ACT-12-1365Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
Inspection Number: INSP - 179176
Permit Number: ACT -7 -12 -1365
Scheduled Inspection Date: October 01, 2012
Inspector: Bruhn, Norman
Owner: , BARRY UNIVERSITY
Job Address: 11300 NE 2 Avenue Laundry Room
Miami Shores, FL 33138 -0000
Project: BARRY UNIVERSITY
Contractor: AWNINGS BY VALROSE
Permit Type: Awnings /Canopies/Tents
Inspection Type: Final
Work Classification: Miscellaneous
Phone Number
Parcel Number 1121360010160 -38
Phone: 305 - 893 -5553
Building Department Comments
INSTALL PATIO AWNING
Infractio
Passed Comments
INSPECTOR COMMENTS
False
Passed
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- 176205.
eL
September 28, 2012
For Inspections please call: (305)762 -4949
Page 32 of 36
PERMIT # ACr 12,-' 13
CONTRACTOR: ADA
I
ualiv
SUBMITTAL DATE: r
ADDRESS: �,G1�IiJ U.� v
NAME: Y
RESUBMITAL DATES:
PROJECT E:
i
OPOIa \_ ' _/)
FIRE
STRUCTURAL
IMPACT FEES
ELECTRICAL
HRSIDERM
PLUMBING
NOC
MECHANICAL
BL G
NOTICE OF COMMENCEMENT
A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION
PERMIT NO. TAX FOUO NO.
STATE OF FLORIDA:
COUNTY OF MIAMI -DADE:
THE UNDERSIGNED hereby gives notice that improvements will be made to certain real
property, and in accordance with Chapter 713, Florida Statutes, the following information
is provided in this Notice of Commencement.
CFN: 20120513141 BOOK 28197 PAGE 1685
DATE:07/20/2012 04:30:31 PM
HARVEY RUVIN, CLERK OF COURT, MIA -DADE CTY
p Space above reserved for use of recording office
1. Legal description of property and street/address: 1'1500 h1 Z g AV( Iv icm9
2. Description of improvement: 'I �, . t , t19 t COrn -tai i n ft
a s»tiN �5' -'3" " 1„
3. Owner(s) name and address jtafr Cone t, e 1 j3Oa hl 2. . Avemve cisf\ S , L.
Interest in property: J
Name and address of fee simple titleholder:
4. Contractor's name, address and phone numbe • t 9_ • V • t _
44 SO m 11 . ' N.a. 1° 1- 1,Cak0c11n l 1 4 dot 3
5. Surety: (Payment bond required by owner from contractor, if any)
Narne, address and phone number: IQ A.
Amount of bond $ --
o. Lender's r 1ne and address: ---
. Persons within the State of Florida designated by Owner upon whom notices or other documents may be sarved as provided by
Section 713.13(1)(a)7., Florida Statutes,
Name, address and phone number:
8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section
713.13(1)(b), Florida Statutes.
Name, address and phone number:
9. Expiration date of this Notice of Commencement:
(the expiration date is 1 year from the date of recording unless a different date is specified}
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED
IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR
IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTC •1 EY BEFORE COMMENCING WORK
OR RECORDING YOUR NOTICE OF COMMENCEMENT
Signature(s) of Owner(s) or (s)' Authorized Officer/Director /Partner /Manager fp wit
Prepared By Prepared By D4.,, �
Print Name X b. t3 12.11 C G i s b 04> �p-S Print Name C16 tos NJ eifiv'la -n
Title /Office 1110 C 12.-6$ lP MI IN/x.5 Title /Office Dry srt:cl Q.V4+
STATE OF FLORIDA I r-JArsic c
COUNTY OF MIAMI -DADE
The foregoingrruumment was acknowledged before me this e- day of -Tic /7 Individually, or d as
)Personally known, or ❑ produced the following type of identifica'.���
Signature of Notary Public:
Print Name:
(SEAL)
VERIFICATION PURSUANT TO SECTION 92.525. FLORIDA STATUTES
Under penalties of perjury, I declare that l have read the foregoing and
that the facts stated in it are true, to the best of my knowledge and belief.
for
for
spar nue Notary Public State of Florida
so � Cheryl Baida Gerber
a My Commiss an DD966126
�� of rioe� Expires 05108/2014
Signature(s) of Owne ) Owner(s)'s Authorized Officer/Director/Partner /Manager who signed above:
By By
12301 -52 PAGE 3 3110
Miami Shores Village
Building Department
fo050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795.2204 Fax: (305) 756.8972
BUILDING
PERMIT APPLICATION
FBC 2004
Permit Type (circle):
Roofing
JUL 2 0
Permit No.
Master Permit No.
Owner's Name (Fee Simple Titleholder) $Gf f Co tte p3e Phone #
Owner's Address \1300 IUD ZNa . tweN V C
City VVG % '‘e s State i G
Tenant/Lessee Name -°
Zip 35\ to %
Phone # -z
Job Address (where the work is being done) 113 00 1\. at-4 ° AU)
City iami hores Vill e County Miami -Dade
FOLIO / PARCEL # 11 - 213 - OO O - 0 05
Is Building Historically Designated YES NO X
Contractor's Company Name AU.) N i 103. \k \ soe.
Ccntrac,.or's Address _ 2-1-14 1 Qv �N ∎y te.
City �►icx\ State L
Qualifier Name Q \Lc s v ‘MuclielVracy
State Certificate or Registration No.
oc ..44
Zip a311#
Phone # (A05)113 >. Stab 3
Zip 3 013
Phone #
Certificate of Competency No.
q5 SS6oten
Architect/Engineer's Name (if applicable) Phone #
Value of Work For this Permit $ rfl; i. oo
Square / Linear Footage Of Work: %ice
Type of Work: ['Addition ❑Alteration 'New ❑ Repair/Replace `` ❑ Demolition
Describe Work: - ,1�c5:►Ltcti &io ry o (11 Qompleke 14c,11) -t-0 SV)C1r9 Pc► {%Q Qua iUinlc�
ec1S91*4N1 •SS' -0" NU 51 r00" P ® J
Submittal Fee $
Notary $
Scanning $
Bond $
Permit Fee $ LOOIC"a CCF $ CO /CC
Training/Education Fee $ Technology Fee $
Structural Review. $
Radon $
Code Enforcement $
DPBR $ Zoning $
Double Fee $
Total Fee Now Due $
See Reverse side -*
Bonding ■ompany's Name (if applicable) N 14
•
Bonding Company's Address
City State —' Zip
Mortgage Lender's Name (if applicable) N1
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 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 approved ' reinspection fee will be charged
I
Signore X
Owner or Agent
The toregoing instrument was acknowledged before me this ? The foregoing instrument was acknowledged before me this
day of% 20f1-- by f\. �ry�� �.�: �,� of ,20 ,by
who is ly known to me or who has produced who is personally known to me or who has produced
As identification and who did take an oath. as identification and who did take an oath.
NOTARY PUBLIC:
NOTARY PUBLIC:
Sign:
Print:
* TT * ' ' MMISSION II DD 872777
My Commission Expwe�„9';:;- :m; "';ioQ EXPIRES: April9, 2013
APPLICATION APPROVED BY:
(Revised 07/10/07)
e/=
Plans Examiner
Engineer
Zoning
Miami Shores Viiiage
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
RECEIPT
PERMIT #: (3.65 DATE: /'o 1 I°-
I, y 7-#f
Contractor
❑ •wner
❑ Architect
Picked 2 sets of plans an (other) N42-t1
Address: 1 Lfc—�
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:. A_
RESUBMITTED DATE: 1 w i 2.
PERMIT CLERK INITIAL:
tertifiratr oaf J1tamr arsistaurr
REGISTERED
APPLICATION
CONCERN NO.
F -06901
ISSUED BY
HERCULITE PRODUCTS, INC.
PO BOX 435
EMIGSVILLE PA 17318
DatevWork Performed
6/19/2012
This is to certify that the materials described below have been flame- retardant treated (or are inherently nonflammable).
FOR TRI VANTAGE, LLC
CITY GLEN RAVEN
AT 1831 NORTH PARK AVENUE
STATE NORTH CAROLINA 27217 -1100
Certification is hereby made that: (Check "a" or "b ")
(a) The articles described at the bottom of this Certificate have been treated with a flame retardant chemical
approved and registered by the State Fire Marshal and that the application of said chemical was done in
conformance with the law of the State of California and the Rules and Regulations of the State Fire Marshal.
Name of chemical used Chem. Reg. No
Method of application
(b) The articles described at the bottom hereof are made from a flame - resistant fabric or material registered and
approved by the State Fire Marshal for such use.
Trade name of flame - resistant fabric or material used
REINFRCD VINYL
Reg. No, F-06901
The Flame- Retardant Process Used WILL NOT Be Removed By Washing
PETER COHEN
Name of Applicator or Production Superintendent
By STEPHANIE MUMMERT, Q C MANAGER
Title
We hereby certify this to be a true copy of the original "CERTIFICATE OF FLAME RESISTANCE" issued to us, "original
copy" of which has been filed with the California State Fire Marshal.
By
Customer PO# Gioanina
Invoice Number 40347142
Quantity .250 YD
Description WEBLON CP_.
Product Code 857215
AWNINGS BY VALROSE
4450 E 11TH AVE
HIALEAH FL 33013
GRFLAME
TRI VANTAGE, LLC
Control /Lot #
Control /Lot #
47593F1217
COVER SHEET
Structural Calculations for Canvas Awning
Project:
11300 NE 2nd AVE
MIAMI SHORES, FL 33161
R&D
cNGINE€R
Research & Design Engineers, Inc.
11300 NE 2nd AVE, MIAMI SHORES, FL
13400 SW 134 AVE. #1
Miami, FL 33186
Tel: 786- 293 -1500
Fax: 786- 293 -4999
www.RnDEng.com
CA# 9857
PE# 50648
1 of 8
7/16/2012
DESIGN WIND LOADING FOR FABRIC AWNING
Wind Code: ASCE 7 -10
Wind Speed: V = 105-mph
Risk Category: I
Mean Roof Height: Z = 15 ft
Exposure_category := "C"
Projection := 35 .ft
Area := Projection-Length
Length = 5ft
Area = 175ft 2
Kn := 1.0 Kd := 0.85 KZ = 0.85
qh := 0.00256•KZ•Kn•Kd•V2•psf qh = 20.4•psf
G := 0.85 Cp := 0.8 GCpi := 0 gh•(G•Cp + GC0) = 13.8•psf
Pdesign max[16•psf,[gh•(G•Cp + GCp1)I Pdesign = 16.0•psf
IW1 LOAD ON TYPICAL RAFTER TRUSS TRUSS
Spacing = 5ft Wr := Spacing•Pdesign
lb
Wr = 80•—
ft
JWl LOAD ON END TRUSS
Wet := 20 •ft•Pdesign Wet = 40.0.—
fLZI_LOAD ON SIDE TRUSS
Height_front truss = 12.in Load_on_side_truss := (Height_front truss) • I Pdesign) = 16 ft•psf
CHECK COLUMN, MEMEBR #2
CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE
(BASED ON AISC ASD DESIGN)
F Y := 45 • ksi
L:= 8.5•ft
Pt := 3090•Ib
E := 29000•ksi
K := 1.2
Mix:= 0-lb-ft
Mry:= 670.1b-ft
DIMENSIONS AND PROPERTIES:
Shape := "GATORSHIELD PIPE"
OD := 3.0•in t := 0.083-in
A = 0.76•in2 I = 0.81 •in4 S = 0.54413
11300 NE 2nd AVE, MIAMI SHORES, FL 2 of 8
r= 1.03•in
Z = 0.71•1n3
7/16/2012
lENDING
Ap —
Fy
0.07.E 0.07.29000•ksi
OD 3.0.in
X .— —
t 0.083-in
45 • ksi
X P = 45.11
X = 36.14
0.31.E 0.31.29000•ksi
Xr • _ F 45 ksi Xr = 199.78
r
The_section_is :=
q - "Noncompact" if ap < a < Xr
q — "Slender" if a > Xr
q +- "Compact" otherwise
Calculate the available flexural strength
nb := 1.67
Mnyielding Fy•Z = 2649.11 Ib•ft
[0.021.E
Mn_compact OD + F Y •S = 2782.01 lb-ft
()
t
Mn_compact = 2782Ib•ft
0.33.E
Fcr •—
0.33.29000.ksi
Fcr = 264.8 • ksi
OD 3.0•in
t 0.083• in
Mn slender Fcr•S = 11909.54Ib•ft
The_section_is = "Compact"
Mn := m 4- min(Mnyielding Mn_compact) if The _ section_is = "Compact"
m min(Mnyieiding Mn_slender) if The_section_is = "Slender"
Mn Mn
Mc ft b 1.67
COMPRESSION
nc := 1.67
Mc = 1586.291b.ft
K•L 1.2.8.5.ft
— 118.64
r 0.0262060091736609 ft
Mn = 2649.11 Ib•ft
0.3048
11300 NE 2nd AVE, MIAMI SHORES, FL 3 of 8 7/16/2012
4TE 29000•ksi
.71 = .
471 – 119.57
—
y 45 •ksi
71- 2-E Tr2.29000 •ksi
Fe = – 2
KL12 1285ft
C�/
0.0262060091736609
Fy 45• ksi
0.658 Pe • Fy = 0.658 Fe
Fcr :=
ft
0.3048
•45•ksi = 17.82•ksi
Fy
f 0.658 FQ Fy if Kr <_ 4.71 • 7
K•L
f�0.877•Fe if >4.71 E
r FY
Pc = 8.12-kip
Mrx = 100•Ib•ft
Pn
Pc. n —
c
Pr:= 100-lb
Fe = 20.34 •ksi
Fcr= 17.82 •ksi
Pn := Fcr•A = 13556.46 Ib
Mry:= 100-lb-ft
Pr – 100-lb – 0.012 Mrx = 100-lb-ft – 0.063 Mry – 100•Ib•ft
Pc Pn Mc Mc Mc Mc
Eic
Pr 8 Mrx Mry 100-lb 8 100.1b-ft 100-lb-ft
H1_ la: =P +9• M +M = Pn +9• M + Mc
–0.12
Pc c c n c
1.67
Pr
Pc H1_1b:= + (Mrx
—Mc +
2 •
1 :_
Mry
Mc
Pr
i - H1_1a if >_ 0.2
Pc
Pr
i – H1_1b if — <0.2
PC
100-lb 100-1b-ft 100-lb-ft
= + +
2 Pn Mc Mc
1.67
H11b =0.132
1 =0.132 if(I51.0, "OK ", "NG') = "OK"
CHECK MEMEBR #55
CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE
(BASED ON AISC ASD DESIGN)
F Y := 45.ksi
E := 29000•ksi
0.063
11300 NE 2nd AVE, MIAMI SHORES, FL 4 of 8 7/16/2012
r
L:= 8.9•ft
Pr = 1350•Ib
K := 1.0
Mrx:= 18•Ib•ft
M.»= 650•Ib•ft
DIMENSIONS AND PROPERTIES:
Shape := "GATORSHIELD PIPE"
OD := 1.5.in t := 0.083•in
A = 0.37.in2 I = 0.09•in4 S = 0.54413
BENDING
0.07.E 0.07.29000•ksi
ap Fy 45 •ksi
OD 1.5•in
X : =— _
t 0.083.in
0.31.E 0.31.29000•ksi
Ar:= —
F Y 45 •ksi
The_section_is :_
q F- "Noncompact" if Xp < X < X.
q — "Slender" if a > Xr
q F- "Compact" otherwise
Calculate the available flexural strength
Stb := 1.67
Mnyielding Fy•Z = 2649.11 Ib•ft
[0.021.E
Mn_compact C - OD + F Y •S = 3539.891b•ft
�
t
Mn_compact = 3539.9Ib•ft
Fcr :_
0.33•E 0.33.29000•ksi
OD 1.5.in
t 0.083.in
Mn slender Fcr•S = 23819.08Ib•ft
Fcr = 529.5 •ksi
r= 1.03•in
X P = 45.11
X = 18.07
Xr = 199.78
Z = 0.71 • in3
The_section_is = "Compact"
Mn := m +- min(Mnyielding, Mn_compact) if The _ section_is = "Compact"
m min(Mnyielding +Mn slender if The_section_is = "Slender"
11300 NE 2nd AVE, MIAMI SHORES, FL
Mn = 2649.11 lb.ft
5 of 8 7/16/2012
M Mn Mn
c = = 1.67
COMPRESSION
12c := 1.67
Mc = 1586.291b•ft
K•L 1.0.8.9.ft
r 0.0262060091736609 ft
0.3048
— 103.52
29000•ksi
4.71 • F = 4.71 45 ksi = 119.57
r
-rr2 •E 7r2.29000•ksi
Fe= —
2 \2
K•L 1.0.8.9.ft
(r) ft
0.0262060091736609.
0.3048 j
Fy 45• ksi
0.658 Fe . Fy = 0.658 FQ •45 •ksi = 22.23 •ksi
Fcr :=
F r
f E- 0.658 Fe • Fy if K.L <— 4.71 • E
r Fy
f E- 0.877.F, if
Pn := Fcr•A = 8214.391b
Pn
Pc := SZc
K•L
> 4.71 • IT
—
r
FY
Pc = 4.92•kip
Pr := 100•Ib M„ r:= 100•Ib•ft
Pr 100•Ib
— _ —0.020
Pc Pn
nc
Mnr 100•Ib•ft
Mc Mc
— 0.063
Fe = 26.71 •ksi
Fcr = 22.23 •ksi
Mry• = 100•Ib•ft
Mry = 100•Ib•ft — 0.063
Mc Mc
Pr 8 (Mrx Mry
100.1b 8 100 Ib ft 100 Ib ft
H1 la: = — +— — +— _ +— • + —0.13
— Pc 9 Mc Mc Pn 9 Mc Mc
1.67
H1_1b := Pr + Mrx + Mry — 100•Ib + 100•Ib•ft + 100•Ib•ft
2 •Pc Mc Mc Pn Mc Mc
2
1.67
11300 NE 2nd AVE, MIAMI SHORES, FL 6 of 8
H1 1b = 0.136
7/16/2012
:=
Pr
k- H1_1a if — >- 0.2
Pc
Pr
iF -H1_1b if — <0.2
PC
I =0.136 if(I <_1.0, "OK ", "NG ") = "OK"
CHECK ANCHOR BOLTS AT COLUMN BASE PLATE
Based on 5/8" Dia x 4 -1/2" embedment into CONCRETE wall using Simpson WEDGE -ALL
TENSION
Uninfluenced Allowable Tension = 1985 Ib No_of bolts = 4
fsS1:= 0.86 Load adjustment factor for Bolt Spacing
fccl := 1.0 Load adjustment factor for Edge Distance
fcC2 := 1.0 Load adjustment factor for Edge Distance
Calculate Allowable Tension load per bolt:
Tension_allowable := Uninfluenced Allowable_Tension •fsS1
Applied_tension = 3000 Ib
SHEAR
Uninfluenced allowable shear = 1850 Ib
Applied_shear = 50 Ib
Fes.' := 1.0
Cad := 12•in
Fc1 := 1.0
Fc2 := 1.0
Load adjustment factor for spacing
edge distance
fcC1'fcC2
Load adjustment factor for edge distance
Load adjustment factor for edge distance
Tension_allowable = 1707 Ib
Shear allowable := Uninfluenced _allowable_shear•Fssi.Fc1 •Fc2 Shear_allowable = 18501b
CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT
Applied_Moment = 40 lb.ft Applied_Moment = 480•in•Ib
Moment Arm = 4.00.in
Tmoment Moment Arm
Applied_Moment
Tmoment = 120 Ib
Applied_tension + Tmoment Applied_shear
Tension_allowable. No of bolts Shear allowable•No of bolts
11300 NE 2nd AVE, MIAMI SHORES, FL 7 of 8
= 0.46
An
7/16/2012
CHECK ANCHOR BOLTS AT CONNECTION TO WALL
Based on 5/8" Dia x4 -1/2" embedment into CONCRETE wall using Simpson WEDGE -ALL
TENSION
Uninfluenced Allowable Tension = 2690 Ib
fssi := 1.0 Load adjustment factor for Bolt Spacing
fcc1 := 1.0 Load adjustment factor for Edge Distance
fcC2 := 1.0 Load adjustment factor for Edge Distance
Calculate Allowable Tension load per bolt:
Tension_allowable := Uninfluenced Allowable_Tension •fssl •fccl •fcc2
Applied tension = 3290 Ib
SHEAR
Uninfluenced allowable shear = 2740 Ib
Fss1:= 1.0
Cad := 12-in
Fc1 := 1.0
Fc2 := 1.0
Applied_shear = 83 lb
Load adjustment factor for spacing
edge distance
Load adjustment factor for edge distance
Load adjustment factor for edge distance
Shear allowable := Uninfluenced_ allowable _shear•Fss1•Fc1•Fc2.1.33
No of bolts = 4
Tension_allowable = 2690 Ib
Shear allowable = 3644 Ib
CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT
Applied tension Applied_shear
I :_ + 1= 0.31
Tension allowable•No of bolts Shear allowable•No of bolts
if(I <_ 1.0, "O.K." , "N.G. ") = "O.K."
COLUMN FOOTING SIZE (AT INTERIOR COLUMN)
Uplift := 3000•Ib VoIumeRequired := Uplift VolumeRequired = 20.69 ft3
145.L
ft 3
Dia := 3.ft
'ir • Dia
2
VolumeRequired
Area := Depth := Depth = 2.93ft
4 Area
COLUMN FOOTING SIZE (AT EXTERIOR COLUMNS)
Uplift := 1160-lb VolumeRequired
Uplift b VolumeRequired = 8.00 ft 3
145.—
ft 3
Dia := 2. ft zr Dia2 VolumeRequired
Area := Depth = Depth = 2.55ft
4 Area
11300 NE 2nd AVE, MIAMI SHORES, FL 8 of 8
7/16/2012
.r!id:P3
Software licensed to RND
Job No
Sheet No
1
Part
Rev
Job Title
Ref
By
Date14- Jul -12
Chd
Client
Fie 11300.std 'Data/Time 15-Jul-2012 11:04
Job Information
Engineer
Checked
Approved
Name:
Date:
14- Jul -12
Structure Type 1 SPACE FRAME
Number of Nodes
155
Highest Node
155
Number of Elements
283
Highest Beam
283
Number of Basic Load Cases
3
Number of Combination Load Cases
2
Included in this rintout are data for:
INodes 1,2,3,154,155,147
Beams 1,2,3,17,48,260,266,273,55
Included in this printout are results for load cases:
Type
UC
Name
Primary
1
W
Primary
2
LZ
Primary
3
D
Combination
4
0.6D +0.6W
Combination
5
D +0.6LZ
Beams
Beam
Node A
Node B
Length
(ft)
Property
13
(degrees)
1
4
1
8.500
2
0
2
11
2
8.500
2
0
3
18
3
8.500
2
0
17
17
18
2.500
1
0
48
33
32
2.500
1
0
55
16
40
4.462
1
0
260
137
147
4.462
1
0
266
136
154
4.760
1
0
273
144
154
4.462
1
0
Section Properties
Prop
Section
Area
1.
1.
J
Material
(in2)
(in °)
(in4)
(in°)
1
PIPE
0.369
0.093
0.093
0.186
STEEL
2
PIPE
5.671
3.821
3.821
7.641
STEEL
Print Time /Date: 16/07/2012 17:31
STAAD.Pro for Windows 20.07.03.16
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Job No
Sheet No Rev
2
Part
Job Title
Ref
By
Datel4- Jul -12
Chd
Client
•
•
•
Y
Whole Structure
•
•
•
•
•
•
17.50ft
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
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•
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•
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•
•
•
•
File 11300.std IDatemme 15-JuI-2012 11:04
•
•
•
•
•
•
•
•
•
•
•
17.50ft 8.50ft
•
•
•
•
•
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35.69ft
3 00f
Load 2
Print lime/Date: 16/07/2012 17:31
STAAD.Pro for Windows 20.07.03.16
Print Run 2 of 9
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f
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Job No
Sheet No
3
Rev
Part
Job Title
Ref
BY Date"' 4-Jul-12
Chd
Client
File 11300.std
Date/Time 15-Jul-2012 11:04
148
146,
1 149
I i50
151
1'152
153
15
147 5
Load 2
SUPPORT NODE NUMBERS
Print Time/Date: 17/07/2012 23:13
STAAD.Pro for Windows 20.07.03.16
Print Run 3 of 9
r Software licensed to RND
Job No
Sheet No
4
Rev
Part
Job Title
Ref
By DatE14JuI -12 Chd
Client
File 11300.std 'Date/Time 15-Jul-2012 11:04
'Z
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26-
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6$
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CRITICAL MEMBERS
Print Time/Date: 17/07/2012 23:14
STAAD.Pro for Windows 20.07.03.16
un
Software licensed to RND
Job No
Sheet No
5
Part
Rev
Job Title
Ref
BY Date14JUI -12 Chd
CIlent
File 11300.std
DatelTlme 15-Jul-2012 11:04
0.0 Ibf /ft
40.0 Ib fit
0.r lbf/
0.0
80.0 Ibflft
0.0 Ibf /ft
0.r Ib f/ x.01
0.0 Ibf /ft
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Ib /ft ; i.0 Ibflft
0.0 Ibf /ft ..
80.0 Ibflft?
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0 I . f/ft
80.01
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0.0 Ibf /ft
80.0 Ibflft
80.0 Ib
80.0 Ibf /ft
40.0 Ibflft
Ibflft
40.0 Ibflft
bf /ft
40.0 lbf/ft
Of/
40.0 Ibf /ft
Ibflft
40.0 Ibflft
Ibflft
I 40.0 Ibflft
Ib ft
40.0 Ibflft
bft"
40.0 Ibf /ft
Load 1
LOAD W
Print Time/Date: 17/07/2012 23:15
STAAD.Pro for Windows 20.07.03.16
Print Run 5 of 9
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Software licensed to RND
Job No Sheet No
6
Part
Job Title
Ref
By
Datel4- Jul-12
Chd
Client
File 11300.std
-16.0 Ibflft
-16.0 Ibflft
-16.0 Ibflft
-16.0 Ibf /ft
-16.0 Ibflft
-16.0 Ibflft
-16.0 Ibflft
-16.0 Ibflft
LOAD LZ
a
IDate/Time 15-JuI-2012 11:04
a
-16.0 Ibflft
Load 2
Print Time/Date: 16/07/2012 17:31
STAAD.Pro for Windows 20.07.03.16
Print Run 6 of 9
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Job No
Sheet No
7
Part
Rev
Job Tide
Ref
By
Date14- Jul -12
Chd
Client
Beam End Forces
Sign convention is as the action of the joint on the beam
File 11300.std IDate/lime 15-Jul-2012 11:04
Print Time /Date: 16/0712012 17:31
STAAD.Pro for Windows 20.07.03.16
Print Run 7of9
Axial
Shear
Torsion
Bending
Beam
Node
UC
Fx
(Ib)
Fy
(Ib)
Fz
(Ib)
Mx
(Ib"ft)
My
(Ib-ft)
Mz
(Ib-ft)
1
4
1:W
- 2.24E +3
360.484
178.541
162.5
-938.7
1872.7
2:LZ
35.042
0.955
- 176.161
-167.4
315.0
7.6
3:D
148.981
- 22.574
- 11.421
-10.0
60.2
-117.0
4:0.6D +0.6W
- 1.26E +3
202.746
100.272
91.4
-527.1
1053.4
5:D +0.6LZ
170.006
- 22.001
- 117.118
-110.5
249.2
-112.5
1
1:W
2.24E +3
- 360.484
- 178.541
-162.5
-578.9
1191.4
2:LZ
- 35.042
-0.955
176.161
167.4
1182.4
0.5
3:D
- 312.678
22.574
11.421
10.0
36.9
-74.9
4:0.6D +0.6W
1.16E +3
- 202.746
- 100.272
-91.4
-325.2
669.9
5:D +0.6LZ
- 333.703
22.001
117.118
110.5
746.3
-74.6
2
11
1:W
- 5.49E +3
82.809
-0.000
-0.0
0.0
773.6
2:LZ
-0.000
-0.000
- 216.653
53.6
543.3
-0.0
3:D
338.771
-4.395
0.000
0.0
-0.0
-40.9
4:0.6D +0.6W
- 3.09E +3
47.048
-0.000
-0.0
0.0
439.6
5:D +0.6LZ
338.771
-4.395
- 129.992
32.1
326.0
-40.9
2
1:W
5.49E +3
- 82.809
0.000
0.0
0.0
-69.7
2:LZ
0.000
0.000
216.653
-53.6
1298.3
-0.0
3:D
- 502.468
4.395
-0.000
-0.0
-0.0
3.5
4 :0.6D +0.6W
2.99E +3
- 47.048
0.000
0.0
0.0
-39.7
5:D +0.6LZ
- 502.468
4.395
129.992
- 32.1
779.0
3.5
3
18
1:W
- 2.24E +3
360.484
- 178.541
-162.5
938.7
1872.7
2:LZ
- 35.042
-0.955
- 176.161
-167.4
315.0
-7.6
3:D
148.981
- 22.574
11.421
10.0
-60.2
-117.0
4:0.6D +0.6W
- 1.26E +3
202.746
- 100.272
-91.4
527.1
1053.4
5:D +0.6LZ
127.956
- 23.148
- 94.276
-90.4
128.8
-121.6
3
1:W
2.24E +3
- 360.484
178.541
162.5
578.9
1191.4
2:LZ
35.042
0.955
176.161
167.4
1182.4
-0.5
3:D
- 312.678
22.574
- 11.421
-10.0
-36.9
-74.9
4:0.6D +0.6W
1.16E +3
- 202.746
100.272
91.4
325.2
669.9
5:D +0.6LZ
- 291.653
23.148
94.276
90.4
672.5
-75.2
17
17
1:W
492.676
689.981
44.648
78.3
24.3
731.0
2:LZ
- 357.670
60.922
- 15.130
3.0
-9.3
41.2
3:D
- 33.301
-43.355
-3.018
-4.6
-1.1
-47.3
4:0.6D +0.6W
275.625
387.976
24.978
44.3
13.9
410.2
5:D +0.6LZ
- 247.904
-6.801
- 12.096
-2.8
-6.7
-22.6
18
1:W
- 492.676
- 689.981
- 44.648
-78.3
-135.9
994.0
2:LZ
357.670
- 60.922
15.130
-3.0
47.2
111.1
3:D
33.301
46.492
3.018
4.6
8.6
-65.0
4:0.6D +0.6W
- 275.625
- 386.094
- 24.978
-44.3
-76.4
557.4
5:D +0.6LZ
247.904
9.938
12.096
2.8
36.9
1.7
48
33
1:W
- 687.624
- 481.454
39.486
-77.9
-92.6
-613.0
2:LZ
298.447
10.424
- 40.232
3.7
98.6
19.3
3:D
45.560
33.145
-2.035
5.6
5.1
40.6
Print Time /Date: 16/0712012 17:31
STAAD.Pro for Windows 20.07.03.16
Print Run 7of9
3
Software licensed to RND
Job No
Sheet No
8
Rev
Part
Job Title
Ref
By
Date14- Jul -12
Chd
Client
File 11300.std IDate/1me 15-Jul-2012 11:04
Beam End Forces Cont...
Print lime /Date: 16/07/2012 17:31
STAAD.Pro for Windows 20.07.03.16
Print Run 8 of 9
Axial
Shear
Torsion
Bending
Beam
Node
LJC
Fx
(Ib)
Fy
(Ib)
Fz
(Ib) _
Mx
(Ib-ft)
My
(1b1)
Mz
(Ib"ft)
4:0.6D +0.6W
- 385.239
- 268.985
22.471
-43.4
-52.5
-343.4
5:D +0.6LZ
224.628
39.400
- 26.174
7.8
64.2
52.2
32
1:W
687.624
481.454
- 39.486
77.9
-6.1
-590.6
2:LZ
- 298.447
- 10.424
40.232
-3.7
2.0
6.7
3:D
-45.560
- 30.008
2.035
-5.6
0.0
38.4
4:0.60+0.6W
385.239
270.867
- 22.471
43.4
-3.6
-331.4
5:D +0.6LZ
- 224.628
- 36.263
26.174
-7.8
1.2
42.4
55
16
1:W
2.38E +3
- 502.540
-3.162
7.6
32.0
- 1143.6
2:12
0.500
0.087
25.708
-1.8
-121.2
0.3
3:D
- 126.443
29.421
0.254
-0.8
-2.0
62.8
4:0.6D +0.6W
1.35E +3
- 283.871
-1.745
4.0
18.0
-648.5
5:D +0.6LZ
- 126.142
29.474
15.678
-1.9
-74.8
63.0
40
1:W
- 2.38E +3
502.540
3.162
-7.6
-17.9
- 1098.6
2:LZ
-0.500
-0.087
- 25.708
1.8
6.5
0.1
3:D
127.540
- 23.932
-0.254
0.8
0.9
56.2
4:0.6D +0.6W
- 1.35E +3
287.165
1.745
-4.0
-10.2
-625.4
5:D +0.6LZ
127.240
- 23.984
- 15.678
1.9
4.8
56.3
260
137
1:W
- 3.56E +3
378.022
-2.699
4.7
6.7
933.2
2:12
43.099
-2.549
9.084
16.0
26.9
-5.4
3:D
221.781
- 27.645
0.085
-0.1
-0.2
-63.0
4:0.6D +0.6W
-2E +3
210.226
-1.568
2.8
3.9
522.1
5:0+0.612
247.640
- 29.175
5.536
9.5
15.9
-66.3
147
1:W
3.52E +3
- 553.022
2.699
-4.7
5.3
1143.8
2:LZ
-43.099
2.549
62.302
-16.0
91.8
-6.0
3:D
- 220.683
33.135
-0.085
0.1
-0.2
-72.5
4:0.6D +0.6W
1.98E +3
- 311.932
1.568
-2.8
3.1
642.8
5:D +0.6LZ
- 246.542
34.664
37.296
-9.5
54.9
-76.1
266
136
1:W
5.61E+3
- 18.241
-2.307
4.3
3.8
-53.8
2:L2
- 12.403
0.028
- 31.214
-8.7
10.8
0.2
3:D
- 302.002
3.509
0.054
0.0
-0.1
5.3
4:0.6D +0.6W
3.19E +3
-8.839
-1.352
2.6
2.2
-29.1
5:D +0.6LZ
- 309.443
3.526
- 18.674
-5.2
6.4
5.4
154
1:W
- 5.61E +3
18.241
2.307
-4.3
7.2
-33.1
2:12
12.403
-0.028
31.214
8.7
137.8
-0.1
3:D
304.354
1.981
-0.054
-0.0
-0.2
-1.7
4:0.60+0.6W
- 3.19E +3
12.133
1.352
-2.6
4.2
-20.8
5:D +0.6LZ
311.796
1.964
18.674
5.2
82.5
-1.7
273
144
1:W
- 5.04E +3
- 192.797
-1.759
4.6
4.0
-181.4
2:12
-1.854
0.027
- 31.690
0.7
0.6
0.2
3:D
270.623
3.467
0.105
0.0
-0.2
5.1
4:0.6D +0.6W
- 2.86E +3
- 113.598
-0.992
2.8
2.2
-105.8
5:D +0.6LZ
269.510
3.484
- 18.909
0.4
0.1
5.2
154
1:W
4.97E +3
- 157.203
1.759
-4.6
3.9
102.0
2:L2
1.854
-0.027
31.690
-0.7
140.8
-0.1
Print lime /Date: 16/07/2012 17:31
STAAD.Pro for Windows 20.07.03.16
Print Run 8 of 9
Software licensed to RND
Job No
Sheet No
9
Rev
Part
Job Title
Ref
By
Date14- Jul -12
Chd
Client
File 11300.std IDaternme 15-Jul-2012 11:04
Beam End Forces Cont...
Reactions
Axial
Shear
_ Torsion
Bending
Beam
Node
L/C
Fx
(Ib)
Fy
(Ib)
Fz
(Ib)
Mx
(Ib'ft)
My
(Ib'ft)
Mz
(Ib"ft)
1:W
- 360.484
3:D
- 269.525
2.022
-0.105
-0.0
-0.3
-1.8
-0.955
35.042
4:0.6D +0.6W
2.82E +3
- 93.109
0.992
-2.8
2.2
60.1
312.678
11.421
5:D +0.6LZ
- 268.412
2.006
18.909
-0.4
84.3
-1.9
Reactions
Print Time/Date: 16/07/2012 17:31
STAAD.Pro for Windows 20.07.03.16
Print Run 9 of 9
Horizontal
Vertical
Horizontal
Moment
Node
L/C
FX
(Ib)
FY
(Ib)
FZ
(Ib)
MX
(Ib"ft)
MY
(Ib'ft)
MZ
(Ib-ft)
1
1:W
- 360.484
- 2.24E +3
- 178.541
-578.9
162.5
1191.4
2:LZ
-0.955
35.042
176.161
1182.4
-167.4
0.5
3:D
22.574
312.678
11.421
36.9
-10.0
-74.9
4:0.6D +0.6W
- 202.746
- 1.16E +3
- 100.272
-325.2
91.4
669.9
5:0+0.6LZ
22.001
333.703
117.118
746.3
-110.5
-74.6
2
1:W
- 82.809
- 5.49E +3
0.000
0.0
-0.0
-69.7
2:LZ
0.000
-0.000
216.653
1298.3
53.6
-0.0
3:D
4.395
502.468
-0.000
-0.0
0.0
3.5
4:0.6D +0.6W
- 47.048
- 2.99E +3
0.000
0.0
-0.0
-39.7
5:D +0.6LZ
4.395
502.468
129.992
779.0
32.1
3.5
3
1:W
- 360.484
- 2.24E +3
178.541
578.9
-162.5
1191.4
2:LZ
0.955
- 35.042
176.161
1182.4
-167.4
-0.5
3:D
22.574
312.678
- 11.421
-36.9
10.0
-74.9
4:0.6D +0.6W
- 202.746
- 1.16E +3
100.272
325.2
- 91.4
669.9
5:D +0.6LZ
23.148
291.653
94.276
672.5
-90.4
-75.2
147
1:W
5.86E +3
148.137
10.916
0.0
0.0
0.0
2:LZ
- 54.670
-5.953
116.827
0.0
0.0
0.0
3:D
- 370.605
- 10.161
-2.267
0.0
0.0
0.0
4:0.6D +0.6W
3.29E +3
82.786
5.189
0.0
0.0
0.0
5:D +0.6LZ
- 403.407
- 13.732
67.829
0.0
0.0
0.0
154
1:W
- 267.544
- 1.37E +3
4.066
0.0,
0.0
0.0
2:LZ
- 13.047
11.402
62.904
0.0
0.0
0.0
3:D
14.375
77.276
-0.160
0.0
0.0
0.0
4:0.6D +0.6W
- 151.902
- 778.305
2.344
0.0
0.0
0.0
5:D +0.6LZ
6.547
84.117
37.583
0.0
0.0
0.0
155
1:W
- 5.24E +3
- 1.06E +3
-6.102
0.0
0.0
0.0
2:LZ
74.345
10.346
- 12.737
0.0
0.0
0.0
3:D
335.338
74.532
2.076
0.0
0.0
0.0
4:0.6D +0.6W
- 2.94E +3
- 591.362
-2.416
0.0
0.0
0.0
5:D +0.6LZ
379.945
80.740
-5.566
0.0
0.0
0.0
Print Time/Date: 16/07/2012 17:31
STAAD.Pro for Windows 20.07.03.16
Print Run 9 of 9
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LL
MEMBER SIZES:
1. ALL COLUMNS ARE 3 "4' x0.12" THICK CxATORSHIELD
STEEL PIPES
2. ALL TRUSSES AND RISERS ARE 11/2 "� x m0 831" THICK
C�ATORSHIELD STEEL PIPES cr
3. LACE BARS ARE 1/2 "4
4. FABRIC TO BE LACED TO THE PERIMETER OF THE - -.
AWNING FRAMEWORK AND TO ALL RAFTER TRUSS
"JUI.:(.12; *2
" =NTS
sheet:
1of2i
r•
& �r
1.
3/8 "THICK STEEL fE WITH (4)
5/8" +x5k2" SIMPSON WEDGE
ANCHORS (MIN. 41,2"
EMBED.) INTO REINF'D CONC
)BOLT EDGE DISTANCE
BOLL TO CONCRETE EDGE
DISTANCE TO BE MINIMUN 31/2"
1
3/8" THICK STEEL IE(4)
5/84x51/2" SIMPSON EDDGE
ANCHORS (MIN. 412"
EMBED.) INTO REINF'D CONC
WALL.
all
PC
FRAME TO COLUMN CONECTION
GENERAL NOTES:
1. ALL MEMBERS TO SCH 40 STEEL PIPES
2. MINIMUM 3112" CONCRETE EDGE DISTANCE FOR
ALL ANCHORS
3. ALL CONNECTIONS TO BE FULLY WELDED
4. ALL WELDS TO COMPLY WITH THE AWS CODE
(LATEST EDITION)
5. ALL WELDS TO BE COVERED WITH
CORROSION RESISTANCE COATING.
6. THIS STRUCTURES IS DESIGNED IN
ACCORDANCE WITH THE 2010 FLORIDA
BUILDING CODE AND ASCE 1 -10, (WIND
DESIGN SPEED V =105 MPH, RISK
CATEGORY= I, EXPOSURE C.)
1. NOTIFY ENGINEER OF ANY
ERRORS /OMISSIONS FOUND OR IF ANY PART
OF THE DRAWINGS IS NOT UNDERSTOOD.
8. ATTACH A LEGIBLE AND READILY VISIBLE
DECAL THAT STATES THAT THE AWNING
FABRIC MUST BE REMOVED WHEN A
HURRICANE WARNIG IS ISSUED
9. CONTRACTOR TO FIELD VERIFY DIMENSIONS
AND SUBSTRATE CONDITIONS F'RIOR TO
FABRICATION AND PRIOR TO ATTACHING
FRAMEWORK. SHOULD SUBSTRATE
CONDITIONS IN THE FIELD DIFFER FROM
THOSE NOTED ON THESE DRAWINGS, THE
DESIGN ENGINEER MUST 15E NOTIFIED BEFORE
PROCEED ING.
• G1441.0 Salo
FL €' - 050648
Date=
JULY 12, 2012
Seales
rot" 2
41.L.
/„.DD 935 -<,
'MAIM DA T'r< ;, Jv
Process No:
Mam!cipnl !mp No:
Project Name:
Ad dress: 1 1306 14C- avIL /Wiz_
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i- l-TOCISS No:
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**TiliS IS NOT A PERL11,T..-),W 9-i0VME FIRE
MUNI " L E :t.`; TS
LAN REVIEW
FINAL
PP V L
DEPARTMENT OF ENVIRONMENTAL
RESOURCES MANAGEIVIENT
CORE REVIEWER (P
SIGNATURE
DATI, 12_