RC-13-1656 (6) ANTONIO CANELAS,P.E.
PRE�SiDENT
78®'5 SW 24T"ST.SUITE.W
MIAMI FL 33155 did
CELL:
® 305-302-4904
OFFICE:
305-261-0321
T.C. EnGMER11lG. EMAIL: alLcom
STRUCTURAL DESIGN tcs"cturalengmeering@gm
I / -5-1P9 SG7
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`�� i Miami Shares Village
1 Building Department Ap��^p
10050 N.E.2nd Avenue,Miami Shores,Florida 33138 MAR 2 0 2015
Tel:(305)795-2204 Fax:(305)756-8972
INSPECTION LINE PHONE NUMBER:(305)762-4949 BY: _
FBC 20 tom_ . s
BUILDING Master Permit No.A-e' -JS,
PERMIT APPLICATION Sub Permit No.
❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING F-1 MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION SHOP
CONTRACTOR DRAWINGS
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JOB ADDRESS: �+' �V`�
City: Miami Shores County: Miami Dade Zia:
Folio/Parcel#: Is the Building Historically Designated:Yes NO
Occupancy Type: Load: Construction Flood Zone: BFE: FFE:
' ) �J
OWNER:Name(Fee Simple Titleholder): 1\y `'V b J�= 1'l L`\ Phone#:J b5 � S 0 Z - b�y
Address: 'A ,9 / Alt-- 1,12- t—
City: KA >> J State: Zip:
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR:Company Name: L /--�Vc" Phone#: 3 0
Address: l zj
City: State: Zip: -3
Qualifier Name: Phone#:
State Certification or Registration#: 6—&C '7"//2D Certificate of Competency#:
DESIGNER:Architect/Engineer: Phone#:
Address: City: State: Zip:
Value of Work for this Permit:$ Square/Linear Footage of Work:
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Description of Work: {
I i�A� L11 A-) ET7---
Specify color of color thru tile:
Submittal Fee$ Permit Fee$ CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$ Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$ Bond$
TATm GCC NAW ni IF f
10--'-
P
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: 1 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
OWER or AGENT CONTRACTOR
The fo*4-nstrument a acknowl ged befor/e�m is The foregoing instrument was acknowledged before me this
_day of d r " 20 ( � by day of_ ,20 1 ,by
who is personally kn wn to Pal I N V M 1",11dwho is personally known to
me or who has produced as me or who has produced ��- i ®� as
identificatiidentification and who did take an oath.
`",y OVA,, MAR IN,l.PALMER
NOTARY P *ms's Notary Public-State of Florida NOTARY PUBLIC:
•. .•5 My Comm.Expires May 23,2016
•i��OF p
Commission
National Notary .� \ ��\ \ It It/r///�///i,
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Sign: Sign:_
Print: Print: 43 ��''.0
Seal: Seal:
Cn.'ccmmiss 0G����
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APPROVED BY Plans Examiner Zoning
Z�l &"C[I I —
S Structural Review Clerk
Ismael Naranjo, P.E.
Building Official
Miami Shores Village Building Department
Re: Footing for Metal Stair Column C 1 at
9350 NE 12th Avenue
Miami Shores, FL.
September 12, 2015
Dear Mr. Naranjo:
I would like to thank you very much for our meeting on Wednesday September 3rd, 2015
regarding the above mentioned project.
We are the specialty engineer who designed the metal stair and its railing for the above
mentioned project. We compute the applied load on the footing of C1. This column is
subjected to the largest applied load. As per our calculations, the footing size required for
this column is 14"x14". The calculated footing area is based on 2000 psf soil bearing
capacity. The footing depth selected is 12". The minimum required rebars for the
footing dimension is (3) #3 in both directions. DYNATECK ENGINEERING CORP has
conducted a study on the footings after being built. DYNATECK reported on July 30,
2015 that there are(3)#4 in one direction and (3)#3 on the perpendicular direction.
Based on our calculations and the report by DYNATECK ENGINEERING CORP, we
attest that the as-built footing for the metal stair column is adequate to support the applied
load, as per the Building Code at the construction of the stair(FBC 2010).
If you have any question regarding the materials in this report, pleas feel free to contact
us at (305)321-2041.
A
cerel
Z - ` �
Mohamed W. Fahmy, Ph.D., P.E.
Florida Registration License No 54794
Special Inspector License Number: 6998918
Attachments: .. ... . . . . ..
1. Stair Layout showing the location of the 1footird under cenji Jeratjon
2. Footing calculations •• 000 •• • . . ..
3. ACI 308 Code Document to compute modulus of rupture
4. DYNATECK ENGINEERING CORP.Repp : •;• .•• .••
. ... . .. . .
.. . . . . . . . . . .
. .. . .. . . . .
National Consulting Engineers, Inc. 7255 SW 126 Street,Pinecrest•FL.'33156
Tel: (305)321-7041 Fax: (305)238-2362 email�NtionalENGNRS@aol.com
Website: www.nce-co.com
. . . . . . . . . .
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NATIONAL CONSULTING ENGINEERS, INC. PROJECT:9350 NE 12th Avenue,Miami Shores
Structural Design And FEM Analysis
Certificate of Authorization#8755
7255 S.W.126th Street SUBJECT:Design of Footing for C1 SHEET N°:
Pinecrest,FL 33156 1 1
Phone:(305)321-7041 Fax.(305)238-2362 JOB NO: DATE: DESIGNED BY:
Mohamed W Fahmy,PhD,PE#54794 INC15-19 9/8/2015 Mohamed
Design of Load on Column C1•
Loads:
Superimposed DL(psf) 15.000
LL(psf) 60
Stair Own Weight(psf) 15.000
Tributary Width(ft) 3.500 9
Tributary Length(ft) 6.250
Tributary Area(ft2) 21.875
Total Dead Load(#) 656.250
Total Live Load(#) 1312.500 Co v�N
Allowable Soil Pressure(psf) 2000.000
Total Load(#) 1968.750 I
Area Required(ft2) 0.984
Selected Dimension(ft) 1.200
Column Width(in) 4
W O 1640.625
Moment(in.#) 22181.25 I
Concrete Strength(psi) 3000.000
Concrete Section Dimension:
Depth (in) 8.000
Width (in) 14.4
Section of Modulus(in3) 153.600
f(psi) 144.409 14 t'
Modulus of Rupture(fr)(fsi) 410.792 Status OK
Minimum Steel Area percentage Requied by code 0.0018
Minimum Steel Area Requied (in2) 0.207
Use(3)#3 is adequate in both direction
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STRUCTURAL CONCRETE OUIL M CODEICOUNIENTARY 31&123
CODE COMMENTARY
9.5.2.3—Unless stiffness values are obtained by a 895.23 — The effective moment of inertia procedure
more comprehensive analysis, immediate deflection described in the Code and developed in Reference 9.15 was
shall be computed with the modulus of elasticity for selected as Ding sufficiently accurate for use to control
concrete, Ec, as specified in 8.5.1 (normalweight or deflections Q-1"-1s The effective moment of inertia 1.was
lightweight concrete)and with the effective moment of developed to provide a transition between the upper and
inertia, !e,as follows,but not greater than 19 lower bounds of Ig and 4 as a function of the ratio MIM..
For most cases,Ie will be less than 1g.
Cr
(zs) I cr (9-8)
Me
where L
frl
�cr = (9-9)
Yt
;.and
Ifr=7.5.1 f� (9-10)
9.5.2.4 — For continuous members, 1. shall be 895.2.4—For continuous members,the Code procedure
permitted to be taken as the average of values suggests a simple averaging of le values for the positive and
obtained from Eq. (9-8) for the critical positive and negative moment sections.The use of the midspan section
negative moment sections. For prismatic members, 1, properties for continuous prismatic members is considered
shall be permitted to be taken as the value obtained satisfactory in approximate calculations primarily because
from Eq. (9-8) at midspan for simple and continuous the midspan rigidity (including the effect of cracking) has
spans,and at support for cantilevers. the dominant effect on deflections, as shown by ACI
Committee 4359.19,9.20 and Sp-43 9.13
9.5.2.5 — Unless values are obtained by a more 895.25—Shrinkage and creep due to sustained loads
comprehensive analysis,additional long-term deflection cause additional long-term deflections over and above those
resulting from creep and shrinkage of flexural members that occur when loads are first placed on the structure.Such
(normahweight or lightweight concrete) shall be deter- deflections are influenced by temperature,humidity,curing
mined by multiplying the immediate deflection caused conditions,age at time of loading,quantity of compression
by the sustained load considered,by the factor Ad reinforcement, and magnitude of the sustained load. The
expression given in this section is considered satisfactory
;L _ — -- (9-11) for use with the Code procures for the calculation of
1 +50p' immediate deflections, and with the limits given in Table
95(b). The deflection computed m accordance with this
where p'shall be the value at midspan for simple and section is the additional long-term deflection due to the
continuous spans, and at support for cantilevers. It dead load and that portion of the live load that will be
shall be permitted to assume 4 the time-dependent sustained for a sufficient period to cause significant time-
factor for sustained loads,to be equal to: dependent deflections.
5 years or more........................................................2.0 Equation(9-11)was developed in Reference 9.21.In Eq.(9-11)
12 months................................................................1.4 the multiplier on f accounts for the effect of compression
6 months..................................................................1.2 reinforcement in reducing long-term deflections. �= 2.0
3 months..................................................................1.0 .empre%enrs a nominal time odependent factor for a 5-year
•,duraftn of ltw".�c%ve in Fig.R95.25 may be used
..tfl ek#;iawgal"f:4 to Iigadmg Mods less than 5 years.
If it is desired to consider creep and shrinkage separately,
• approximate equations providgd in References 9.15, 9.16,
' 9.11,and:=r ay be used. :
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I CAM V AJKWX4X%r.N-AL I PZATrJUPA b TESTING ASBESTOS I ROOF TESTING INSPECTION SERVICES -DRILLING SERVICES
DYNATECH
ENGINEERING
CORP,
ddWW.DYI ATECHENGINEERING.COM
Miami, July 30, 2015
Mr. Martin Palmer
PALMER HOLDINGS
190 Bay Shore Drive
Coconut Grove, FL 33133
Re: New Staircase
WF-16 Footers @
9350 NE 12(" Avenue
Miami Shores, FL
Dear Mr. Palmer:
Pursuant to your written request, DYNATECH ENGINEERING CORP. (DEC)
conducted a site inspection on July 29, 2015 at the above reference project. The
purpose of our inspection was to help document the structural integrity of the
existing staircase reinforcing steel of WF-16 footers only. Dynatech Engineering is
a certified Dade County Testing Laboratory. The scope of our inspection consisted
of the following:
A- Visual site inspection by our field structural engineer.
B- Locating reinforcing steel using a James Instrument, Inc. R-Meter.
C- In-Situ concrete testing using a Swiss Hammer.
D- Preparation of this report to document our findings and recommendations.
The James Instrument, Inc. R-Meter (C-4956) to detect the presence of reinforcing
steel bars embedded in concrete. The R-Meter measures the disturbance by external
magnetic field generated by the probe,"TTN In de: of• this disturbance is
disturbance on the instrument meter, which hAgeti CalibMted•for direct reading of
000
the APPROXIMATE bar size and distance.
. ... . ... •. .
so
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750 WEST 84TH STREET.HIALEAH.FL 33014 PHONE(305)SM-7499 FAX(305)828-9598 EMAIL•INFOODYNATECHENGINEERING.COM
�4CEC
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Re: 9350 NE 12'hAvenue, Miami Shores, FL
During our field inspection; our professional engineer exposed structural members
and secured random access to footings, columns, beams and slabs and used a
rebound Hammer for In-Situ concrete testing and a reinforcing steel locator for
reinforcing verification. Reinforcing steel refers to bar sizes or equivalent.
- East Footer WF-16:
Consist of(3) # 4's continuous reinforcing steel rebar w/#3 rebar transverse
@ 12" O.C.
- West Footer WF-16:
Consist of(3) # ,4's continuous reinforcing steel rebar w/#3 rebar transverse
@ 9" to 10" o.c.
It has been a pleasure serving you at this phase of your project and look forward to
do so in the near future.
Sincerely yours,
f
Q un
iss aamani, P. E.
DYNATECH ENGINEERING CORP.
Engineer Florida Reg. No. 39584
Special Inspector No. 757 N A41)
Certificate of Authorization No.: CA 5491 _
395 s
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750 WEST 84TH STREET.HIALEAH.FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL INFOODYNATECHENGINEERING.COM `EC
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