SGN-11-1444Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
Inspection Number: INSP - 167550 Permit Number: SGN -8 -11 -1444
Scheduled Inspection Date: February 01, 2012
Inspector: Bruhn, Norman
Owner: , BARRY UNIVERSITY
Job Address: 11300 NE 2 Avenue
Miami Shores, FL 33138-
Project: BARRY UNIVERSITY
Contractor: TGSV ENTERPRISES INC
Permit Type: Sign
Inspection Type: Final
Work Classification: New
Phone Number
Parcel Number
1121360010160
Phone: (305)323 -5755
Building Department Comments
MONUMENT SIGN ON N MIAMI AV CORNER AND 115TH
ST
Passed Q/z,9
Failed
Correction
Needed
Re- Inspection
Fee
No Additional Inspections can be scheduled until
re- inspection fee is paid.
Inspector Comments
CREATED AS REINSPECTION FOR INSP- 167427. CREATED AS
REINSPECTION FOR INSP- 163060. CANCELLED BY ANNIE
Letter loose on wall. Provide attachment detail from designer showing
method of attachment to resist the wind loads form 146 mph winds.
January 31, 2012
For Inspections please call: (305)762 -4949
Page 12 of 39
AA
gird, II -4,06,
BUILDING
PERMIT APPLICATION
FBC 20
Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795.2204 Fax: (305) 756.8972
INSPECTION'S PHONE NUMBER: (305) 762.4949
Permit Type: BUILDING ROOFING
Permit No.
AUG IcrOMIVIED
0 9 20,1 1
BY: ...
HL14c
Master Permit No.
Owner's Name (Fee Simple Titleholder) _Barry University Phone #
Owner's Address 11300 NE 2nd Ave
City Miami Shores State FL Zip 33138
Tenant/Lessee Name Phone #
Email
Job Address (where the work is being done)
City Miami Shores Village
FOLIO / PARCEL # 11- 2136 -000 -0050
County
Miami -Dade
Zip
Is Building Historically Designated YES NO
Flood Zone
Contractor's Company Name TGSV Enterprises, Inc. Phone # 305 -823 -5755
Contractor's Address 1301 West 68th Street
City Hialeah State Florida Zip 33014
Qualifier Name Rny Rndri gIipz Phone # 305 -823 -5755
State Certificate or Registration No. Certificate of Competency No.
Contact Phone 305 -970 -6279 E -mail roy@tgsv.com
Architect/Engineer's Name (if applicable) Manuel Synalovski Phone # 954- 961 -6806
Value of Work For this Permit $ L Of 000 _ Square / Linear Footage Of Work: N/A
Type of Work: X Addition ['Alteration ❑New ❑ Repair/Replace ❑ Demolition
Describe Work: Signage structures C b MONU1 r it c 1)
********* * *** * * ** * * ** ******* * * * * * * * * * ** Fees* ****** * **** ** * * * **** * * *** * * * ** * ** ** * * ** **
Submittal Fee $ Permit Fee $ ?O6 eg1 CCF $ CO /CC $
Notary $ Training/Education Fee $ Technology Fee $
Scanning $ Radon $ DPBR $ Bond $
Double Fee $ Violation date: �� _ ^ '�
Structural Review. $ Total Fee Now Due $ `/i'�-6
See Reverse side -
®Blind ng 2ompany'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 FJFCTRICAL WORK, PLUMBING, SIGNS,
WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC
OWNER'S AP'1'Il)AVIT: 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 # a reinspection fee will be charged.
Signature
Owner or Agent
The foregoing instrument was acknowledged before me this r
day of IV S� , 20 I I , by �G6 LT J ba
who is personally known to me or who has produced
Signature__.
Contractor
The fore s g instrument was acknowledged before me this
day of �.. , 201L, by �t� Cl'Ca2/QJ
, 0
who is r ,1 onal ' known to me or who has produced
as identification and who did take an oath.
NOTARY PUBLIC:
As identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print:
My Commission Exp
APPROVED BY
4,tS
Plans Examiner
Engineer
(Revised 07 /10 /07)(Revised 06/10/2009)
Sign:
Print:
•
Ts
My Commission Exp
I'll : EL CAMEJO -SMITH
MY COMMISSION # DD982630
°6 EXPIRES: June 14, 2014
'� Fi. Noaty Dimwit Assoc. Co.
i.eoo.�xornaY
***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Zoning
Clerk checked
PERMIT #: 1/1—. ) 11 Li
Miami Shores Viiiage
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
RECEIPT
DATE: , i S ( 2_. I H
I,
/414 01)ei e
■Contractor
❑ wner
❑ Architect
Picked up 2 sets of plans and (other) 4
Address: t3'�
From the building department on this date in order to have corrections done to plans
And /or get County stamps. I understand that the plans need to be brought back to Miami
Shores Village Building Department to continue permitting process.
Acknowledged by:
PERMIT CLERK INITIAL:
RESUBMITTED DATE:
CLERK INITIAL: /G //4
Permit No: 11 -1444
Job Name:
August 11, 2011
Miami Shores Vivage
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
Building Critique Sheet
1) Provide an electrical permit.
2) Provide wind Toad design criteria.
3) Top of foundation must be a minimum of 16' below finished grade.
Page 1 of 1
Plan review is not complete, when all items above are corrected, we will do a complete plan
review.
If any sheets are voided, remove them from the plans and replace with new revised sheets and
include one set of voided sheets in the re- submittal drawings.
Norman Bruhn CBO
305 - 795 -2204
N. i i :Pmenta, ati-
Permit No: 11 -1444
Job Name:
August 11, 2011
Miami Shores Vuiiage
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
Building Critique Sheet
1) Provide an electrical permit.
2) Provide wind Toad design criteria.
3) Top of foundation must be a minimum of 16' below finished grade.
Page 1 of 1
Plan review is not complete, when all items above are corrected, we will do a complete plan
review.
If any sheets are voided, remove them from the plans and replace with new revised sheets and
include one set of voided sheets in the re- submittal drawings.
Norman Bruhn CBO
305 - 795 -2204
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Saad Elia El -Rage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771 -8149
pcf := lbf —
ft
psf := lbf —
ft
kip := 1000• lbf
pi 1 ft
Job Title:BARRY MON. SIGN
Project Number. S11 -60
Sheet No.
Date: 08/20/11
Calculated by: S.E.H
Wind Design of Cantilever CMU Walls
Effective Width of wall
Resisting Load
Per American Society of Civil Engineers, ASCE 7-05
"Minimum Design Loads for Buildings and Other Structures"
Wind Velocity: V := 146 mph
Building Category: II Importance Factor I := 1.15
Wind directionality factor. Kd := 0.85 (definedinsection6.5.4.4) pg. 80 Exposure "C"
Velocity pressure exposure coefficient: K := 0.85 (definedintable6 - 3) pg. 79
Topographic factor. Kzt := 1 (definedinsection6.5.7.2) "No change in topography, therefore not
included"
Velocity Pressure: qZ := 0.00256•KZ KzrKd•V2•I•psf pg. 27 qZ = 4534psf
Wind Pressure
Gust Effect Factor. G := 0.85 (definedinsection6.5.8.1)
Using Force Coefficient Cf := 1.53 (definedinfigure6 — 20)
p ' gZ G Cf Acting Wind Load p = 58.965psf Total Load Ww := p•b Ww = 78.613
Acting Moments M :_ .(Ww•H2) M = 15751bf -ft
Material Properties
fm := 1500•psi Em := 900•(fm) (As Specified in Section1.8.2.2.1 of the ACI 530 Latest Edition)
Height of wall H := 633-ft Trib. Width b := 16in
—16•in
fs := 24000•psi Es := 29- 106 -psi
Distance to Reinforcement
Provided Area of Steel
n•As
K .—
d := 3.82•in
As := 1.31•1n
Using K = 0.416 in
For Initial Guess Value of yy := 1 in
[(0.5)-y yy + K•d 1
y := root yy yy + K J ,yy
Distance to Neutral Axis
Transform Moment of Inertia
Compression Section Modulus
Tension Section Modulus
Compression
fc :=
M
Sx€
Tension fs := n-
Sxt
bt
3
Ix := bt3 + n•As•(d - y)2
Ix
Sx,: =-
y
Sxt .—
Ix
(d— y)
Acting Stress
fc = 496 psi
fs = 18266 psi
Es
n : —
Em
n = 21.481
1#5 bar @16 "O.C.
y = 1.407 in
Ix = 53.629in4
Sx, = 38.107in3
Sxt = 22.228 in3
Allowable Stress
< Fc := (.fm) Fc = 500psi
3
< Fs := fs
Fs = 24000 psi
Therefore OK
Therefore OK
■1,
Saad Elia El -Hage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771 -8149
psf := lb2
ft
pcf := Ib3 —
ft
Job Title:The BARR MON SIGN
Project Number. S11-60
Sheet No.
Date: 08/20/11
Calculated by: S.E.H
Footing Design for Cantilever CMU Walls
8" CMU Wall Weight W := 63-psf
All. Soil Pressure
qs := 2500-psf
Moment capacity of the Floor Slab
Conc. slab Comp. strength
Slab Sect. Mod.
Allow. Conc. tension
Allow. Slab Moment
Acting Wall Moment
Footing Overturning Moment Mo := M – Mn
Density of concrete
Density of Soil
Slab thickness
fc := 3000-psi
2
S =t S =0in2
6
Ft := 5• fc-psi Ft = 274psi
Mn := Ft -S•b Mn = Olbf -ft
M = 1575.11bf•ft
Mo = 15751bf•ft
Assuming Footing Width bf := 3.0-ft
Weight of Footing
Weight of Wall
Weight of Soil
Total Weight
Resisting Moments
Factor of Safety
Soil Pressure
Load Eccentricity e := MO
wt
Allowable Soil Pressure for Wind
Load Combinations
Max Soil Press.
yc := 145ipcf
Ys: 110Jpcf
t: 0-in
Assumed Ftg Depth D := 1.041
Wf := D- b•bf-yc
We := H•bt•W
Ws := bf'ys.b.(1.334)
Wt := Wf + We + Ws
Mr := 2 •(wt•bf)
FSMr
:
Mo
e = 0.928 ft
x := 3•(0.5 -bf — e)
qs, := 1.25•gs
2-Wt
ga — x•b
Wf = 5801bf
We = 5321bf
Ws = 5851bf
Wt = 16971bf
M, = 25451bf•ft
FS =1.616 >1.50K
= 0.5 ft
6
< e ® Triangular Soil Pressure
x = 1.72ft
qs, = 3125 psf
q$ = 1484psf < qs' OK
Required: 3'- 0 "x 12" Footing
Saad Elia El -Hage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771 -8149
Factorized Moment
psf := —lbf
ft
Mu := Mr (1.4)
For. d := D — 3.5.in d = 8.5 in fc' := 3000.psi
F := bf•d2 Ku := Fu
Ku = 2.4 kip
(4 -fc) 40402 — 4•(.59•0c') -Ku
2.(.59.4).0
Area of Steel Required
Temperature Steel Required
ft. ft
Job Title:BARRY MON SIGN
Project Number. S11-60
Sheet No.
Date: 08/20/11
Calculated by: S.E.H
Mu = 3.564kip•ft
fy := 60000•psi
.9
w= 6.1112x10 3 p =w•- p = 0.00031
As := p•(18•in) -d A3 = 0.047in2
Astemp := .0018 -bf•D Ast,p = 0.78in2
Use Cont. x 3'-0" x 1' -0" Footing Reinf. Who 115 Cont Bott. f #5
0112" O.C. Trans. ,Batt
Deflection Check for Cantilever CMU Walls
H = 6.33 ft
Max Deflection
@ Free End
8 = 0.38 in
Ww•H4
8•Em Ix
H
= 0.42 in Therefore OK
180
Required: 8" CMU Wall w/ a # 5 @'lf" Q.C.
for a 6'-4" Cantilever CMU Wall is OK
Saad Elia El -Hage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771 -8149
pcf := lbf
ft
psf = —lbf
ft
kip := 1000•lbf
plf := lbf
Job Title:BARRY MON SIGN
Project Number S11-60
Sheet No.
Date: 08/20/11
Calculated by: S.E.H
Wind Design of Cantilever CMU Wall Pilasters
Height of Pilaster H := 8.83•ft Trib. Width b := 32in Effective Width of wall =_32 in
Resisting Load
Per American Society of Civil Engineers, ASCE 7-05
"Minimum Design Loads for Buildings and Other Structures"
Wind Velocity: V := 146 mph
Building Category: lI Importance Factor I := 1.15
Wind directionality factor Kd := 0.85 (definedinsection6.5.4.4) pg. 80 Exposure "C"
Velocity pressure exposure coefficient IC := 0.85 (definedintable6 - 3) pg. 79
Topographic factor. KAt := 1 (definedinsection6.5.7.2) "No change in topography, therefore not
included"
Velocity Pressure: yZ := 0.00256•KZ•K2 •Kd•V2•I•psf pg. 27 q2 = 45.34psf
Wind Pressure
Gust Effect Factor. G := 0.85 (definedinsection6.5.8.1)
Using Force Coefficient Cf := 2.34(definedinfigure6 — 20)
p := o .G•Cf Acting Wind Load p = 90.181 psf Total Load Ww := p•b Ww = 240.5 lft
M := .•(ww•H2)
Acting Moments
M = 93751bf -ft
Material Properties
fm := 1500-psi Em := 900•(fm) (As Specified in Section1.8.2.2.1 of the ACI 530 Latest Edition)
fs = 24000-psi
Es := 29-10 6 -psi
32" X 32" Pilaster
Distance to Reinforcement d = 28.0•in Es
n : —
Provided Area of Steel 2 Em
nAs As: =2.31 -in
Using K ' bt K = 0.416 in
n = 21.481
One #5 rebar @ EA comer
For Initial Guess Value of yy = 1 in
Distance to Neutral Axis y roo yy - (0.5 + K K d , yy
Transform Moment of Inertia
Compression Section Modulus
Tension Section Modulus
Compression fc := S
Tension fs := n• M
Sxt
3
Ix := bt y + n•As•(d — y)2
3
Sxc .— Ix
y
Ix
Sxt :_ (d — y)
Acting Stress
y = 4.426 in
Ix = 8.326 x 103 in
Sx, = 1.881 x 103 in3
Sxt = 353.196 in3
Allowable Stress
fc = 60psi < Fc := C' •fm I Fc = 500 psi Therefore OK
3
fs = 6842 psi < Fs := fs Fs = 24000 psi Therefore OK
Saad Elia El -Hage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771-8149
psf
:= lbf
pcf = lb —
ft
Job Title:BARRY MON SIGN
Project Number. 811-60
Sheet No.
Date: 08/20/11
Calculated by: S.E.H
Footing Design for Cantilever CMU Pilaster
8" CMU Wall Weight W := 75-psf
Density of concrete yc := 145•pcf
All. Soil Pressure qs = 2500•psf Density of Soil
Moment capacity of the Floor Slab
Conc. slab Comp. strength
Slab Sect. Mod.
Allow. Conc. tension
Allow. Slab Moment Mn := Ft•S•b
Acting Wall Moment
Footing Overturning Moment Ms := M — Mn
S t2
:= —
6
Ft = 5• fc•psi
Slab thickness
fc':= 3000•psil
S =0in2
Ft = 274 psi
Mn = Olbf•ft
M = 9375.111bf•ft
Mo = 93751bf•ft
Ys : = 110
t := Q.in
Assuming Footing Width bf := 4.667.ft Assumed Ftg Depth
Weight of Footing Wf := D•bf2•yc
Weight of Wall We := H•bt•W
Weight of Soil Ws := brys b•(1.33•ft)
Total Weight Wt = Wf + We + Ws
Mr := 2•(Wt.bf)
Mr
Factor of Safety FS
Mo
Soil Pressure
Resisting Moments
Load Eccentricity e := W
t
Allowable Soil Pressure for Wind
Load Combinations
Max Soil Press.
e = 1.204ft
x := 3•(0.5•bf — e) x = 3.39ft
qs�
:= 1.25.% = 3125 psf
2•Wt
D := 1.33•ft
Wf = 42001bf
We = 17661bf
Ws = 18211bf
Wt = 77871bf
p
Mr = 18171 ft• lbf
FS = 1.938
bf = 0.778 ft
6
> 1.5 OK
f
< e ® Triangular Soil Pressure
x•b
q$ = 1723 psf
Required: 4'-8 "x 1'6" Foaiana
< qs OK
Saad Elia El -Hage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771 -8149
Factorized Moment
w
24.59+fc')
psf := —lbf
ft
Mu:= Mr(1.4)
For. d := D — 3.5-in d = 12.46in fc' := 3000-psi
F = bf•d2 Ku := Mu
F
(4)-fc) — 44•02 —44.59-0-0-Ku
Area of Steel Required
Ku = 5.1 kip
ft-ft
w = 0.0131
Job Title:BARRY MON SIGN
Project Number. S11-60
Sheet No.
Date: 08/20/11
Calculated by: S.E.H
Mu = 25.44kip•ft
fy := 60000-psi := .9
p := w p = 0.00066
As := p•(bf)•d As = 0.457in2
Temperature Steel Required Astemp := .0018•bf•D
i1S
Asten,p = 1.61 in2
Footing Reid, YV /'4 5' !. W v o
Deflection Check for Cantilever CMU Walls
H = 8.83 ft
Max Deflection
@ Free End
8 = 0.03 in
S .— Ww H4
8—Em—lx
= 0.59 in Therefore OK
180
Pilaster wl. a # .5 .(