ Permit Fee $ CCF $ CO/CC $
Scanning Fee $
Radon Fee $
DBPR $ Bond $
Notary $ Training/Education Fee $ Technology Fee $
Double Fee $ Structural Review $
TOTAL FEE NOW DUE $
Bonding Company's Name (if applicable)
Bonding Company's Address
City
State
Zip
Mortgage Lender's Name (if applicable)..... AZ
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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS,
WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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
The foregoing instrument was acknowledged befor me this_i
dayof, 20, by 1
who is personally known to me or who has produced
As identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print: 1��112 /IFN
My Commission Expires:
APPROVED BY
A J.'06
`� �� •�N,1SSIpN� •�
• co
NFF 113990
t
J •. r Baided�AL�P: tL
moi.. � • ^-
The foregoing instrument was acknowledged before me this
day of 20 , by W",yk- L & to ,
who i persona ly known t me or who has produced
as identification and who did take an oath.
Examiner
Structural Review
(Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09)
NOTARY
Sign:
Print:
My Commission
itItr, Uel
Rafael Huguet
My Commission EE042455
Expires 01/2412015
*********************************
Zoning
Clerk