REV-18-211 7
r r
i
Via:•.�
Miami Shores Village ` ==
NA 21 21 •2Q18
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138 1BY
a Tel:(305)795-2204 Fax:(305)756-8972
INSPECTION LINE PHONE NUMBER:(305)762-4949 t
9
FBC 2011
BUILDING Master Permit'No.V-Z—' k-4 -`Z3Sat
' PERMIT APPLICATION Sub Permit No.-F,�U1t3- �
[eBUILDING ❑ ELECTRIC ❑ ROOFING E24EVISION ❑ EXTENSION ❑RENEWAL
"PLUMBING ❑ MECHANICAL [:]PUBLICWORKS [:] CHANGE OF CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
i
JOB ADDRESS: -k-At) kl;;�
City: - Miami Shores Countv: Miami Dade Zip:
Folio/Parcel#: 1 t-"trZ-0 6 -Q kfA-00'S6 Is the Building Historically Designated:Yes NO Ll�
Occupancy Type: Load: r Construction Type: Flood Zone: BFE: FFE:
q
OWNER:Name(Fee Simple Titleholder): C.cOPV-RQ- Phone#: ( --46c 1 kO
Address: 4-40 Ve' 111 SmViPk+ "
City:_ K\AMI State: Zip:
Tenant/Lessee•Name: Phone#:
Email: 3prc�o�c9�C�n9�al_ cove'
t .,.
CONTRACTOR:Company Name_:`\)K- n GCb '1' 7c k1S a � Phone#:`�15 OS-4-8�
Address: I k $,3
City: Z��-tK1►-� State: Zip:�c
Qualifier Name: Phone#: (, %5z1 ao SSS C.
State Certification or Registration#: Certificate of Competency#:
DESIGNER:Architect/Engineer: Phone#:
1 Address: City: State: Zip:
Value of Work for this Permit:$ `:"LC)O.o,o Square/Linear Footage of Work:
Type of Work: ❑ Addition ❑ Alteration ❑ New [Repair/Replace ❑ Demolition
Description of Work:
' � �.•p�.r,��)n,��i:�•9!�:':`tk t ..`ti�;•C!te%� °''ip��'�Ef•91 ilii "�+"4 _ `�.:Q'�i.��•.
C�e�LLG'� f•flj�2;"`(I14 J •`f� T, � 9l��Lk u11.� � ('�?'•,{;?^1l1;;� ^'�"-; '�':.;
Specify color of Eolor,thruitile Rcrc :> .�,,, , . •�,.. .�K , hut:
��rs"c5 1'i;It S l)''':`�rhi��yi'lj. �y't tJ?�i)'w � ?'171�!'•t °'il�t�i.1(�)�a�:fit'� ,�;` ;,� 't;"
Submittal Fee$ `Permit Fee$`"" CCF
Scanning Fee$ Radon Fee$ DBPR$ ' Notary$
Technology Fee$ Training/Education Fee$ Double Fee$ n
I Structural Reviews$ D Bond$. 0,0
TOTAL FEE NOW DUE$
(Reuised02/24/2014)
mr f4pariy's Name(if applicable)
ompany's Address r
State ` , Zip a�
.,i,•
ot.11-1,age Lender's Name(if applicable) r
.,`rtgage Lender's Address "
..City State Zip
r
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 acid 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.....
r
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.
r
"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 musttbe 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 _ CONI R
The foregoing instrument was acknowledged'before me this The foregoing ins ument was acknowledged before me this
Z3 day of 20 IS by 2'� day of �`� 20 1.0 by
y cz,�Opy=-� who is personally known to tZM013t; USR24- who is personally known to
me or who has produced as me or who has produced lus L1 as
identification and who did take an oath. identification and who did take an oath.
9 �
NOTARY PUBLIC: NOTARY PUBLIC:
Sign: Sign: �—
Print: �� -b � Print:
Seal: Ricardo Dominguez , Seal: rr ` �- RiCardo Dominguez
' = Commission # FF958686 Commission I FF958688
=" •" Expires:February 8,2020 ; 4 Expfres;.February 8,2020
Bonded ru Aaron Notary %,,,, 'a,��.��r Bonded thru Aaron Notary
APPROVED BY Plans Examiner Zoning
. s.
c `k 11 r Structural Review _ Clerk
(Revised02/24/2014)
I
i
CONSULTING ENGINEERS LLC
CALCULATIONS .
I
I
FOR '
. . .... ......
440 NE 91 st Street '
Miami Shores FL 33138 •
SUBMITTED TO """ •
rf�J CITY OF MIAMI SHORES
C7`�;� L FLORIDA
vF-
PREPARED BY
CONSULTING ENGINEERS INC 1
10936 SW 137th Place
3
Miami, FL 33186
Phone: 786-355-8071
ffu
y{ti�titi�`�tltltilliii/�}���
January 21, 2018 �,.- �1z
Car) No.56988
' STATE OF r
Juan Vizcarra F '�•����'��
P.E. # 56988 r ' �''�,ss/O N A\-
S.I.# 6998581
I _
33
,
eI1 786 3�580"
i
Title Block Line 1 Title: Job#
You can change this area Dsgnr:
using the'Settings"menu item Project Desc.:
and then using the"Printing& Project Notes
Title Block'selection.
Title Block Line 6 Printed:18 JAN 2018,8:42AM
Steel Beam ENERCALC,INC.1983.2011,Build:6.11;6.23,Ver:6.11.6.23
Description: C8x11.5(RETROFIT OF EXISTING CONCRETE BEAM)
Material Properties
Analysis Method: Allowable Stress Design Fy:Steel Yield: 36.0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
EACH CHANNEL TAKES.HAI.F OF
. . .... •• ...
THE TOTAL LOAD "', ••
D(0.14)L(0.21) 000000 • •• •••
0000•• • • •
Span=15.0 ft •
0000•• 0000 •. •.
• • • • •
C8X11.5 •• •• •• • 004•••
0000•• • •
•
��Apphed Loads Service loads entered.Load Facers wi*be applied for calculations ••:
Beam self weight calculated and added to loads •• • ••'••.
Uniform Load: D=0.140, L=0.210 k/ft, Tributary Width=1.0 fl •• •
DEIGN$UMMARY�._ '
Maximum Bending Stress Ratio = 0.588: 1 Maximum Shear Stress Ratio= 0.119 : 1
Section used for this span C8X11.6 Section used for this span C8X11.6
Mu:Applied 10.167 k-ft Vu:Applied 2.711 k
Mn/Omega:Allowable 17.299 k-ft Vn/Omega:Allowable 22.764 k
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span 7.500ft Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.256 in Ratio= 703
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.440 in Ratio= 408
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces g'Mfresses f' �
or Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
+0
Dsgn.L= 15.00 ft 1 0.246 0.050 4.26 4.26 28.89 17.30 1.00 1.00 1.14 38.02 22.76
+D+L+H
Dsgn.L= 15.00 ft 1 0.588 0.119 10.17 10.17 28.89 17.30 1.00 1.00 2.71 38.02 22.76
+D+0.750Lr+0.750L+H
Dsgn.L= 15.00 ft 1 0.502 0.102 8.69 8.69 28.89 17.30 1.00 1.00 2.32 38.02 22.76
+D+0.750L+0.750S+H
Dsgn.L= 15.00 ft 1 0.502 0.102 8.69 8.69 28.89 17.30 1.00 1.00 2.32 38.02 22.76
+D+0.750Lr+0.750L+0.750W+H
Dsgn..L= 15.00 It 1 0.502 0.102 8.69 8.69 28.89 17.30 1.00 1.00 2.32 38.02 22.76
+D+0.750L+0.750S+0.750W+H
Dsgn.L= 15.00 ft 1 0.502 0.102 8.69 8.69 28.89 17.30 1.00 1.00 2.32'' 38.02 22.76
+D+0.750Lr+0.750L+0.5250E+H
Dsgn.L= 15.00 ft 1 0.502 0.102 8.69 8.69 28.89 17.30 1.00 1.00 2.32 38.02 22.76
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 15.00 ft 1 0.502 0.102 8.69 8.69 28.89 17.30 1.00 1.00 2.32 38.02 22.76
Overall Maximum Deflections Unfactored'Loads
Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span
1 0.0000 0.000 0.0000 0.000 -
Verti6i,Rea6ti0ns Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.711 2.711
D Only 1.136 1.136
L Only 1.575 1.575
p+L 2.711 2.711
Title Block Line 1 Title: Job#
You can change this area Dsgnr:
using the'Settings'menu item Project Desc.:
and then using the"Printing& Project Notes
Title Block"selection.
Title Block Line 6 Printed:18 JAN 2018,8:48AM
Steel Beam ENERCALC,INC.1983-2011,Build:611.6.23,Ver:6.11.6.23
Description: C8x11.5(RETROFIT OF EXISTING CONCRETE BEAM)UPLIFT
�Materaf Properties� � ��
Analysis Method: Allowable Stress Design Fy:Steel Yield: 36.0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
EACH CHANNEL TAKES-H4. -F OF• r••
THE TOTAL LOW � ;•••,• •;
W(-0.49) •••
• •••••• • • • •
t• rY
Span=15.Oft •••••• •••• •• •••
C8X11.5 •• •• •r • to r••
•••••• • •
•
oee
Applied Loads d Service loads entered.Load Fac>prs vYiR¢e applied for ca cu atiorL.•••+
g •• • • •
Beam self weight calculated and added to loads •• • • • •
Uniform Load: W=-0.490 k/ft, Tributary Width=1.0 ft '•
-r- �-�-_1 - a ;� tt r . •
DESIGN'SUMMARY _ ,5
Maximum Bending Stress Ratio = 0.785: 1 Maximum Shear Stress Ratio= 0.159 : 1
Section used for this span C8X11.5 Section used for this span C8X11.5
Mu:Applied 13.587 k-ft Vu:Applied 3.623 k
Mn/Omega:Allowable 17.299 k-ft Vn/Omega:Allowable 22.764 k
Load Combination +0.60D+W+H Load Combination +0.60D+W+H
Location of maximum on span 7.500ft Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.014 in Ratio= 12848
Max Upward Total Deflection -0.597 in Ratio= 301
i Maximum Forces&S'tresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Dsgn.L= 15.00 ft 1 0.019 0.004 0.32 0.32 28.89 17.30 1.00 1.00 0.09 38.02 22.76
+D+W+H
Dsgn.L= 15.00 ft 1 0.778 0.158 -13.46 13.46 28.89 17.30 1.00 1.00 3.59 38.02 22.76
+D+0.750Lr+0.750L+0.750W+H
Dsgn.L= 15.00 ft 1 0.579 0.117 -10.01 10.01 28.89 17.30 1.00 1.00 2.67 38.02 22.76
+0+0.750L+0.750S+0.750W+H
Dsgn.L= 15.00 ft 1 0.579 0.117 -10.01 10.01 28.89 17.30 1.00 1.00 2.67 38.02 22.76
+0.60D+W+H
Dsgn.L= 15.00 It 1 0.785 0.159 -13.59 13.59 28.89 17.30 1.00 1.00 3.62 38.02 22.76
Overall Maximum Deflections Unfacfored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl ! Location in Span
1 0.0000 0.000 0.0000 0.000
Veltical Reactions Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum -3.675 -3.675
D Only 0.086 0.086
W Only -3.675 -3.675
D+W -3.589 -3.589