SGN-11-1446Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
Inspection Number: INSP - 167552
Permit Number: SGN -8 -11 -1446
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 NE 2 AVE NORTH CORNER
Passe
Aa
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- 167424. CREATED AS
REINSPECTION FOR INSP- 163062. CANCELLED BY ANNIE
Letter loose on wall. Provide attachment detail from designer showing
method of attachment to resist the wind Toads form 146 mph winds.
January 31, 2012
For Inspections please call: (305)762 -4949
Page 14 of 39
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 1
Permit No.9 l F (4-4(
Master Permit No.
BUILDING
PERMIT APPLICATION
FBC 20
Permit Type: BUILDING ROOFING
Owner's Name (Fee Simple Titleholder) Barry University
Owner's Address
City Miami Shores
Tenant/Lessee Name
Email
11300 NE 2nd Ave
)41 -j,
BY:
Phone #
State
FL
Zip 33138
Phone #
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 ZonoCcabLiPL
Contractor's Company Name TGSV Enterprises, Inc. Phone # 305 - 823 -5755 vC.7S•noa
Contractor's Address 1301 West 68th Street
City Hialeah State Florida Zip 33014
Qualifier Name Rny Rniri viP7. 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 $ 14 C)_ _ Square / Linear Footage Of Work: N/A
Type of Work: X Addition ['Alteration ENew El Repair/Replace ['Demolition
Describe Work: Signage structures CO Alj,ipU,thEl J S((*J
******** * * * * * * * * * * * * * * * * * ** * * * *xxxxx * ** Fees*********** x******* Ar*$ rdrsr xer9e4e4r9e4e******* *dre6***
Submittal Fee $ Permit Fee $ (00 CCF $ CO /CC $
Notary $ Training/Education Fee $ Technology Fee $
Scanning $ Radon $ DPBR $ Bond $
Double Fee $ Violation date:
Structural Review. $ Total Fee Now Due $ bil5
See Reverse side -+
4Bondmg Company's Name (if applicable)
Bonding Company's Address
City N/A State N/A Zip N/A
N/A
N/A
Mortgage Lender's Name (if applicable) N/A
Mortgage Lender's Address
City N/A
N/A
State N/A Zip N/A
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 approves and a reinspection fee will be charged.
Signature
Owner or Agent
The foregoing instrument was acknowledged before me this
day of altstAg , 20 I , by r3Qkc cD1v14(
who is personally known to me or who has produced
l S�
As identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print:
My Commission Expires: t
Signature °:.'"_.__...-
Roy Rodriguez Contractor
The foregoing instrument was acknowledged before me this 29th
day of July , 201L, by Roy Rodriguez
who is personally known to me or who has produced
as identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print:
sabel Camejo —St' t
My Commission Ex
* * * * *** * * * * * ** * *** * * * * * * * * * * * *** tea ** * * * * * * * * * * * * *x* * * * * * ** ** * * * ** *xxxxxxx * * **
APPROVED BY
53:—PrirPlans Examiner
Engineer
(Revised 07 /10 /07)(Revised 06/10/2009)
r • Nb ISABEL CAMEJO SMITH
MY COMMISSION # DD982630
%an, EXPIRES: June 14, 2014
1.90031t6'[ARY FL Notary Discount ASSOC. Co.
** *xxxxxxx * * * * * * * * * * * * * * * * * ***
Zoning
Zoning
Clerk checked
ZnCI frent,uz _ akibk
Permit No: 11 -1446
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 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
IVliami Shores Viiiage
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
RECEIPT
PERMIT #: ` 4 yc DATE: ( (
I, AA `
Contractor
o Owner
❑ Architect
Picked up 2 sets of plans and (other)
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: Ye).- C(
PERMIT CLERK INITIAL:
Permit No: 11 -1446
Job Name:
August 11, 2011
Miami Shores Village
Building Department
Building Critique Sheet
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
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
• C
Mil NW 11. Ave*. 1MS1.
Feet Lasthert Ides It WS
doi No: SI 1--
Date •
laslossr 5$
:= /44 Pre, ''..2"--=/./C
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ref 2 , / P‘
tope- C
likr 45'4,41
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ri
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 —
f
kip := 1000•Ibf
plf := — lbf
Job Title:BARRY MON. SIGN
Project Number. 511-60
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
Height of wall H := 633-ft Trib. Width b := 16in
:= 16-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. KA 1 (definedinsection6.5.7.2) "No change in topography, therefore not
included"
Velocity Pressure: qz := 0.00256•K0K .Kd•V2•I•psf pg. 27 qz = 45.34 psf
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 = 58.965 psf Total Load ww := p•b Ww = 78.61 ft
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)
fs := 24000-psi Es := 29-106-psi
Distance to Reinforcement
Provided Area of Steel
K .– n As
Using bt
For Initial Guess Value of yy := 1•in
Distance to Neutral Axis y := root yy- (0.5)•yy + K•d yy
yy +K
d := 3.82-in
As := 1•.31•in
K = 0.416 in
Es
n := —
Em
n = 21.481
1#5 bar 16" O.C.
Transform Moment of Inertia
Compression Section Modulus
Tension Section Modulus
3
Ix = bt3 + n•As•(d — y)2
Acting Stress
Compression fc := M fc = 496 psi
Sxc
Tension fs := n--- M fs = 18266 psi
Sxt
y = 1.407 in
Ix = 53.629 in
Sxc = 38.107 in
Sxt = 22.228 i 33
Allowable Stress
< Fc := (..fm) Fc = 500psi Therefore OK
< Fs := fs Fs = 24000 psi Therefore OK
8N,I%
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 3
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.
AIIow. Conc. tension
Allow. Slab Moment
Acting Wall Moment
Footing Overturning Moment Mo := M— Mn
Density of concrete
Density of Soil
Slab thickness
t2
S
6
Ft := 5• Pepsi
Mn := Ft•S•b
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 = A?o
Wt
Allowable Soil Pressure for Wind
Load Combinations
Max Soil Press.
Pc := 3000-psi
S =Oin
yc 145 }pcf
ys := 11QTcf
t := 04411
Ft = 274 psi
Mn = Olbf•ft
M = 1575.11bf•ft
Mo = 15751bf•ft
Assumed Ftg Depth
Wf := D•b•bf•7c
We := H -bt• W
Ws := br7s.b•(1.33•ft)
Wt := Wf +We +Ws
Mr := 2•(wrbf)
Mr
FS : =M0
D 't= 1.041
Wf = 5801bf
We = 5321bf
Ws = 5851bf
Wt = 16971bf
Mr = 25451bf•ft
FS = 1.616
e= 0.928ft bf = 0.5ft
6
x := 3•(0.5•bf— e) x = 1.72ft
qs := 1.25•gs qs' = 3125psf
> 1.5 OK
< e ® Triangular Soil Pressure
2• Wt
qa — x•b
,Required:
qa = 1484psf
Q"x 12" 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 = 8.5 in fc' := 3000-psi
:_
2- (.594 -fc')
F := bf -d2 Ku := Mu
Ku = 2.4 kip
(4)-fc') — 4(0 -fc')2 — 4•(.594- fc')-Ku
Area of Steel Required
Temperature Steel Required
Use Cont x3'0 "x
ft-ft
Job Title:BARRY MON SIGN
Project Number. S11 -60
Sheet No.
Date: 08/20/11
Calculated by: S.E.H
Mu = 3.564 kip- ft
fy := 60000-psi := .9
w= 6.1112x10 3 p :=
fY
p = 0.00031
As := p•(18•in)•d AS = 0.047 in
Astemp :_ .0018•b0D Astemp = 0.78 in
`-0" Footing Reinf. WI 4 #5 Cont. Bott & #5
t 21' 0„C. Trans. Bo
Deflection Check for Cantilever CMU Walls
H = 6.33 ft
Max Deflection
@ Free End
8 = 0.38in
8 .— Ww H4
8•Em•lx
H
180
= 0.42 in Therefore OK
Requiredr8 "CMU Wall w! a #5( 16" O.C.
for a G'-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 := lft
Job Title:BARRY MON SIGN
Project Number. 511-60
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 bt :— 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: II Importance Factor I := 1.15
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 KA = 1 (definedinsection6.5.7.2) "No change in topography, therefore not
included"
Velocity Pressure: gz = 0.00256•Kz•KzrKd•V2•I•psf pg. 27 qz = 45.34psf
Wind Pressure
Gust Effect Factor. G := 0.85 (defined insection6.5.8.1)
Using Force Coefficient Cf := 2.34(definedinfigure6 — 20)
p = gz•G-Cf
Actinq Wind Load p = 90.181 psf Total Load Ww := p•b Ww = 240.5f
Acting Moments M := -12-(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
Distance to Reinforcement
Provided Area of Steel
n•A
K :— s
bt
Using
For Initial Guess Value of
Distance to Neutral Axis
Transform Moment of Inertia
Compression Section Modulus
Tension Section Modulus
Compression
Tension
fc
M
Sxc
fs : n•M
Sxt
y := root
yy =_
32" X 32" Pilaster
d :=
22
K = 0.416 in
1•in
yy— (0.5)•yy +K•dl yy y = 4.426in
yy +K
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
fc = 60 psi
fs = 6842 psi
IX= 8326 x 103 in
Sxe = 1.881 x 103 in3
Sxt = 353.196 in3
Allowable Stress
< Fc := C1 •fm I Fc = 500psi
3
< Fs := fs
Therefore OK
Fs = 24000psi Therefore OK
Saad Elia El -Hage
Consulting Engineers
5601 N.W. 9th Av.Suite 401
Ft. Lauderdale, FL 33309
(954) 771 -8149
psf := — lbf
ft
pcf := —lbf
ft
Job Title:BARRY MON SIGN
Project Number. S11-60
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 ye := 145 -pcf
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
S t2
:= —
6
Density of Soil
Slab thickness
is 3000 -psi,
S =Oin
Ft := 5• fc-psi Ft = 274psi
Mn := Ft•S•b Mn = Olbf•ft
M = 9375.11 lbf•ft
Mo = 93751bf•ft
ys := 110'kpcf'
t :_ �•in.
Assuming Footing Width bf := 4.66741 Assumed Ftg Depth D := 133 -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.
Wf D•bf2•Yc
We := H•bt•w
Ws := bf-ys.b•(1.33•ft)
Wt := Wf + We + Ws
Mr := 2•(Wt.bf)
FS := 6?r
Mo
Wf = 42001bf
We = 17661bf
Ws = 18211bf
Wt = 77871bf
Mr = 18171 ft• lbf
FS = 1.938
> 1.5 OK
e = 1.204ft bf = 0.778ft < e ® Triangular Soil Pressure
6
x := 3•(0.5•bf — e) x = 3.39ft
:= 1.25-cis
2-Wt
qa — x•b
gs'
Required: 4'-8'
qs' = 3125 psf
qa = 1723psf < qs' OK
16" 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 2
Mu := Mr•(1.4)
For. d := D — 3.5. in d = 12.46 in fc' := 3000. psi
:_
24.59+fc')
F bf•d2 Ku := Mu
Ku = 5.1 kip
(4 .fc') - J(4•0 2 - 4•(.59•4•fc')•Ku
Area of Steel Required
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 = 25.44 kip- ft
fy := 60000-psi 4) := .9
fc'
P w • fy
As := p.(bf).d As = 0.457 in
Temperature Steel Required AsCp :_ .0018•bf•D Asap = 1.61 in2
p = 0.00066
Use 4'48" x 4'43" x1•4" Footing Reinf. Wt 4 #5 EA. Wav Butt.'
Deflection Check for Cantilever CMU Walls
H = 8.83 ft
Max Deflection
@ Free End
5 = 0.03 in
S Ww. H4
:—
8•Em 1x
= 0.59 in Therefore OK
180
32" X 32" CMU Pilaster wt a # 5 tee' EA. Corner.
is OK