CC-01-20-1971 V 1.��
Miami Shores Village
*
2 ' 2020
Building Department
BY:
1,
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
C 20
BUILDING
Master Permit No.
PERMIT APPLICATION
Sub Permit No.
0 BUILDING ❑ ELECTRIC
❑ ROOFING ❑ REVISION ❑ EXTENSION
❑ RENEWAL
❑PLUMBING ❑ MECHANICAL
❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION
❑ SHOP
CONTRACTOR
DRAWINGS
JOB ADDRESS: 370 Grand Concourse
City: Miami Shores County: Miami Dade Zip:
Folio/Parcel#: 11-3206-013-6040 Is the Building Historically Designated: Yes NO
Occupancy Type: Load Construction Type: ((�� Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): � %K M 1AM ( J,+ot*s U i W�r Phone#: (305) 758-0559
Address: 370 Grand Concourse
City: Miami Shores State: FL
Tenant/Lessee Name:
Email:
Zip: 33138
Phone#:
CONTRACTOR: Company Name: Quality Railings Miami Corporation Phone#: (786) 400-0462
Address: 8000 NW 37th Ave Unit 11
City: Miami State: FL Zip: 33147
Qualifier Name:y O co'ML O Phone#: �kC66 - LioC) 'oL( ( Z
State Certification or Registration #: 16BS00110 Certificate of Competency #:
DESIGNER: Architect/Engineer: Fernando Ascue Phone#: �gb 35� G3
Address: 17320 SW 142 PL City: Miami State: FL Zip: 33177
Value of Work for this Permit: $ 6,527.50 Square/Linear Footage of Work: -3-0
Type of Work: N Addition ❑� Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Description of work: (9) Aluminum Railings shall be constructed in various locations throughout the building.
Specify color of color th u tile-::
{
Submittal Fee $ .� 01 Permit Fee $
Scanning Fee $ Radon Fee $
Technology Fee $ Training/Education Fee $
Structural Reviews $
CCF $_
DBPR $
CO/CC $
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 reins ection fee will be charged.
(14I 04M t S2(te yvr .614-(5-1I5T � (fc�(z-C w
g A. a N y D. i'GHC0—
9
Signature Signature
WNER or AGENT CO RACTOR
The foregoing instrument was acknowledged before me this The foregoing instrtment was acknowledged before me this
day of 20 20 1 i , by day of rr �J 20 26 by
AI t Qr�� N�1� s�a2�s,B�rtaz�hc�
A'NO N V , ki rCFfC-LL, , whso is persontA►wn to Ao A211(valllho is personally known to
me or who has produced
identification and who did take an oath.
NOTARY PUBLIC:
Sign:act�
Print:
Notary Public State of Florida
Seal Pearlie Gray
t�• My Commission GG 169691
� d° Expires 04/16/2022
as me or who has produced
identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print: V1/A
Seal: / ;:•�YLILEXIS AREVALO
MY COMMISSION # GG069354
EXPIRES February 02, 2021
APPROVED BY j ' ` ( Plans Examiner
Structural Review
(Revisedo2/24/2014) ,
as
*** **********
Zoning
Clerk
Property Search Application - Miami -Dade County Page 1 of 1
OFFIC"' E OF THOL'a PROPE'RTY" 'An PPRAISER
Summary Report
Property Information
Folio:
11-3206-013-6040
Property Address:
370 GRAND CONC
Miami Shores, FL 33138-2747
Owner
MIAMI SHORES BAPTIST CHURCH
Mailing Address
370 GRAND CONCOURSE
MIAMI SHORES, FL 33138-2747
PA Primary Zone
1300 SGL FAMILY - 2801-3000 SQ
Primary Land Use
7144 RELIGIOUS - EXEMPT:
RELIGIOUS
Beds / Baths / Half
0/0/0
Floors
1
Living Units
0
Actual Area
Sq.Ft
Living Area
Sq.Ft
Adjusted Area
29,145 Sq.Ft
Lot Size
23,695 Sq.Ft
Year Built
1949
Assessment Information
Year
2019
2018
2017
Land Value
$834,064
$834,064
$834,064
Building Value
$1,252,244
$1,252,244
$1,252,244
XF Value
$155,625
$157,500
$159,375
Market Value
$2,241,933
$2,243,808
$2,245,683
Assessed Value
$2,241,933
$2,243,808
$2,126,897
Benefits Information
Benefit
Type
2019
2018
2017
Non -Homestead
Cap
Assessment
Reduction
$118,786
Religious
Exemption
$2,241,933
$2,243,808
$2,126,897
Note: Not all benefits are applicable to all Taxable Values (i.e. County,
School Board, City, Regional).
Short Legal Description
MIAMI SHORES SEC 1 AMD PB 10-70
ALL BLK B
LOT SIZE IRREGULAR
Generated On : 1/28/
Taxable Value Information
2019
2018
2
County
Exemption Value
$2,241,933
$2,243,808
$2,126.
Taxable Value
$0
$0
School Board
Exemption Value
$2,241,933
$2,243,808
$2,245.
Taxable Value
$0
$0
City
Exemption Value
$2,241,933
$2,243,808
$2,126.
Taxable Value
$0
$0
Regional
Exemption Value
$2,241,933
$2,243,808
$2,126,
Taxable Value
$0
$0
Sales Information
Previous Sale Price OR Book -Page Qualification Descriptioi
The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appra
and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp
Version
https://www8.miamidade.gov/Apps/PA/property search/ 1 /28/2020
2019 FLORIDA NOT FOR PROFIT CORPORATION ANNUAL REPORT
DOCUMENT# 717306
'Entity Name: MIAMI SHORES BAPTIST CHURCH, INC.
Current Principal Place of Business:
370 GRAND CONCOURSE
MIAMI SHORES, FL 33138
Current Mailing Address:
370 GRAND CONCOURSE
MIAMI SHORES, FL 33138
FEI Number: 59-0700565
Name and Address of Current Registered Agent:
MITCHELL, ANTHONY D. MR.
125 N.E. 86TH ST.
MIAMI SHORES, FL 33138 US
FILED
Apr 18, 2019
Secretary of State
5901573979CC
Certificate of Status Desired: Yes
The above named entity submits this statement for the purpose of changing its registered office or registered agent, or both, in the State of Florida.
SIGNATURE: ANTHONY D. MITCHELL 04/18/2019
Electronic Signature of Registered Agent Date
Officer/Director Detail :
Title
PRESIDENT
Title
OFFICER
Name
MITCHELL, ANTHONY D
Name
LUC, MARCEL
Address
125 N. E. 86TH STREET
Address
141 NW 100 ST
City -State -Zip:
MIAMI FL 33138
City -State -Zip:
MIAMI FL 33150
Title
OFFICER
Title
SECRETARY
Name
CHARLES, GAUDIN
Name
TURPIN, RICHARD III
Address
831 N. E. 142ND STREET
Address
25 N. E. 139TH ST
City -State -Zip:
MIAMI FL 33161
City -State -Zip:
N. MIAMI FL 33161
Title TREASURER
Name GRILL, HELEN
Address 764 NE 73RD ST
City -State -Zip: MIAMI SHORES FL 33138
I hereby certify that the information indicated on this report or supplemental report is true and accurate and that my electronic signature shall have the same legal effect as if made under
oath; that I am an officer or director of the corporation or the receiver or trustee empowered to execute this report as required by Chapter 617, Florida Statutes; and that my name appears
above, or on an attachment with all other like empowered.
SIGNATURE: ANTHONY D. MITCHELL PRESIDENT 04/18/2019
Electronic Signature of Signing Officer/Director Detail Date
Job: Miami Shores Baptist Church
LOCATION: 370 Grand Concourse. Miami Shores, FL 33188
STRUCTURAL CALCULATIONS
, ) ) ,
1
DESIGN CRITERIA:
,
Calculations based on:
1. 2017 Florida Building Code
2. Minimum Design Loads for Buildings and Other Structures ASCE 7-10
3. Building Code Requirements for Structural Concrete ACI 318-14
) ) , ,
4. 2015 Aluminum Design Manual
CALCULATION INDEX:
0 0 0
oc000
I Cover page
OO O •1 p p
O°
1
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p °
0 0 0 0 0 0 0 0
O
0
0 0 0 0 0
II Wall Mounted Handrail Design & Analysis
° ° ° DO 02-7 °
,
( 0 0
0 0 0 0 O O
° O
0 0.
C O p 0 0 0
0 0 0 0 O
O U O O O
0 0 0 0 0 0 O O O O
0 C O O G
` O O 0
U U
O O O U O
CALCULATION STATEMENT:
0 0 0 0 0 0
O
p
0
0 pO °
c o
o0p0oo
To the best of my knowledge, ability, belief and professional Judgment, I hereby attest that ire manual
calculations and computer generated calculations are in compliance with the existing governing codes. ° °
O
0 0
Fern o Azcue, PE
Lic. No. 65521
Wall Mounted Handrail
i r�UW-
APPFO`v'i=D---_——DATA/ft
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Handrail Bracket Design:
L L
L
. .
P (Case 1)
......
•.
General Data:
.•••• .. =••..:
III
,6=4.0o RaTngSpan (ft)
e.h ..'..' •••••
P :Cason 2) ,•
eH := 3.10 Horizontal Eccentricity
• , • ...: .
of Loads (n)
ev := 3.10 Vertical Eccentricity
• �'
of Loads (in)
T
Base Pta�e
Handrail Data:
Bracket Data:
Base Plete"Data:
Fbbcpdtop := 15000.00 psi
Fbbmd.hcacket:= 15000.00
psi Dplate:= 323� < Plate Diame_(n)
Fv = 8500.00 psi
shcar.top :P
Fv 8500.0( psi
shear.bracket •= P
Sx 3 37 in
plate �_ •
c c c
Sxtop := 0.13 For Vertical Loads (in3)
Sxbracket := 0.10 in
Aplate = 8.30 in2
Sytop := 0.13 For Horizontal Loads (in3)
Abraeket := 0.79 in
Atop := 1.46 in
Allowable Support Stress Data:
Fpg„ pp := 21moo Allowable compressive strength of support (psi)
0.35*f'c................................................for Fun Area of Concrete Support
0.35*f'c*SQR(A2/A1) < or = 0.7*f'c......... for less than Full Area of Concrete Support
0.7*fm................................................for Full Area Concrete Block Support
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Handrail Design:
Actual Moment:
Concentrated Load = 200 bs.
200.E
Mpmax :=
Mpmax = 160.00 fi — lb
5
Uniform Load = 50 plf
..
......
•
Mwmax := 0.1012.50• L2
Mwmax = 80V6' 11— lb •
• � � � � �
'
Mmax := max(Mwmax, Mpmax)
••
Mmax = 160!O . • •eft — Ib . •
sees.
.
......
......
Actual Shear:
•.
'
Concentrated Load = 200 bs.
.. . ....
.....:
•
Vpmax := 200 bS
Vpmax = 200.00 bs
Uniform Load = 50 plf
...: .
Vwmax:= 0.6.50•L
Vwmax= 120 bs
Vmax := max(Vwmax,Vpmax)
Vmax = 200.00 , dbs
Section Required:
Bending Design:
Section Modulus Required
< <
Mmax• 12
Shr :=
Shr = 0.13 in3
Fbbend.top
Shear Design:
Area Required
1.S. Vmax
Ahr := Ahr = 0.04 in2
FVshetv.top
Section Provided:
BENDINGtop := if(Shr z min(Sxtop, Syt(,p), "N.G" , "OK") BENDINGtop = "OK"
SHEARtop := if(Ahr z Atop, "N.G" , "OK"SHEARtop = "OK"
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Bracket Design:
Actual Reaction:
Concentrated Load = 200 bs.
Uniform Load = 50 pff
Rwmax = 1.1.50•L
Rmax:= max(Rwmax,Rpmax)
Actual Moment:
Mbracket:= Rmax•max(eH,eV)
Actual Shear (For Vertical Load):
Vbracket = Rmax
Actual Axial (For Horizontal Load):
Nbracket := Rmax
Section Required:
Bending Design:
Section Modulus Required:
Mbracket
Sbracketreq :_
Fbbend.bracket
Shear Design:
Area Requi ed:
Abracketreq :_ 1.5•Vbracket
Fvshear.bracket
Section Provided:
BENDINGbracket if(Sbracketreq 2 Sxbracket, "N.G" , "OK"
SHEARbracket := if (Abracketreq 2 Abracket, "N.G" , "OK"
Wall Mounted Handrail
Rpmax := 200.00 bs
Rwmax = 220.0a Ids
,
Rmax = 220.00 ,
lbs
,.
Mbracket = :550,00� jb, '
Vbracket = 220.00, bs•
Nbracket = 220:60,'_ ` bs• .
Sbracketreq = 0.04 W
Abracketreq = 0.04 in2
BENDMGbracket = "OK"
SHEARbracket = "OK"
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Equivalent Square Plate:
l2
Bplate =kpl.�
I •2.1416 Bplate = 2.38 in
Dplate
a
• • • • •
a = 1.63 in
:=
. ....
Compression Length (Case 1):
• • • •
• •...:
Kd I :=
x <-- 0.01
• •
.....
.
2
while (Dpl.— a)•(0.5•Fpsupp'x•Bplate) — 0.5•Fpsupp Bplate
x
..
<Mbracket •
......
3
•.� �•
xt—x+0.01
'•
'
KId 01.14
Tension in Bolts (Case 1):
Tam, := 0.5•Fpsupp.Kdl.Bplate
Tcasel = 149.Si Ibs
Compression Length (Case 2):
`
Kd2 := x t— 0.01
(DPlau — a)•(0.5•Fpsupp•x•Bplt, — Nbracket) + Nbracket•
(Dplaw)
— 0.5•FpsuppBpla,•(3) < Mbracket
2while
xF—x+0.01
Tension in Bolts (Case 2):
Tc=2 := 0.5•Fp3upP Kd2•BplaW + Nbracket
Actual Tension in Bolts:
Tmax max(T..1,T.2)
Kd2 = 0.14
T,,,2 = 569.57 lbs
T.. = 569.57 Ibs
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Weld and Section Data: Welding: Aluminum Filler Alloy 5366
Allowable Stress for Welding: Fv= 7.00 Ksi
F„ = 7.00 Allowable Shear Strength (ksi)
1 Weld Size (in)
= 8
to := 0.0884 Effective Weld Thickness to use In Sweld and Aweld (in)
s d' 45 CIvl A 'I En ineerin Reference Manual
S,,re1d := 0.667
Section Modulus (in ) See Appen ix
g g
. • •
Aweld:_ 0.250
Section Area (in4)
�' '
• •
••••s•
••••••
Jweld = 0.667
Polar Moment of Welding (in^3)
• •'
Distance From Centroid the Welding Group to the Critical Welding Minton)
� • •
rnm := 1.00
of
•• ••
• •
•00
Load Data:
: "; •;
e•
M 0.300
weld �_
Moment (Kips-ft)
'..' ••
" •
' •.
•
••••
•"'
Vw,ld:= 0.500
Shear (Kips)
•
Pweld:= 0.00
Tension or Compression (Kips)
T,,,eld:= 0.0
Torsional Moment (kips-ft)
Check Bending Stress:
Mweid-(12)
fe:=
—
fe— 5.40
I�SI
Sweld
Check Shear Stress:
Vweid Twei r 12-rmaz
f„ :_ +
Aweld Jweld
Check Tension Stress:
Pweld
fa =
Aweld
Check Combined Stress:
i
fwcid :_ �fy + fa) + f„ 2
STRESS :_ "N,G."
"OK" if F„ 2 fweld
f„ = 2.00 ksi
fa = 0.00 Ksi
fweld = 5.76 ksi
STRESS = "OK"
Wall Mounted Handrail 6 of 7
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PERFORMANCE TABLE
AlICNOA
EMBEDMENT
Allowable Tension and Shear Values* (Lbs/kN) In Concrete
Carbon and Stainless Steel
fc=1D00 PSI(13AMPa) fc=3000P51(20.7MPa)
fc= 4000 PSI(27.6 MPe)
DIA
In. (mml
DEPTH
In. (Min)
TENSION
Lbs. (IN)
SHEAR
Lbs. (LN)
TENSION
Lbs. NN)
SHEAR
Lbs. (kNI
TENSION
N. NN)
SHEAR
Lbs. IlN)
3/8 (95)
1-12
U9.1)
334 (1S)
527
03)
413
(1.8)
691
(3.1)
02
(2.1)
854
0.8)
2
(50B)
373 (1.7)
759
(3.4)
506
(22)
807
(3.6)
2-12
(63S)
933 (41)
828
(3.7)
937
(41)
841
(3.1)
940
(4.2)
-SS t
(38)
3.1/2
(88.9)
1,349 (6.0)
828
(3.7)
1,656
(7.4)
942
(3.7)
0,
n
n
3 1
12 (12.7)
2
(SOB)
895 (4.D)
1,411
(63)
977
(43)
1,618
(11)
1,059
(.7)
i}}84h
(B1)
3-12
(88.9)
1,813 (8A)
1,609
(71)
1.111
1e91
1,822
(8.1)
2
0 1.8)
t 2,035
(9.0)
4-12
(1143)
4544 (113)
1,846
(81)
2,583
(115)
1,992
(8.9)
2,622
� ( .7)
2,W
(95)
518 (15.9)
2-3/4
(69.9)
1319 (53)
2,164
(9.7)
1,640
p.3)
2,766
(123)
el, 1
- {8.7)
n t 3,369
(15.0) t
3.12
(8G9)
1,993 (89)
2,556
(11.4)
2,462
(10.9)
3,076
(135)
2,931
(13.0)
4-1/2
(1143)
Z892 (123)
3,079
(13.7)
3,3S8
(14.9)
3,395
(1S.1)
4
h 8.8)
t t3,71p
(165) t
3/4 (19.1)
3-1/4
(82.6)
1,719 (7.6)
1,785
(7.9)
Z439
(10.8)
Z682
(11.9)
3,159
(14.0)
t t3S69s
(15.9)4-12
(1143)
2,516 (115)
3,280
(14.61
3,606
(16.0)
4,21;
(18.1)
0 4,6
� 20.6)
C3153
(22.9)
S-12
(139.7)
3,262 (145)
4,477
(19.9)
4,539
(201)
S,MS
(241)
5,817
(25.9)
6,613
a�
(285) 01
emaweme raim are oases upon a+ro r sareq racror. cUiummav - • • ' o ^
ttttt
tt
trot
t
tttt
t
ntt
t �
ttt
ttte
nt
n
ono
0 e
oeooao
• o
o
• ' : •ae•
Recommended Edge & Spacing Requirements for Tension Loads*
e
Carbon and Stainless Steel
AN(HORDIA EMBEDMENT DEPTH EDGEDISTANCEREQUIREDTO ATMIN.EDGEDISTANCE SPACING DISTANCE REQUIRED TO LOAD FACTOR AfPukvATMid.
SPACING DISTANCE
OBTAIN MAX. WORKING LOAD OBTAIN MAIL WORIUNGLUAv
In.(mm) In.(mm) In.(mm) 1-3/4 Inches (44mm) In. (Min) 3Inches (76mms
1-12 (38.1)
1 (501)
7096
6 (152.4)
44%
2 (SOS)
1 (SOS)
70%
6 (152.4)
41"6
3/9 (9.5)
2-12 (633)
3 (761)
70%
6 (1S2.4,
44%
3-12 (88.9)
4 (101.6)
70%
6 (1S2.4r
1 44%
2 (SOB)
2-1/4 (571)
65%
8 (203,, 27%
12 (12.7)
3-12 (889)
3 (761)
6S%
8 (203.1)
213E
4-12 (1143)
4 (1DIM
65%
8 (203.1)
2.%
ANCHOR DUI.
EMBEDMENT DEPTH
EDGE DISTANCE REQUIREDTO
ATMIN. EDGE D15TANCE
SPACING DISTANCE REQUIRED TO
LUADFACTOR AP.LiLA.MIN.
OBTAIN MAX. WORKING LOAD
OBTAIN MAX. WORKING LOAD
SPACING n-P4fc
In.(mml
In.(mm)
In. (min)
1.3/4lnches(44mm)
In.(mm)
3.75Inches (951mm)
2.3/4 (699)
6-1/4 (1S88)
65%
10 (254)
50%
5/8 (15.9)
3-1R (881)
6.1/4 058.8)
65%
10 (254)
SO%
4-12 (1143)
6-1/4 (1588)
65%
10 (254)
50%
EDGE DISTANCE REQUIR ED TO
SPACING DISTANCE REQUIRED TO
LOAD FACTOR APPLIED AT MIN,
ANCHOR DIA.
EMBEDMENT DEPTH
OBTAIN MAX. WORKING LOAD
AT MIN. EDGE DISTANCE
OBTAIN MAX. WORKING LOAD
SPACING DISTANCE
In.(mm)
In.(mm)
In.(mm)
1.3/4Inches (44mm)
In.(mm)
43Indies (1143mm)
3-12 (82.6)
7-12 (191)
65%
12 (305)
50%
314 (19.1)
4.12 (1143)
7-12 (191)
6S%
12 (305)
SO%
5-12 (139.7)
7-12 (191)
65%
12 (305)
S0%
Wall Mounted Handrail 7 of 7
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BAP"'TIST
CHURCH
370 GRAND CONCOURSE
MIAMI SHORES, FL 33138
DRAWING INDEX
SOO,O
COVER PAGE & GENERAL NOTES
SDLD
SCOPE OF WORK
SO1,1
SCOPE OF WORK
SD2.0
RAILING ELEV., SECTION & DETAILS
GENERAL NOTES:
1. UNLESS NOTED OTHERWISE (U.N.0) ON DRAWINGS OR THE SPECIFICATIONS, THESE NOTES SHALL APPLY TO THIS PROJECT.
2. IF ANY ERRORS OR MISSIONS APPEAR ON THE DRAWINGS, SPECIFICATIONS OR OTHER DOCUMENTS, THE CONTRACTOR
SHALL NOTIFY THE ENGINEER IN WRITING OF SUCH OMISSIONS OR ERRORS PRIOR TO PROCEEDING WITH ANY WORK WHICH
APPEARS IN QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILURE TO GIVE SUCH NOTICE, HE SHALL BE HELD
RESPONSIBLE FOR THE RESULTS OF ANY SUCH ERRORS OR OMISSIONS AND THE COST OF RECTIFYING THE SAME.
3. THIS DESIGN COMPLIES WITH THE REQUIREMENTS OF THE LATEST EDITION OF THE FLORIDA BUILDING CODE & OTHER
REFERENCES CODES & SPECIFICATION.
4. THIS WORK REQUIRES A BUILDING PERMIT PRIOR TO COMMENCEMENT OF WORK. CONTRACTOR IS TO FURNISH ALL LABOR,
MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED
HEREIN. CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS .CONSTRUCTION.
5. THE CONTRACTOR IS ADVISED THAT PROPERTIES ADJACENT TO THE PROJECT HAVE ELECTRIC, TELEPHONE, GAS, WATER
AND/OR SEWER SERVICE LATERALS WHICH MAY NOT BE SHOWN ON PLANS. THE CONTRACTOR MUST REQUEST THE
LOCATION OF THESE LATERAL SERVICES FROM THE UTILITY COMPANIES. THE ADDITIONAL COST OF EXCAVATING,
INSTALIJNG, BACKFIWNG AND COMPACTING AROUND THESE SERVICES IS CONTRACTOR RESPONSIBILITY.
6. THE CONTRACTOR SHALL MAINTAIN ACCESS TO ALL ADJACENT PROPERTIES AT ALL TIMES.
7. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, ENCLOSURES, AND
FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES. UNDER NO CIRCUMSTANCES
SHALL THE CONTRACTOR LEAVE EXCAVATED TRENCHES, OR PARTS EXPOSED OR OPEN AT THE END OF THE WORKING DAY
WHEN THE CONTRACTOR IS NOT WORKING, UNLESS ANY TRENCH IS COVERED, FIRMLY SECURED AND MARKED
ACCORDINGLY FOR PEDESTRIAN TRAFFIC.
8. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE. ANY DISCREPANCIES BETWEEN
PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF
THE ARCHITECT OR ENGINEER DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND
TO EFFECT THE NECESSARY MODIFICATIONS, CHANGES AND/OR INSTRUCTIONS.
9. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED CONDITIONS AND PROPER DISPOSAL OF ANY
MATERIAL & GARBAGE FROM THE SITE AFTER COMPLETION OF WORK. CONTRACTOR SHALL COMPLY WITH THE
REQUIREMENTS OF THE EPA AND THE NATIONAL POLLUTION DISCHARGE ELIMINATION SYSTEM (NPTES)
10. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. THE ENGINEER WILL NOT BE
RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF THE SYSTEM DESIGNED BY THE ENGINEER BASED ON CLIENT
CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER
SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST.
11. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES
HAVE BEEN APPROVED IN WRITING BY THE OWNER.
12_ THE ENGINEER HAS GENERATED THESE SHOP DRAWINGS BASED ON A PROVIDED DESIGN THAT HAS BEEN DEVELOPED BY A
LICENSED ARCHITECT OR A COMPETENT LICENSED DESIGN PROFESSIONAL WIi0 CONFIRMED COMPLIANCE WITH ALL
APPLICABLE NATIONAL AND FLORIDA BUILDING CODES.
13. CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WITH 'STANDARO SPECIFICATIONS FOR STRUCTURAL CONCRETE'
(ACI 318) AND WITH ' DETAILS AND DETAILING OF CONCRETE REINFORCEMENT' (ACI 315). ALL CONCRETE SHALL HAVE A
MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS.
14. ANCHORING CEMENT WITH A COMPRESSION STRENGTH OF 10 KSI AT THE END OF 7 DAYS,
15. WHEN DISSIMILAR MATERIAL CONNECTIONS ARE MADE, SUCH AS CONCRETE TO METAL, THE DISSIMILAR MATERIAL SHALL BE
SEPARATED BY COATING THE CONTACT SURFACE WITH BITUMASTIC MATERIAL
16. DO NOT SCALE DRAWINGS, DIMENSIONS ALWAYS GOVERN.
17. DETAILS LABELED 'TYPICAL (TYP,)' SHALL APPLY TO ALL SITUATIONS THAT ARE SAME OR SIMILAR TO THOSE
SPECIFICALLY DETAILED. TYPICAL DETAILS SHALL APPLY WETHER OR NOT THEY ARE SPECIFICALLY KEYED AT EACH
LOCATION. THE ENGINEER SHALL HAVE 18. THE QUANTITIES AND DIMENSION SHOWN ONLDRAWIAUTHORITY ARE BASEDM ONETHE PARCHITECTURAL DRAWINGS. OF TYPICAL AALL DIM
BE SITE VERIFIED BY GENERAL CONTRACTOR/ SUBCONTRACTOR.DIMENSION TO
10 rl r1b,n • n, u, nu
- ----- -- --"�. ....,, �U„lU" LUAUS: P-4
e�l�r:
Pm CONCENTRATED LOAD OF 200 Ibs (0.90 kN) IN ANY DIRECTION AT ANY PLACE OF TOP MEAI6EI2
W= DISTRIBUTED LOAD OF 50 PLF (0,73 kN/m) AT TOP MEMBER
THIS LOAD MUST BE TRANSFERRED THROUGH THE SUPPORT TO THE STRUCTURE.'
WIND VELOCITY AS PER F6f -17 (6TH Fnmrt��� CAGY 2 V=175 mph ( F t, 20. THE, ENGINEER HAS EXCLUSIVELY DESIGNED THE STRUCTURE AND/OR BUILDING COMPONENTS IN G� i��7
THE
(6TH EDITION) AND DESIGN STANDARDS FOR STRUCTURAL REQUIREMENTS ONLY. THE EXISTING STRUCTURE '
THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS, ENGINEER ON RECORD OF THE BUILDING SHALL TURE UUS SUPPtT
STRUCTURE FOR SUCH LOADINGS.
21. ENGINEER'S VISITS TO THE SITE DURING CONSTRUCTION SHALL BE SCHEDULED WITHIN 48 HOURS PRIOR TO INSPECTION,
22. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY THE ENGINEER IS PROHIBITED.
ALUMINUM
I. STRUCTURAL ALUMINUM SHALL BE DOMESTIC ALLOY 6061-T6, DESIGNED IN ACCORDANCE WITH THE ALUMINUM ASSOCIATION'S -
SPECIFICATIONS FOR ALUMINUM STRUCTURES.
6061=T6(TUBES & SHAPES) 19.0 KSI 9.0 KSI 12.0 KSI 5.0 KSI
6061-T6(ROUND & OVAL) 24.0 KSI 10.5 KSI 12,0 KSI 5.0 KSI
2. ALUMINUM FRAMs, EXTRUSIONS OR VENT EXTRUSIONS MUST �MjE�E}TT THE
MINIMUM RECQ.UIREMENTS U.N.O ON THE DRAWINGS.
DEE1Eh'
6063-TS(TUBES & SHAPES) 9.5 KSI 4.8 KSI 5.5 KSI 2
8 KSI
6063-T5(ROUND& OVAL) 11.5 KSI 5.5 KSI 5.5 KSI 2.8 KS
6063-T6(TUBES & SHAPES) 15.0 KSI 4.8 KSI &5 KS 2.8 KS
6063-T6(ROUND & OVAL) 18.0 KSI 5.5 KSI 8.5 KSI 2.8 KSI
6005-T5(TUBES & SHAPES) 19.0 KSI 8.0 KSI 12.0 KSI 4.5 KSI
6005-T5(ROUND & OVAL) 24.0 KSI 9.0 KSI 12.0 KSI 4.5 KSI
3. FASTENER, UNLESS DETAILED OTHERWISE, ALL FASTENERS SHALL BE 316 STAINLESS STEEL ALUMINUM BOLTS, WWHER5
SPECIFIED, SHALL BE 2024-T4 OR 6061-T6 ALLOY.
4. ALL WELDING SHALL CONFORM WITH AWWS 01.2, LATEST STRUCTURAL WELDING CODE -ALUMINUM. WIELD FILLER ALLO' -5356.
CLEANING: SSPC•-SP2 "HAND TOOL CLEANING'.
5. WHERE THE COPITACT OF DISSIMILAR MATERIAL MAY CAUSE ELECTROLYSIS OR WHERE ALUMINUM WILL COME IN CON t,CT WITH'
CONCRETE, MORTAR OR PLASTER, THE CONTACT SURFACE OF ALUMINUM SHALL BE COATED 1 COAT OF ZINC CROUA'12
PRIMER AND ONE HEAVY COAT OF ALUMINUM PIGMENTED ASPHALT PAINT OR ALKALI -RESISTANT COATINGS, SUCLI'AS-
HEAVY-BODIED 3ITUMINOUS PAINT OR WATER -WHITE METHACRYLATE LACQUER.
6. RAILINGS MAY BE WASHED AS NEEDED WITH WATER AND MILD SOAP. DO NOT USE ACIDIC SOL CLUTIORS OR
ABRASIVE CLEANING MATERIALS OR SOLUTIONS AS THEY COULD HARM THE FINISH. ��,V
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