ACT-08-1580Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
Inspection Date: 11/04/2008
Inspector: Bruhn, Norman
NV 05
Permit Type: Awnings /Canopies/Tents
Inspection Type: Final
Owner: MONTALTO, MAURZIO AND YVONNE Work Classification: New
Job Adrress: 366 93 Street NE
Miami Shores Village, FL 33138-
Project: <NONE>
Block:
Contractor: MIAMI AWNING CO
Phone Number (305)758 -9172
Parcel Number 1132060136320
Lot:
Phone: (305)576 -2029
Building Department Comments
INSTALLATION OF FABRIC AWNING
Passed
ff /P
Inspector Comments
PERMIT IS POSTED ON THE UNLOCKED
GATE ON THE SIDE OF HOUSE
CC
-
Failed
Correction
Needed
Re- Inspection
Fee
($75)
No Additional Inspections can be scheduled
re- inspection fee is paid.
until
Monday, November 3, 2008
Page 1 of 2
Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795.2204 Fax: (305) 756.8972
BUILDING
PERMIT APPLICATION
FBC 2001
(7`
ff,q�Y
BY :_m'
Permit No. War:. ) 550 O
Master Permit No.
Permit Type (circle):( uilding Electrical Plumbing Mechanical Roofing
Owner's Name (Fee Simple itleholder) YON t$? Phone # 1'6 `j it 6 .'T (d% Q
Owner's Address 3 6 _ .E. 16 51
City M BAutt qc. "2._ ..S State T� Zip ' ! 2
Tenant/Lessee Name Phone #
(where being done) ' ; t4 E. � '�
Job Address where the work is bein done
City Miami Shores Villa • e County Miami -Dade Zip 1
Is Building Historically Designated YES NO
Contractor's Company Name VI paAk ,�,►..) .
Contractor's Address -7.-j-10 S. OV J ' AJE
City l° ► ►A M► State � L
Qualifier 1 CA-1 AE[
Phone # •6- - 2028
Zip X3142
State Certificate or Registration No. Certificate of Competency No. poop 1271'1
Architect/Engineer's Name (if applicable) W.4 , G A ' e -r i-te.RL.e0-t9 Phone # 2-ce m `
$ Value of Work For this Permit I, .I Q•
Type of Work: ['Addition ['Alteration
Square Footage Of Work: NJ
0 Repair/Replace LI Demolition
Describe Work: 1145 E is 1L t=A-1 t o ka' O'F f Ao fkt c_, AliAttm C�
* * * * * * * * * * * * * * * * * * * * **
*****Fe
* * * * * * * * * * * * * * * * * * * * * * * * * * * **
Submittal Fee $ Permit Fee $ / !/ U - CCF $ CO /CC.
Notary $ Training/Education Fee $ Technology Fee $
Scanning $ Radon $ Zoning Bond $
Code Enforcement $ Structural Plan Review. $
Total Fee Now Due $
(Continued on opposite side)
Bonding Company's Name (if applicable) 1--JA
Bonding Company's Address
City State Zip
Mortgage Lender's Name (if applicable) t..A��
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 will n,- > - , .. ove, - d a re' .. - _ / e will be charged ,�
Signa
The foreg
day of
who is
NOT
Sign:
Print:
Owner or Agent
instrument was ac wledged before me thi_,��
20 Pi, by ted"iv L --
to me Qtr who has produced
As identification and who did take an oath.
Ileoreehi
Signature
Contractor
The foregoing instrument was acknowledged efore me this Z5
day of AVM , 20 a, by tit ic.4ki4eL ' ILL..
who is personally known to me or who has produced
as identi
PUBLIC-
My Commission Expires:
/t71--/i ,V/
APPLICATION APPROVED BY:
Chc 05/13/03
•
TED A. UNZE
MY COMMISSION # DD 439akk
be f €XPIRES: June 30, 2009
sawed muilt49412uuk-unueptiot.--
t: A i-nuze
y Commission Expires:
0tt
* * * * * * * * * * * * * * * * **
Plans Examiner
Engineer
Zoning
prltl ll�ll111i111111LI 1(1 I1�( -iirl �lhlll[1�I11(Ull 11 l� ,,,, (11711 ll,lll ,,,yi, (lY7li „.,„y,,,„ .�1.,,, ,,f, (h'11�71�(111 !1
', �1
E Qtertifttate ol! jYtame 3Iettante Ii
,._.
..._
._
it
F--1
Iv?:
1i>
_.
REGISTERED
APPLICATION
CONCERN No.
F -44401
ISSUED BY
FERRARI TEXTILES CORP.
1510 S. W. 5TH COURT
POMPANO BEACH FL 33069
Date Work Performed
1/2 . /OR
—000 -000
This is to certify that the materials described on the reverse side hereof have been flame -
retardant treated (or are inherently nonflamable).
FOR TRI VANTAGE," LLC AT 2937 WEST 25th STREET
CITY CLEVELAND
STATE OHIO
44113
Certification is hereby made that: (Check "a" or "6 ")
(a) The articles described on the reverse side 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 laws of the State of California and the Rules
pod Regulations of the State Fire Marshal.
• • 'Aa Se of heal used Chem. Reg. No.
•
•
•
•
•
• •
• Meetfiod o$ application
(b). Tle Articles deecribed on the reverse side hereof are made from a flame - resistant fabric or
utoterial nred and approved by the State Fire Marshal for such use.
•firon. nark ®blame - resistant fabric or material used Pr/Fri- INTRAINT Reg. No. F -44401
it
C I
IF
c1
;.
LUDOV re* 44C LL IN By QUALITY MANAGER
-
r--- 3I Nome of Production Superintendent Tide �
1
ET AT U.L . .(TIU I '%(TAPTtTNIATM •klA a A T AAAAT). AJ TA 1UTU�TA Itl7rj1 ..... ...� . 40...:. m , ..r T
•
•The.f me RE7rdant Process Used WILL NOT Be Removed By Washing
(will or will not)
• • • •
• • • •• • ••
• • • •
•••• • •
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.
TRI VANTAGE, LLC
By
247 e.tiwit.
Control /lot # Quantity 13. 000 YD
Customer order #8202
Description FERRARI 502 170Z /SY 70. 8"
Td Vantage, LLC Invoice W789980 Product Code 879027
MIAMI AWNING CO
3905 NW 31ST AVE
MIAMI
FL 33142 -5122
COVER SHEET
Structural Calculations for Canvas Awning
• ••
• • • •
• • • •• • ••
•
• • •••• •
•
• •
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• • • • • • •
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• •• •• ••
• • • • •
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• • • •• ••••.
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•
• ••
• • • • •
• •• • ••
• • •• •
•••• • •
Project:
366 NE 93 ST
MIAMI SHORES, FL 33138
13�D
ENGINEERS
Research & Design Engineers, Inc.
12916 SW 133 Ct., Suite B
Miami, FL 33186
Tel: 786- 293 -1500
Fax: 786- 293 -4999
www.RnDEng.com
CA# 9857
366 NE 93 ST, MIAMI SHORES, FL
Wayne A. Sutherland, PE
Structural Civil
PE# 44353
1 of 9
8/19/2008
DESIGN WIND LOADING FOR CANVAS AWNING
(Height Less Than 60 ft)
Wind Code: ASCE 7-02
Wind Speed: V = 90 mph
Importance Factor: I = 0.77 FBC 2004 3105.4.2.1
Mean Roof Height: Z = 15 ft
Exposure_category := "C'
Projection := 4 . ft Length := 3.7 • ft
Area := Projection • Length = 4 • ft . 3.7 • ft Area = 14.8 ft 2
Kzt := 1.0 Kd = 0.85
KZ = 0.85
• ••
• • • •
2 0.77 • psf
• • o},•:• 0.002816,KZ: Kz Kd • V2 • I = 0.00256. KZ . 1.0. 0.85 • (90 • mph)
•••• mph
• •
•
•qh =•11.52 psf • • •
•• • ••••
• • @Cp•A - 1.97. • • • • GCpi := 0.0
• • •
•
.•
• •
• • •P�: , := q ..kS15 + GC0) = 0.00256 • KZ • 1.0. 0.85 • (90 • mph)2 0.77.2sf (GCp + 0.0)
• • • • • mph
•0• • •
•Pdesign = -22.6 psf
fULP1 LOAD ON DOUBLE BAR TRUSS
Projection 4 • ft
w 2 design = 2 Pdesign
lb
w =-45—
ft
JLATXI LOAD ON SIDE TRUSS
Height front truss = 8 in Height of side truss = 1.83 ft
Height of side_truss = 1.83 ft
Projection 4 . ft
Area := 2 �HT - HDB) + HIDE; • Projection = 2
Area = 4.99 ft 2
(1.83. ft - 8. in) +8.in.4•ft
366 NE 93 ST, MIAMI SHORES, FL 2 of 9 8/19/2008
LR := , J (HT — HDB) + Projection2 = V(1.83 • ft — 8 . in)2 + (4 • ft)2
LR = 4.17 ft
Perimeter side_truss := HT + LR + HDB + Projection = 1.83 . ft + J (1.83 • ft — 8 . in)2 + (4 . ft)2 + HDB + 4 . ft
Perimeter side truss = 10.66 ft
Load_on_side_truss := Area . Pdesignl
Load –
on_side_truss
Load perimeter
Perimeter_side_truss
Load_on_side_truss = 113.1 lb
Load_perimeter = 10.61 Ib•ff 1
CHECK MEMBER # 4
CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE
(BASED ON AISC ASD DESIGN).
.p.
35.ksi E := 29000.ksi
• • •
• • • •• • ••
• • •
• • •••• •
••L•! =•4.2 ft; K:= 1.0
•
• •• •• ••
• '•Iwp:F 310•Iia.• :•. Mrx:= 2.9•Ib•ft M,y:= 87.3•Ib•ft
•• • ••••
• •
• • • •• • • ••••
• •
uNENS2b JK AND PROPERTIES:
• • • • • • • • •
• s tope = "PIPE" • Designation = "Pipe3 /4STD"
Wt = 1.1 —lb
ft
t = 0.105in
S = 0.0671 in3
BENDING
OD= 1.050in ID = 0.824in
A= 0.31in2 D t =10:00
r= 0.336 in J = 0.070 in
0.07.E 0.07.29000 • ksi = 58.00
p Fy 35 • ksi p
OD 1.05 • in
t .105 • in
0.31 . E 0.31 •29000 . ksi
�r�=
Fy 35 • ksi
a, =10
X.r = 256.86
366 NE 93 ST, MIAMI SHORES, FL 3 of 9
tnom = 0.113 in
I = 0.035 in4
Z = 0.094 in3
8/19/2008
The_section_is :=
q F- "Noncompact" if Xp < < kr
q — "Slender" if A. > kr
q F- "Compact" otherwise
The_section_is = "Compact"
Calculate the available flexural strength
nb := 1.67
Mnyielding Fy•Z = 35 • ksi • .942e -1 • in3 Mnyielding = 274.7 Ib•ft
Mn_compact
0.021•E
+F •S =
OD y
t
• ••
• • •
• • • •• • ••
• • •••M'hecompact•l 536.2 Ib•ft
• •
• • •
•••• • •
• • •
•
• • •
• .
•
• • •
• • ••
• • •
••
•
0.8 +� • • 0.33.29000 • ksi
Op..,' 1.05•in
•t••••• .105•in
•
0.021 •29000 • ksi
• ••
• • • •
• •• • •• •
• • •Mfislender Fcl:•S = Fcr • .671e-1 • in3
••••
Mn slender = 5351.22 Ib•ft
1.05•in
.105•in
+ 35 • ksi • .671e-1 • in3
Fcr = 957 ksi
Mn := m +- min (Mnyielding 5 Mn_compact) if The_section_is = "Compact"
111
E— min (Mnyielding Mn_slender) if The_section_is = "Slender"
Mn = 274.75 Ib•ft
Mn Mn
Mc: = — _
chi 1.67
COMPRESSION
nc := 1.67
K•L 1.0.4.2•ft
r .336 • in
— 150
Mc = 164.52 Ib•ft
366 NE 93 ST, MIAMI SHORES, FL 4 of 9 8/19/2008
E 129000•ksi
4.71 — = 4.71 • — 135.58
Fy 35 ksi
Fe =
i
7C 2.E n2.29000 • ksi
K•L 2 1.0.4.2•ft 2
(
r ( .336 • in )
F�
y
35ksi
X0.658 Fe/ • Fy = 0.658 Fe . 35 . ksi = 11.06 ksi
Fcr
• ••
• • •
• • • ••
• • ••••
• •
••••
F"
y
f+ \0.658Fe�•Fy if KK —L 4.71• E
r FY
f <— 0.877•Fe if Kr.L > 4.71.
• ••
JFy
• • •
• •
• •
• • • • •
• •.Pn Fah ;.Fcr • .31 • 1n2 Pn = 3.46 kip
• • • • -,•
•••• ••••••
• ••• • po •••••
• • Pt:_ —•
D-€
• • • °`€
•
Fe = 12.72 ksi
Fcr = 11.16 ksi
• ••
• • • •
• • •• • • ••
• • • •
••••'Pr 310.115 Mrx 2.9•Ib•ft Mry 87.3•Ib•ft
•••P =0.150 —0.018 —0.531
Pc Pn
Mc Mc Mc Mc
oc
Pr 8 r Mnc
H1_1a:= P c + 9 Il M
c
H1 1a = 0.637
M
ry
Mc
310.Ib 8 2.9•Ib•ft 87.3•Ib•ft)
= Pn +9. M + M
c c
1.67
H1_1 b :— Pr + Mrx Mry — 310 • Ib + 2.9 . Ib • ft + 87.3. Ib • ft
2•Pc Mc Mc Pn Mc Mc
H1 1b =0.623
2
1.67
366 NE 93 ST, MIAMI SHORES, FL 5 of 9 8/19/2008
Pr
:= 14— H1_1a if — 0.2
Pc
P
i F-- H1_1b if - <0.2
Pc
1.0, "OK" , "NG") = "OK"
I = 0.623
CHECK MEMBER # 5
CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE
(BASED ON AISC ASD DESIGN)
Fy:= 35•ksi
L:= 7.42•ft
Pr := 168•Ib
• ••
• • • •
• • • • • •• • ••
E := 29000 .ksi
K:= 1.0
Mrx:= 14.6•Ib•ft
• • 1011 NIENS .IONS AND PROPERTIES:
• •_• •
•
•
•
?Mape = "P 7.•
••••
Mr, := 63.7•Ib•ft
Designation = "Pipe3 /4STD"
••• • Ib•••••
• • •V�t•-•1.1 —•••• OD= 1.050in
• • •
•
• ••
•• '.i•= ,17'105ir�, •• A= 0.31in2
• • • •
•••• • • •
• •
= 0.0671 in3 r= 0.336 in
BENDING
ID = 0.824in
D_t = 10.00
J = 0.070 in
0.07 . E — 0.07 29000 . ksi
— = 58.00
Fy 35 • ksi p
OD 1.05 • in
t .105 • in
0.31 . E 0.31 . 29000 . ksi
The section is :=
35 . ksi
= 10
kr = 256.86
q — "Noncompact" if A,p < < ?.r
q F- "Slender" if X > kr
q F- "Compact" otherwise
tnom = 0.113 in
I = 0.035 in4
Z = 0.094 in3
366 NE 93 ST, MIAMI SHORES, FL 6 of 9 8/19/2008
• •
• •
•
•
•
• •
• •
The_section_is = "Compact"
Calculate the available flexural strength
SZb := 1.67
Mnyielding Fy•Z = 35 . ksi • .942e -1 • in3 Mnyielding = 274.7 lb-ft
" 0.021•E
Mn_compact = OD + F •S =
t
Mn_compact = 536.2 Ib•ft
Fcr
• .•
•
• ••
••••
• •
••••
•
" 0.021 •29000 • ksi
/ l
0.33.E 0.33.29000 . ksi
OD 1.05•in
:t . "• .105•in
• •
• •
• • •
"•;• J slende: := .s = Fcr .671e -1 • in3
•• • ••••
• M.n_slender ' 351.22 Ib•ft
•
• .•
•
1.05•in
.105.in
+ 35 • ksi • .671e-1 • in3
/
Fcr = 957 ksi
• • • •
•• m* -.min (Mnyielding, Mn_compact) if The_section_is = "Compact"
•••• •
m + min �Mnyieiding f Mn slender if The_section_is = "Slender"
Mn = 274.75 Ib•ft
Mn Mn
Mc :=
S2b 1.67
COMPRESSION
SZc := 1.67
K•L 1.0.7.42•ft
r .336 • in
– 265
Mc = 164.52 Ib•ft
E 129000.ksi
4.71 — = 4.71 = 135.58
Fy 35 • ksi
366 NE 93 ST, MIAMI SHORES, FL 7 of 9 8/19/2008
Fe :_
K•L 2 1.0.7.42 ft?
C r)
(1.0
.336•in )
(
n2 • E X2.29000 •ksi
F�
Y
35•ksi
X0.658 Fe • Fy = 0.658 Fe • 35 • ksi = 0.96 ksi
Per :_
F\
Y
f F- 0.658 Fe j -Fy if • K —� <- 4.71 • E •
r F
fF- 0.877•Fe if K— L� >4.71 E
r F
• • Pe := Fcr•A = Fcr • .31 • in2
• • • •
• • • •• • ••
• • 0000 Pn••
•
•
•
•
• •
• •• •• ••
• • • • •
••••
Pc = 0.66 kip
Pe = 1.11 kip
Fe = 4.08 ksi
Fcr = 957 ksi
•• • ••••
• • • • • •fir 168'4 Mrx = 14.6 • lb • ft _ 0.089 Mry = 63.7 • lb • ft _ 0.387
• .•..i'c = a • - 0.253 Mc Mc Mc Mc
• • • • —
• ••
• • c•
•••• • .
• •
0000
H1 1a: = r 8 • "M— rx Mry 168 lb 8 14.6 lb ft 63.7•Ib•ft
— + —+— _ +— +
Pc 9 , Mc Mc Pn 9 Mc Mc
1.67
H 1 1 a = 0.676
H1_1b:- Pr + Mrx +Mry - 168•Ib + 14.6•Ib•ft +63.7•Ib•ft
2•Pc Mc Mc Pn Mc Mc
2
1.67
H 1 1 b = 0.603
I :_
iF H1_1a if Pr — > -0.2
Pc
Pr
iE -H1_1b if — <0.2
PC
I = 0.676
366 NE 93 ST, MIAMI SHORES, FL 8 of 9 8/19/2008
•
if(I <_ 1.0 , "OK' , "NG" ) = "OK'
CHECK ANCHOR BOLTS
Based on 3/8" Dia x 3-3/8" embedment into CONCRETE wall using Simpson WEDGE -ALL
TENSION
Uninfluenced Allowable Tension = 1025 Ib
•
•
fssl := 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:
• ••
`Ger�9ion_all ®walvie := Uninfluenced_Allowable_Tension fssi
• Applted_tengigp =365 Ib
• •
• $HEAD
• • • • •
• • U runflv encedrallowable_shear = 1215 Ib
• • • • • • • •
• • Applied_shejr•,T455Ib
•
• • •rogs11: 1.0 • • • Load adjustment factor for spacing
• • sci 12 • in• • • edge distance
••••
Fc1 := 1.0
•fcC1'fcC2
Load adjustment factor for edge distance
Fc2 := 1.0 Load adjustment factor for edge distance
No of bolts =1
Tension_allowable = 882 Ib
Shear allowable := Uninfluenced_allowable_shear • Fss1 • Fc1 • F. 1.33 Shear allowable = 1616 Ib
CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT
Applied_tension Applied_shear
I: +
Tension_allowable • No of bolts Shear allowable • No of bolts
= 0.51
if(I < 1.0, "O.K. ", "N.G. ") = "O.K."
366 NE 93 ST, MIAMI SHORES, FL 9 of 9 8/19/2008
I Structure Type I SPACE FRAME I
ECM
Software licensed to WASA
Job No
Sheet No
1
Rev
Part
Job Title
Ref
BY oate19- Aug -08 Chd
Client
File 366 NE 93 ST.std IDate/rime 19-Aug-2008 12:01
• •
••• .••
• •
•
Job Information
Engineer
Checked
Approved
Name:
Date:
19- Aug -08
Number of Nodes
17
Highest Node
17
Nut 'r of Elements
•
24
Highest Beam
24
••••
.• •
• •
Nurrrb+dr•Of Bas I,oal Cases
• • Numbe ;of Corribir ation Load Cases
• • • • •
••■•• •..•
IncIi ir[ this edt are data for.
• •
•
•
•
2
0
Nodes ••
1,'4' "
Beams.
5,A•••
• •• • •. •
Included Mathis prlhtout are results for load cases:
type
L/C
Name
Primary
1
ULP
Primary
2
LX
Print Time/Date: 19/08/2008 12:07 STAAD.Pro for Windows Release 2006
Print Run 1 of 5
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Print Time/Date: 19/08/2008 12:07
STAAD.Pro for Windows Release 2006
Print Run 2 of 5
Software licensed to WASH
Job No
Sheet No
2
Rev
Part
Job Title
Ref
BY Datel 9- Aug -08 Chd
Client
File 366 NE 93 ST.std I oatemR18 19 -Aug- 200812:01
•
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Print Time/Date: 19/08/2008 12:07
STAAD.Pro for Windows Release 2006
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File 366 NE 93 ST.std I Dawrime 19 -Aug- 200812:01
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STAAD.Pro for Windows Release 2006
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STAAD.Pro for Windows Release 2006
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Software licensed to WASH
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Job Title
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BY cate19- Aug-08 Chd
Client
File 366 NE 93 ST.std I Date/Time 19 -Aug- 200812:01
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Print Time/Date: 19/08/2008 12:07
STAAD.Pro for Windows Release 2006
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Software licensed to WASA
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BY peel 9-Aug-08 Chd
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File 366 NE 93 ST.std I Datelrime 19 -Aug- 200812:01
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Beam End Forces
Sign convention is as the action of the joint on the beam.
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Print Time/Date: 19/08/2008 12:07
STAAD.Pro for Windows Release 2006
Print Run 5 of 5
• • ••• • • • •••
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i
PLAN ° 041`
SCALE I's=
PERMIT #:
hi,►f11;MIF0
Miami Shores Village
APPROVED
ZONING DEPT
BLDG DEPT
�a
UMW � ArAZ
DATE
SUBJECT TO COMPU CE WITH ALL EDERAL
STATE AND COUNTY RULES AND REGULATIONS
3/8" X 3" SLEEVE
ANCHORS BOLTED
INTO CBS.
@ 24" O.C.
GENERAL NOTES:
1. ALL STRUCTURAL MEMBERS TO BE ASA SCHEDULE 40 GALVANIZED
STEEL PIPE UNO.
2. ALL CONNECTIONS TO BE FULLY WELDED 1 /4"
TYP
1/8V
3. ALL WELDS TO COMPLY WITH THE AWS CODE (LATEST EDITION)
4. ALL WELDS COVERED WITH CORROSION RESISTANCE COATING.
5. ALL STRUCTURES DESIGNED IN ACCORDANCE WITH 2004 FLORIDA
BUILDING CODE AND ASCE 7 -02 (V =90 MPH, 1=0.77).
6. NOTIFY ENGINEER OF ANY ERRORS / OMISSIONS FOUND OR IF ANY PART
OF THE DRAWINGS IS NOT UNDERSTOOD.
7. OWNER HAS BEEN NOTIFIED THAT FABRIC AWNINGS WILL REQUIRE
REMOVAL OF THE FABRIC WHEN A HURRICANE WARNING IS ISSUED.
• •-
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.
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15' -0" MEAN ROOF HEIGHT
• • •
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FABRIC LIN
4" X 3" X 3" ST. PL.
INTO CBS
W /(1)$ "X5"
SIMPSON WEDGE ANC HOR
(TYP OF 4)
Wayne A. Sutherland
RISER
ISOMETRIC
(TYP of 4)
112" 0 LACE BAR
PLATE DETAIL
VERT. LACE BAR DETAIL:
SIDE VIEW
Research & Design Engineers, Inc.
13400 S.W. 134 Avenue
Miami, FL. 33186
786 -293 -1500
Civil Structural
P.E. # 44353