REV-19-3020r 126� ENTERED
Miami Shores Village
Department DEC 27 19
Building De p Will
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949 (^
FBC 201:t ` r,
BUILDING Master Permit No. k r 0 0 " l /936
PERMIT APPLICATION Sub Permit No. 61 -12- t QI- 3620
BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR
DRAWINGS
JOB ADDRESS: 1 O 634 N ' / (e+
City: Miami Shores County: Miami Dade Zip: 33 / 3 8
Folio/Parcel#: Is the Building Historically Designated: Yes
Occupancy Type: Load:
Construction Type: Flood Zone:
BFE:
NO
FFE:
OWNER: Name (Fee Simple Titleholder): )2r1 %A ar . s Phone#: 3og 3 og -Y77y
Address: 10 (0 3 �( Pug t (C d-
City: to (& MI S ko re State: C( Zip: 33 t'36
Tenant/Lessee Name: �1/� Phone#:
Email:—�enna. Gass! r_ Tf \ otsocV, le'Vis. C�6^
A^� n I
CONTRACTOR: Company Name: `'0r is,, t Phone#: oS% S 77 - l 0 8 q
Address: (OGG %
City: a!4yo 1 S lt,o ieS State: "F( Zip: 33 I5-1a
Qualifier Name: t,4oLv(eoty kPM4-Z44,w. Phone#: 3or 91j" 7 —
State Certification or Registration #: CC7 _) SZ6 IW 5 2 Certificate of Competency #:
DESIGNER: Architect/Engineer: Phone#:
Address: QQ City: State:
Value of Work for this Permit: $ iy�0• �• Square/Linear Foo a of Work:
Type of Work: El Addition El Alteration El New Repair/Replace
Specify color of color thru tile:
Submittal Fee
Scanning Fee $
Permit Fee $
Radon Fee $
Technology Fee $ Training/Education Fee $
Structural Reviews $
Zip:
❑ Demolition
CCF $ CO/CC $
DBPR $
Notary $
Double Fee $
Bond $
TOTAL FEE NOW DUE $
(Revised02/24/2014)
Bonding Company's Name (if applicable)
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City
State
Zip
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: 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 and a reinspection fee will be charged.
SignaturSignature
OWNER or AG T CONT4 CTOR
The foregoing instrument was acknowledged before me this The foregoing instrument was acknow edged before me this
27 41% day of 6#-. 20 1 * by 2-7 1% day of Pe.cer•%se 20 11 by
. tans, PASS 0 who is personally known to ��A7p4 ho is personally known to
me or who has pr as me or who has produced as
�c State of Florida �wtI,
identification and k �fIY N. identification a 1k,6% ronC'State OfFwida
aria Perez Ana Maria Perez
NOTARY PUBLIC: �w y ommission GG 191084 NOTARY PUBLI a M ission GG 1910e4
E fires 02/28/2022 aft Aires 0 28I2022
i
Sign: Sign:
Print: ALlm Print:
Seal: Seal:
APPROVED BY lv%ans Examiner Zoning
Structural Review Clerk
VV
(Revised02/24/2014)
STRUCTURAL CALCULATIONS
PROJECT ADDRESS:
10634 NE 11 CT
MIAMI SHORES, FL 33138
CONSULTING ENGINEER:
EDGAR MUNOZ, P.E. _ _ A41bI!cc
FLORIDA LIC NO.50051
4815 NW 79 AVE SUITE #4
DORAL, FL 33166
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INDEX
1) DESIGN OF STEEL BEAM
2) DESIGN OF STEEL COLUMN
3) DESIGN OF STEEL BASE PLATE
4) DESIGN OF ISOLATED FOOTING
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PAGE NO.
1TO2
3TO4
5TO6
7TO8
DESIGN OF STEEL BEAM
Project: 10634 NE 11 Ct, MIAMI SHORES, FL 33138
Engineer: EDGAR MUNOZ, P.E.
FL LIC No. 50051
1490 SHERIDAN ST SUITE #3A
HOLLYWOOD, FL 33020
From AISC table 2-4, the material properties are
ASTM A500 Grade B
Fy := 46 ksi
Fu := 58 ksi
E := 29000 ksi
1:=22 ft
W:=15 ft
D:=10 psf
L:=20 psf
Q := 30 psf
w:=Q•W=450 ftf
Nlallowable•-- (w•12�=(27.225.103) lbf•ft
'8
V..— ( — _ (4.95.103) lbf
1
,Aallowable `= 180 =1.467 in
4
Imin'= (5 • w • l = 55.764 in
384 • E • ,Aallowable
As per AISC table 1-11, Page 1-93 Try HSS 8 X 8 X 5/16
IX := 85.6 • in4
if (Ix >I„tin, "OK", "change section") = "OK"
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Flange Compactness (Refer AISC table ].- 0!age:1�'93)'..
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Af:=24.5= t
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Width -to -Thickness Ratio Refer AISC table B4.1b Page 16.1-17 6P
,p:=1.12- 28.121
if (A f < AP , "compact", "non —compact") _ "compact"
Web Compactness (Refer AISC table 1-11, Page 1-93)
A,,, := 24.5 = h
Width -to -Thickness Ratio, Refer AISC table B4.1b, Page 16.1-17
XI :=1.40.1 1-Y = 35.152
if (x"' < X,., "compact", "slender") _ "compact"
As per AISC table 3-12, Page 3-144, available flexural strength
Mavailable'= 35.6 . kip - f t
if (Mavailble > allowable>
M "OK", "change section") _ "OK"
a
Use HSS 8 X 8 X 5/16
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lvI
Project: 10634 NE 11 Ct, MIAMI SHORES, FL 33138
Engineer: EDGAR MUNOZ, P.E.
FL LIC No. 50051
1490 SHERIDAN ST SUITE #3A
HOLLYWOOD, FL 33020
DESIGN OF HSS COLUMN
From AISC table 2-4, the material properties are
ASTM A500 Grade B
Fy := 46 ksi F," := 58 ksi
E := 29000 ksi
Q := 30 psf
Al,,.d:=22 ft•15 ft=330 ft2
Lbeam:= 569 lbf
Pallowable := Q' Aload + Lbe.=10.469 kip
As per table C-A-7.1, Page 16.1-511, for pinned -pinned connection
K:=1.0
LX:=9 ft
LY:=9 ft
(K•LX)=9 ft
K•Ly) =9 ft
As per table 4-4, Page 4-58, Try HSS 7 X 7 X 1/4
Pa:=223 kip =
P. (Available axial strength)
-
01
if (Pa >Pallowable> > "OK" "change section") = "OK"
As per table 1-11, Page 1-92, HSS 8 X 8 X 5/16 geometric properties:
Ay:=31.84 in
rx:=3.13 in
ry:= 3.13 in
td,,:= 0.291 in
Flange Compactness (Refer AISC table 4-litl Rage ]r93) : . • •
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a 24.5 =—
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0
Width -to -Thickness Ratio, Refer AISC table B4.1b, Page 16.1-17
Ap:=1.12•r=28.121
if (Af<AP, "compact", "non —compact") ="compact"
Web Compactness (Refer AISC table 1-11, Page 1-93)
A,,, := 24.5 = h
Width -to -Thickness Ratio, Refer AISC table B4.1b, Page 16.1-17
A,.:=1.40 •C
= 35.152
if (AW:5A , "compact", "slender") _ "compact"
(K• L.) -
- 34.505
rX V4.71 =118.261
z
Fe :_ • E 2 = 240.402 ksi
K•LX
Ty
As per AISC Chapter E, Page 16.1-33, equation E3-2
Fy
Fe
,.:= (0.6581
Fe - Fy = 42.46 ksi
As per AISC Chapter E, Page 16.1-33, equation E3-1
Pn'=FCr-Ay=(1.352.103) kip
,f2c:=1.67
P.
= 809.53 kip (Available comp ;e6sive st;er4gthj ; ; • •
.fly ....
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Pn
if >Palla,,,able, "OK", "NG" = "OK"
f2� .. ... .... ......
Use HSS8X8X5 16
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lJ
Project: 10634 NE 11 Ct, MIAMI SHORES, FL 33138
Engineer: EDGAR MUNOZ, P.E.
FL LIC No. 50051
1490 SHERIDAN ST SUITE #3A
HOLLYWOOD, FL 33020
DESIGN OF BASE PLATE
f'C:= 3 ksi Compressive strength of concrete
Pa:=10.469 kip Required Strength
Fy:=46 ksi
F.:= 58 k8i
Column details
c1:= 8 in
c2 := 8 in
Available Strength for the Limit State of Concrete Crushing
On less than the full area of a concrete support
B :=12 in (Length of base plate)
N:=12 in (Width of base plate)
A1:=B•N=144 in (Area of column)
B1:= 36 in (Length of footing)
N,:=36 in (Width of footing)
A2:=B1 •N1= (1.296.103) in (Area of footing)
Pp:=0.85 • f' -Al • 1F(A)=122.4 kip
if (Pp < 1.7 - f c • A1, "OK", "NG") = "OK"
From AISC Equation 38-2 will control when A2 exceeds 4.0
2.31
Pp = 52.987 kip
97,
if P� > Pa � "OK"' "NG" = C'OK"
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For square HSS, the distance m or n is
. ... .. . ....
(N— (0.95 • cl))
m:— =2.2 in .. ... ... ... ...
..
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m = n = 1 ...
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NO
P
f pa := Aa = 0.073 ksi
i
2
Z
t 2
=
p 4
S?b :=1.67
M.=Mp=FyZ
2'f a•m2
tp (-q) :_ = 0.16 in
p
'n6
Use 12 in X 12 in X 1/2 in thick plate
Assume ASTM F1554 (4) 5/8 in dia anchor rod
da := 0.625 in
A,.:= 4 . dal = 0.307 in
2
Rn := 0.75 • F,a, • AT=13.346 kip
Q := 2.0
R.
= 6.673 kip
92
n:=4
Ra := n • � = 26.691 kip
if (Ra,>Pa I "OK" 7 46NG17) = 46OK77
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Created with PTC Mathcad Express.See www.mathcad.com for more information.
Project: 10634 NE 11 Ct, MIAMI SHORES, FL 33138
Engineer: EDGAR MUNOZ, P.E.
FL LIC No. 50051
1490 SHERIDAN ST SUITE #3A
HOLLYWOOD, FL 33020
DESIGN OF ISOLATED FOOTING
Load for support column:
Aload:=330 ft2
Q := 30 psf
- �Q -Al d) -
—
Lgravity:— 2 4.95 kip
P,.in := Lgravity = 4.95 kip
Pa:=1•6-Puri,,=7.92 kip
Soil information:
q8:= 2 ksf (Allowable bearing capacity of soil)
t:=1 ft (Soil cover above footing)
w8:=110 pcf (Unit weight of soil)
we:=150 pcf (Unit weight of concrete)
Material used:
f'C:=3 ksi (Compressive strength of concrete)
fy:=60 ksi (Yield strength of rebars)
Column size details:
ci := 8 in
c2 := 8 in
To determine footing size:
D:=12 in (Assume footing depth)
Q.,,t := qs — WC • D) — (w, • t) = (1.74.103) psf (Net soil bearing capacity)
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A1eQ:= Pa =4.552 ft2 . .
... .
QMt
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Created with PTC Mathcad Express See www.mathcad.com for more information.
Assume square footing
Breq:= Areq = 2.133 ft
B:=3 ft
Consider 3 ft X 3 ft square footing
To determine footing depth:
Qu:= PaB2 =880 psf
a. Check punching shear
Assume #5 bars
c := 3 in (cover)
drebar:=0.625 in (dia of #5 rebar)
d := D — c — drebar = 8.375 in (effective depth of footing)
2vu._Q.•(B2— (cl + d) • 1000 = 0.159 ksi
2•d•(cl+d)•144
Ove := 0.75.4 • V 3 = 5.196 ksi > 0.159 ksi (OK)
b. Check direct shear
Distance from the critical section of direct shear to the edge of the footing
l:= B - 2-d=0.469 ft
vu = (Qu, a = (3.42.10-4) ksi
We := 0.75.2 • V3 = 2.598 ksi > 0.00034 ksi (OK)
To determine reinforcement:
Distance from face of column to the edge of the footing is
Pmin:= 0.0018
Amin:=Pmin'B-d=0.543 in
Use 4 #5 bars in both directions
4-7r-(d )2 •.. ..: . . .'. . : ...
As:= rebar =1.227 in 2 > 0.5;L3 in.f- 14;.- i i.i
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Use 3 ft X 3 ft X 12 in square footing
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