SGN-11-1445Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
Inspection Number: INSP - 167549
Permit Number: SGN -8 -11 -1445
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 NORTH MIAMI AVE ON SOUTH
CORNER
Pass
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- 167426. CREATED AS
REINSPECTION FOR INSP- 163061. 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 11 of 39
i\J am
1wenae Smith
Permit No: 11 -1445
Job Name:
August 11, 2011
Miami Shores Viiiage
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
4 OM 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
BUILDING
PERMIT APPLICATION
FBC 20
Permit Type: BUILDING ROOFING
13 77 7 77
uGo roil
Permit NO N11 41—�
Master Permit No.
Owner's Name (Fee Simple Titleholder) Barry University Phone #
Owner's Address 11300 NE 2 °d 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 County Miami -Dade Zip
FOLIO / PARCEL # 11- 2136 - 000 -0050
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
Qualifier Name
Rny Rndrignez
State Certificate or Registration No.
Zip
Phone #
Contact Phone 305 -970 -6279
33014
305 -823 -5755
Certificate of Competency No.
E -mail roy @tgsv. com J
Architect/Engineer's Name (if applicable) Manuel Synalovski Phone # 954 -961 -6806
Value of Work For this Permit $ / c . _ Square / Linear Footage Of Work: N/A
Type of Work: X Addition EAlteration ❑New ❑ Repair/Replace ❑ Demolition
Describe Work: Signage structures ,t91 C41( ,' C(kAi
* * * * * *x *x * * * *** * *x *x * *, *** * ******** *x Fees * * ** * *** *Kx * * * * * *, *x, *** ** * **** * ***** ** *x **
Submittal Fee $ Permit Fee $ -;37(fIn ePN'l CCF $ CO /CC $
Notary $
Scanning $
Double Fee $
Training/Education Fee $
Radon $
DPBR $
Violation date:
Technology Fee $
Bond $
Structural Review. $ Total Fee Now Due
See Reverse side -*
o
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 PI.FCTRICAL 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 appro 1 a reinspection fee will be charged.
f
Signature
Owner or Agent
The foregoing instrument was acknowledged before me this 1 It) The for
day of IVU.4 5f , 20 IL, by N,U1. C7 �0 P12. 0.r , day of
who is personally known to me or who has produced who is
Signature
As identification and who did take an oath.
NOTARY PUBLIC:
Sign: r 1` 114/21
Print: ds li r ' �:�: N •
My Commission Expires: 11
APPROVED BY
Contractor
oing instrument was ackn edge before me this
,2011_, by
e2)
own to me or who has produced
as identification and who did take an oath.
NOTARY PUBLIC:
'F —ff Plans Examiner
Engineer
(Revised 07 /10 /07XRevised 06/10/2009)
Sign:
Print:
abe0
My C s mmission Ex
Nb ABEL CAMEJO -SMITH
MY COMMISSION # DD982630
,a EXPIRES: kme 14, 2014
1- .3 TARP FL Notary Discount Am. Co.
* ._ * * * * * * * **
* * * * * * * * * * * * * **
' / /I.
.gym
Zoning
Clerk checked
Permit No: 11 -1445
Job Name:
August 11, 2011
Miami Shores Vii•iage
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 load 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
Miami Shores Viiiage
Building Department
RECEIPT
PERMIT #: 1 1 '' 1 y yS DATE: Cj
1, AN-Pt, l~°cg/6
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
y Contractor
❑`Owner
❑ Architect
Picked up 2 sets of plans and (other) M:"'
Address:
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:
PERMIT CLERK INITIAL:
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Saad Elia El -Hage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771 -8149
pcf := Ib3
ft
psf := — lbf
f
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 Walls
Height of wall H = 6.33.ft Trib. Width b := 16in 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
Importance Factor I := 1.15
Building Category: II
= 16•in
Wind directionality factor ( ) 80 Exposure "C"
ty Kd := 0.85 definedinsection6.5.4.4 pg. Expos
Velocity pressure exposure coefficient KZ := 0.85 (definedintable6 - 3) pg. 79
Topographic factor KA = 1 (definedinsection6.5.7.2) "No change in topography, therefore not
included"
Velocity Pressure: qz := 0.00256•KZ K .Kd•V2•I•psf pg. 27 qZ = 45.34psf
Wind Pressure
Gust Effect Factor. G := 0.85 (definedinsection6.5.8.1)
Using Force Coefficient Cf := 1.53 (definedinfigure6 - 20)
p := 4z.G'Cf Acting Wind Load p = 58.965psf Total Load ww := p•b Ww = 78.61ft
Acting Moments M := 2•(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)
fs := 24000 -psi Es := 29.106•psi
Distance to Reinforcement d := 3.82•in
Provided Area of Steel
K.— nAs
bt
Using
As := 1-31-in
K = 0.416 in
For Initial Guess Value of yy := 1 in
yy (0•5)•yy2 +K•d yy
yy +K
Distance to Neutral Axis y := roo
Es
n := —
Em
n = 21.481
1#5 bar @16 "O.C.
y = 1.407in
3
Transform Moment of Inertia Ix := bt y + n•As• (d - y)2 Ix = 53.629 in
3
Compression Section Modulus Sx, := 1x Sxx = 38.107in3
y
Tension Section Modulus
Compression
Tension
fc . S
fs : n•M
Sxt
Ix
Sxt :-
(d—y)
Acting Stress Allowable Stress
fc = 496 psi < Fc := (!.fm) Fc = 500psi Therefore OK
Sxt = 22.228 in
fs = 18266psi < Fs := fs Fs = 24000psi Therefore OK
Saad Elia El -Rage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771 -8149
psf := —lbf
ft
pcf := —lbf
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
All. Soil Pressure
W := 63•psf
qs := 2500•psf
Moment capacity of the Floor Slab
Conc. slab Comp. strength
Slab Sect. Mod.
AIIow. Conc. tension
AIIow. Slab Moment
Acting Wail Moment
Footing Overturning Moment Mo = M – Mn
t2
S
6
Density of concrete
Density of Soil
Yc
10-pcf
Ys := 110-pcf
Slab thickness t : ='0•in
Pc := 3000•psi
S =Oin
Ft := 5• fc•psi Ft = 274psi
Mn := Ft•S•b Mn = Olbf•ft
M = 1575.11bf•ft
Ma = 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
Mo
Load Eccentricity e :=
wt
Allowable Soil Pressure for Wind
Load Combinations
Max Soil Press.
Assumed Ftg Depth
Wf = D•b•bf•Yc
We := H•bt• W
Ws bf•Ys-b•(1.33•ft)
Wt = Wf +Wc +Ws
Mr := 2•(Wt•bf)
Mr
FS := FS = 1.616
Mo
D := 1.0 -ft
Wf = 5801bf
We = 5321bf
Ws = 5851bf
Wt = 16971bf
Mr = 25451bf•ft
> 1.5 OK
e = 0.928 ft 6 = 0.5 ft < e ® Triangular Soil Pressure
x := 3•(0.5•bf — e) x = 1.72ft
qs�
:= 1.25•gs qs, = 3125psf
2•Wt
qa° x•b
qa = 1484 psf
Required: 3 "- Oux 12" Foo-
< qs OK
Saad Elia El -Hage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771 -8149
Factorized Moment
CO
2•(.59.4 -fc)
psf := —lbf
ft
Mu := MT (1.4)
For. d := D – 3.5-in d = 8.5 in fc' := 3000 -psi
F bf•d2 Ku := Mu
44c') 4-02 – 44.59-Q►•fc') -Ku
Area of Steel Required
Ku = 2.4 kip
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
fY
AS := p- (18 -in) -d Ag = 0.047 in
Temperature Steel Required Asap := .0018•bf-D
Use Cont x
Asap = 0.78 in
x 1'4" Footing Reinf. W/4 #5 Cont. Bon. & #5
(1`2" O.C. Trans. Bolt
Deflection Check for Cantilever CMU Walls
H = 6.33 ft
Max Deflection
@ Free End
6 = 038 in
um
S .– Ww H4
8•Em•Ix
= 0.42 in Therefore OK
180
d; 8"' carp Wallwta #6( 15 " 0O.C.
6 "-4 " Cantilever CMU Wall. is OK
Saad Elia El -Rage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771 -8149
Height of Pilaster
pcf
:= lbf
psf := lbf
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
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
Importance Factor I = 1.15
H := 8.83-ft Trib. Width b := 32in
Building Category: II
1 = 32-in
Wind directionality factor. Kd = 0.85 (definedinsection6.5.4.4) pg. 80 Exposure "C"
Velocity pressure exposure coefficient: KZ := 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 KKt•Kd•V2•I•psf pg. 27 qZ = 45.34psf
Wind Pressure
Gust Effect Factor. G := 0.85 (definedinsection6.5.8.1)
Using Force Coefficient Cf := 234(definedinfigure6 — 20)
p ' gZ G Cf Acting Wind Load p = 90.181 psf Total Load Ww := p•b Ww = 240.51ft
Acting Moments M := 2 •(ww•H2) 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 := 29.106 -psi 32" X 32" Pilaster
Distance to Reinforcement
Provided Area of Steel
K n•As
bt
For Initial Guess Value of
Using
Distance to Neutral Axis
Transform Moment of Inertia
Compression Section Modulus
Tension Section Modulus
y := root
d := 28.0•in
As := 2 .31•in2
K = 0.416 in
yy := 1•in
_ (0.5)•yy + K•d
� yy +K 'ri y = 4.426in
Es
n: —
Em
n = 21.481
One #5 rebar @ EA comer
3
Ix = bt3 + n•As•(d — y)2
Ix
Sxc := —
y
Ix
Sxt (d — y)
Acting Stress
Compression fc := S fc = 60psi
c
Tension fs := n- fs = 6842 psi
Sxt
Ix = 8326 x 103 in4
Sxc = 1.881 x 103 in3
Sxt = 353.1961n3
Allowable Stress
< Fc := Fc = 500psi Therefore OK
< 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
:= Ib3 —
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
Moment capacity of the Floor Slab
Conc. slab Comp. strength
Slab Sect. Mod.
AIIow. Conc. tension
AIIow. Slab Moment
Acting Wall Moment
Footing Overturning Moment Mo := M - Mn
:= t2
S
6
Density of Soil
Slab thickness
fc := 3000•psi
S =0in
Ft := 5• fc•psi Ft = 274psi
Mn := Ft•S•b Mn = 0 lbf•ft
M = 9375.111bf•ft
Mo = 93751bf•ft
Assuming Footing Width bf
Weight of Footing
Weight of Wall
Weight of Soil
Total Weight
ys:? 110rpcf
t :_ 0•in
:= 4.667.ft Assumed Ftg Depth
Wf := D•bf2•7c
We = H•bt• W
Ws := bf'ys.b•(1.33•ft)
Wt := Wf +Wc +Ws
M := 2•(Wt•bf)
Mr
FS : Mo —
Resisting Moments
Factor of Safety
Soil Pressure
Load Eccentricity
e := Mo —
wt
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.% qs' = 3125 psf
D := 1.33•ft
Wf = 42001bf
We = 17661bf
Ws = 18211bf
Wt = 77871bf
Mr = 18171 ft• lbf
FS = 1.938 > 1.5 OK
- = 0.778 ft
6
< e ® Triangular Soil Pressure
2• Wt
cis x•b
qa = 1723 psf
Required: 41-8 "x 16" Footing
< qs' OK
Saad Elia El -Rage
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 = 12.46in fc' := 3000•psi
F := bf-d2 Ku := Mu
Ku = 5.1 kip
(4)-fc') – 4(4)-02 – 44.59•4)•fc') -Ku
2- (.59•4)•fc')
Area of Steel Required
Temperature Steel Required
ft-ft
a = 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 = 0.457 in
Ast 1, := .0018•bf•D Asap = 1.61 in2
Use 4' -8 "'x 4"-8" x•11.4" Faotfncq Reinf. W/ 4 #5 EA. Way Butt.
Deflection Check for Cantilever CMU Walls
H = 8.83 ft
Max Deflection
@ Free End
8 = 0.03 in
S : Ww•H4
8•Em•Ix
—H 0.59 in Therefore OK
180
32" X 32" CMU Pilaster wl a* 5 EA. Corner.
is OK