973 NE 95 St (2)M AM SHORES VOLLASE
INSPECTION DEPARTMENT
AFFILOr TO o N FOR UJEILDOtk e PE t IT
Application is hereby made for the c,pproyal of the detailed statement of the plans and specifications herewith submitted for the build-
ing or other structure herein described. This application is made in compliance and conformity with the Building Ordinance of Miami
Shores Village, Florida, and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and
regulations of the Building Division of Miami Shores Village shall be complied with, whe herein specified or not. A copy of approved
plans and specifications must be kept at building during progress of the work.
Date..
19 20
s treet - 7.1C
Owner's Name and Address.. .....
Registered Architect and /or Engineer.___
Name and address of licensed contractor_..`._
Location and legal description of lot to be built on:
Lot-. Block
Street and Number where work is to be done.__ 73__ -. - -,Z C
State work t be done and pu se of Buildin (by floors) --
Permit No
Disapproved
(Signed)
Building Inspector
Zone cubage required
Distance to next nearest building___
Maximum live load to be borne by each floor
Date 3 v
Date
�(A dCeLG _l .
•
Subdivision .
New Building Remodeling �/_ Addition Repairs__ _________________ ____ No. of Stories
To be constructed of Kind of foundation Roof Covering___ ...
Estimated Total cost of improvements $_, _ /I' d ' "° Amount of Permit $
Plan Cubage____ _.
Size of Building Lot____
I hereby submit all the plans and specifications fot said building. All notices with reference to the building and its construction may
be sent to...-
The undersigned applicant for this building pennit dots hereby certify that he understands and accepts his obligations as an employer
of labor under the Florida Workmen's Compensation Act, being Section 5966, Compiled General Laws of Florida, Pennanent Supplement,
and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him
in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of the work such public notice
or notices as are required by the Act. The undersigned agrees to employ only such subcontractors, on work to be performed under this
permit, as are licensed by Miami Shores Village.
Remarks _ - - .. (Signed)
STATE OF FLORIDA,
COUNTY OF DADE. ss.
Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments, personally ap-
peared
and who, being by me first duly sworn, upon oath deposes and says that he is the
of the above described construction, that he has carefully read the foregoing application, and that he did sign the same, and that all facts
therein by him stated are true.
Read, Sworn to and Subscribed before me.
Notary Public, State of Florida
My Commission Expires__
PLANNING BOARD__ __ . DATE
•
and for no other purpose.
to me well known,
Chairman Member
Member Member
Member Member
Council Approved .Date Disapproved Date
NOTE: A charge of $1.00 will be made for making corrections or changes to this application after approval has been obtained from
the Planning Board.
A re- inspection fee of $1.00 will be charged when such re- inspection is made necessary by improper not ;n a or f::ulty
materials and /or workmanship.
1'
•
Date • ?-1•0"3 Job Address 11 3 I V C 5 ST. Tax Folio
Historically Designated: Yes
ic e. 0 1 Q IAA() ` Master Permit
> 4 wner'sAddress
Contracting Co. Q W f.4( / I)i (d`e Ifs Address
Qualifier SS# ' Phone
State #
Legal Description
•X Owner /Lessee/Tenet
IF THERE IS NO PERMIT PACKAGE ACCESSIBLE ON THE JOB SITE FOR INSPECTORS TO VERIFY,
THERE WILL BE NO INSPECTION. RE- INSPECTION FEE IS $50.00 AND MUST BE PAID IN ADVANCE
BEFORE CALLING FOR ANOTHER INSPECTION.
Permit Type (circle o
X WORK DESCRIPTI
PERMIT APPLICATION FOR MIAMI SHORES VILLAGE
10050 N.E. 2nd Avenue • Miami Shores, Florida 33138 • Phone: 305 - 795 -2204 • Fax: 305- 756 -8972
Municipal #
Square Ft. )imated Cost (value) � 7 o c
WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN
YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH
YOUR LENDER OR ANY ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.)
Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that
all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required
for all disciplines.
OWNERS 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. Furthermore, I authorize the above named contractor to do the work stated.
Notary o Own: and/or C. do President ate Notary as to Contractor or Owner Builder
My Commission Expes Angola M Becker
o
• My Commiosion D0150048
aor of Expiroa Novemttcr 15, 2006
O • 00 RADON
FEES: PERMIT
A50
APPROVED:
TOTAL DU //6 - e 6
Zoning % t`X�l�� -� - O Building 6V6@ Electrical Vlechanical Plumbing Structural Engineer/OR
- 03
s??-63
NG ELECTRICAL PLUMBING MECHANICAL ROOFING
a
C.C.F
Competency # Ins. Co.
My Commission Expires
mateA
Phone 0 - 7s 1 -DA 6 /
No ,3‘
rio( ►-PC
Signature of Contractor or Owner Builder Date
Date
NOTARY BOND
0
IV
SEE DETAIL "A"
GENERAL NOTES:
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART
OF THE WORK.
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PRO-
CEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
DURING ERECTION.
DESIGN LOADS:
THE STRUCTURAL FRAMING WAS DESIGNED USING THE FOLLOWING SUPERIMPOSED LOADS.
DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 AND ASCE 7 -98.
WIND VELOCITY= 90 mph
IMPORTANCE FACTOR: 1.00
WORLD OF AWNINGS, INC
151 WEST 21 STREET
HIALEAH, FLORIDA 33010
(305)884 -6699
-- - , A WNINGSIIGNACIOl973 I.L. V a."S(I1f2 1
56 .33 AM. I IP Lmala MOO Scrip PCL 6
EXPOSURE CATEGORY: C
GCpi = +/ -0.00
STRUCTURAL NOTES
SEE DETAIL "B"
PIPES 1 - "0
ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH -UP COATS OF PAINT IN
ACCORDANCE WITH SSPC SPECIFICATIONS.
COLUMNS 2 "0(TYP)
EXIST. 2" WOOD DECK
STRUCTURAL STEEL:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY
WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUC-
TURAL STEEL FOR BUILDINGS, 9th EDITION, BY THE AMERICAN INSTITUTE OF :,TEEL
CONSTRUCTION.
ALL TUBING TO BE NOMINAL DIAMETER Fy= 50 k.s.i.
ANCHOR BOLTS AT COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE_ NUT
LEVELING. ALL OTHER BOLTS SHALL BE ASTM A325 -N BOLTS WITH WASHERS UNDER
THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH HE TURN -
OF- THE -NUT METHOD.
WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS
APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE: E70XX
LOW - HYDROGEN ELECTRODES.
SCALE : N.T.S.
973 N.E. 95 STREET
MIAMI, FLORIDA
(4 )318 "LAG SCREW
X 2" PENETRATION
EXISTING
2" WOOD DECK
TYPICAL CONNECTIONS
a
1/4
1rf
41 4" 4114
DETAIL B
(4)3/8 "LAG SCREW
X 2" PENETRATION
PL 6 "X6 "X1/4"
SCALE : N.T.S
is •
4"
W /(3) KWIK BOLT 11 114 "X2.1/4"
BY HILT! X 1 -112 MIN. EMBED.
TO GROUT FILLED
PL 10 "X4 "X1 /4"
1/4
PL 6 "X6 "X1 /4"
(4)3/8"LAG SCREW
X PENETRATION
DETAIL B
LINE OF FINISH
WALL
SCALE : N.T.S.
EXISTING HOLLOW CORE
MASONRY
C
MILTON CUBAS, P. E., INC.
CONSULTANT ENGINEER PE # 51902
1302 NE 125 ST
NORTH MIAMI, FLORIDA 33161
PHONE: (305) 891 -4174 FAX (305) 891 -4175
E MAIL: mcubas99 a@worldnet.att.net
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MILTON CUBAS, P.E., INC.
1302 NE 125 ST. NORTH MIAMI, FL 33161 (305)891 -4174 FAX 891 -4175
Copyright 2000. by Tondelli Engineering, P.A. Tampa, Florida
CUSTOMER : WORLD OF AWNINGS INC
JOB NUMBER : MIAMI - FLORIDA
DESCRIPTION : 973 NE 95 STREET
WIND VELOCITY = 90 MPH
EXPOSURE CATEGORY = C
BUILDING CATEGORY = 2
IMPORTANCE FACTOR = 1.00
Kzt = 1.00
GUST FACTOR = 0.85
MEAN ROOF HEIGHT = 11.0 FT
DISTANCE, Z = 11.0 FT
ROOF SLOPE = 2.00 : 12 (9.46 DEG)
BUILDING DIMENSION NORMAL TO WIND DIRECTION = 25.5 FT
BUILDING DIMENSION PARALLEL TO WIND DIRECTION = 21.8 FT
MONOSLOPE ROOF WIND LOADS
L/B = .85
Cf = .48
F = 4033 LB
P = 7.2 PSF . 1 Q .Q ¶ST
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
* ** OTHER STRUCTURES * **
* ** MONOSLOPE ROOF OVER UNENCLOSED BUILDING * **
Kh = 0.849
Kz = 0.849
NOTE: The load, P, is the force, F, uniformly distributed over the
surface area of the structure. The exact distribution of the
force through the center of pressure should be checked.
Refer to ASCE 7 -98 Table 6 -6.
DATE : 5/13/03
qh = 17.6 PSF
qz = 17.6 PSF
973 NE 95 STPEET
COLUMNS
4.00 Peport
Company: Milton Cubas, P.E., inc. Engineer: Milton Cubas, P.E. Billing: PHONE(305)891-4174 FAX(305)891-4175
File: E:\973 NE 95 STREET-1.vap
Design Groups
Name Elements LL Factor Parameters Unity Final Shape
Design Member Results
Design Load Cases
Strength Service Load Case
ID Number ID Number Name
1 1 DL
2 2 HOR WIND = 10.0 PSF
3 3 WIND = 10.0 PSF
4 4 HOR WIND DL
5 5 WIND DL
6 6 WIND - DL (UPLIFT)
AISC-ASD Steel
8 1.0000 Yes
Design Group: COLUMNS, Group Report, Designed As: PIPE2Std
SIZE CONSTRAINTS:
Depth is unconsr_rairied.
Width uncohstfained.
BRACING INFORMATION:
Lateral bracing at
La71 bracing at bottom flange (ey):
Strong axis bracing IDarallel to
0.3420 PIPE2Std
Inflection points are not used as brace points.
DEFLECTION LIMITS:
No absolute deflection limit.
No span ra:io deflection limit.
Weak deflections not cnecked.
STEEL PARAMETERS:
Fy = 50.00Ks'
Using 1/3 stress increase per A5.2.
FRAME INFORMATION:
Sijesw Frame fur strong axis bendina .
ioeswav frame fgr weak axis bend:::.
Effecti lengtn factors: Kz = 1.00
Parter = :.braced
Pattern = Unbraced
Pattern = Unbraced
PIPE2Std INFORMATION:
A - 1.07 ir.^2; 0.0. = 0.20, = 0.0 ft
= 0.67, J = 1.33
rz = 0.07, ry = 0.07 fc
Sz = 0.56, Sy - 0.56 in'3
Extreme Checks Only
Axial Check:
Member Load Offset P fa KL/r Cc Q Fa Code Unity
Name Case # ft lb Ksi Ksi Ref. Check
M77 1 8.00 -173.35 -0.16 121.68 107.00 1.00 10.09 82-2 0.02
M77 2 0.00 -54.31 -0.05 121.68 107.00 1.00 13.45 82-2 0.00
M77 3 0.00 914.77 0.85 121.68 0.00 0.00 40.00* 01, 81 0.02
M77 4 8.00 -227.66 -0.21 121.68 107.00 1.00 13.45* 82-2 0.02
M77 5 8.00-1033.81 -0.97 121.68 107.00 1.00 13.45* 82-2 0.07
M77 6 0.00 770.55 0.72 121.68 0.00 0.00 40.00* 01, B1 0.02
Flexure Check (Strong Bending):
Member Load Offset Mz fbz Lu Cb Fbz Code Unity
Name Case # ft lb-ft Ksi ft Ksi Ref. Check
M77 1 0.00 -4.59 0.10 8.00 1.75 33.00 73-1 0.00
M77 2 0.00 -56.99 1.22 8.00 1.75 44.00- 73-1 0.03
5177 3 0.00 27.18 0.58 8.00 1.75 44.00* 73-1 0.01
M77 4 0.00 -61.58 1.32 8.00 1.75 44.00' 73-1 0.03
M77 5 0.00 25.22 0.54 8.00 1.75 44.00* 73-1 0.01
M77 6 0.00 22.59 0.48 8.00 1.75 44.00 7-1 0.01
Flexure Check (Weak Bending):
Member Load Offset My fby Lu Fby Code Unity
Name Case # ft lb-ft Ksi ft Ksi Ref. Check
:477 1 9..00 -0.05 0.11 8.00 33.00 83-1 0.00
: 2 0.00 -12.81 '2.2 8.00 44.00 83-1 0.61
M7 3 9.00 23.60 fl.51 5.00 44.00' 73-1 0.0]
F.7 4 :":_' -15.9 9.34 8.00 44.00* 53-1 1.01
:477 5 0.90 -17.90 2-32 8.00 44.00' 73-1 6.01
5177 6 0.00 18.59 0.40 8.00 44.00 83-1 0.01
Combined Stresses Check:
Member Load Offset fa Fa fbz Fbz fby Fby Code Unity
Name Case # ft Ksi Ksi Ksi Ksi Ksi Ksi. Ref. Check
M77 ,J. 0.09 -0.13 12L39 0.10 33.06 0.11 33.00 31-3 0.02
5177 2 0.02 -0.05 13.45' 1.22 44.00' 0.23 44.00' 31-3 0.04
N77 3 0.00 0.85 40.00' 0.58 44.00 0-51 44.00- 32-1 0.05
5177 4 0.00 -0.19 13.45' 1.32 44.00* 0.34 44.00" 31-3 0.05
5277 5 0.00 -C.94 13.45 0.54 44.90* 0.33 44.00- 31-3 0.09
.'.77 6 0.00 0.72 40.62 9.48 44.00 0.46 44.00* 32-1 0.04
Stress increased b7 1/3 ar:.cordir,g to .510-2 P5.2.
-2-
973 NE 95 STREET
VisualAnalysis 4.06 Reocrt
Company: Milton Cubas, P.E., inc. Engineer: Milton Cubas, P.E. Billing: PHONE(305)891-4174 FAX(305)891-4175
File: E:\973 NE 95 STREET-1.vap
Design Groups
Name Elements LL Factor Parameters Unity Final Shape
PIPES 1-
AISC-ASD Steel
38 1.0000 Yes
Design Member Results
Design Load Cases
Strength Service Load Case
ID Number ID Number Name
1 1 DT.
2 2 HOR WIND = 10.0 PSF
3 3 WIND = 10.0 PSF
4 4 HOR WIND + DL
5 5 WIND + DL
6 6 WIND - DL (UPLIFT)
Design Group: PIPES 1-1/4", Group Report, Designed As: PIPE1.25Std
SIZE CONSTRAINTS:
Debth is unconstrained.
Width is ,inconstrained.
BRACING INFORMATION:
Lateral bracing at top flange
Lateral bracing at bottom flange
Strong axis bracing (parallel to v;:
1.2578 PIPE1.25Std
Inflection bofnts are not used as brace points.
DEFLECTION LIMITS:
No absolute deflect limit.
No span ratio deflection limit.
Weak deflections not checked.
STEEL PARAMETERS:
Fy = 5C.COKsi
":sing 1/3 stress increase per A5.2.
FRAME INFORMATION:
Sidesway frame for strong axis bending.
S:.ciesway frame for weak axis bending.
Effective length factors: Hz = 1.06, 1Kv = 1.60
Pattern = 'Jr:braced
Pastern = Unbraced
Pattern = Unbraced
PIPE1.25Std INFORMATION:
A = 0.67 -n'2; 0.3. = 0.14, t = 0.2 ft
= 0. 19, _ = 0.39 iP. ^4
r7 = 0.04, ry _ 0 .04 ft
Sz = 0.23, Sy = 0.23 1n'3
Extreme Checks Only
Axial Check:
Member Load Offset P fa KL /r Cc Q Fa Code Unity
Name Case # ft lb Ksi Ksi Ref. Check
5154 -4 2 0.00 - 106.62 -0.16 155.50 107.00 1.00 8.23 E2 -2 0.02
5154 -4 3 7.00 -18.76 -0.03 155.50 107.00 1.00 8.23* E2 -2 0.00
M54 -4 4 0.00 - 106.85 -0.16 155.50 107.00 1.00 8.23* E2 -2 0.02
5154 -4 5 7.00 126.79 0.19 155.50 0.00 0.00 40.00* 01, B1 0.00
5154 -4 6 7.00 -17.35 -0.03 155.50 107.00 1.00 8.23* E2 -2 0.00
Flexure Check (Strong Bending):
Member Load Offset Mz fbz Lu Cb Fbz Code Unity
Name Case # ft lb -ft Ksi ft Ksi Ref. Check
5154 -4 1 0.00 - 0.96 0.05 7.00 2.30 33.00 53 -1 0.00
5154 -4 2 0.00 3.91 0.20 7.00 2.30 44.00* 33 -1 0.00
354 -4 3 7.00 1.00 0.05 7.00 1.25 44.00* 53 -1 0.00
5154 -4 4 0.00 2.95 0.15 7.00 2.30 44.00* 33 -1 0.00
5154 -4 5 0.00 -5.44 0.28 7.00 2.30 44.00* 53 -1 0.01
5154 -4 6 7.00 1.77 0.09 7.00 2.00 44.00* 53 -1 0.00
Flexure Check (Weak Bending):
Member Load Offset My fby Lu Fby Code Unity
Name Case # ft lb -ft Ksi ft Ksi Ref. Check
5154-4 _ 6.30 -26.93 1. 7.00 33.00 53 -1 0.04
d54 -4 2 0.00 -56.19 2.,. 7.00 44.00* F3 -1 9.07
M54-4 5.25 303.22 _ 5.48 7.00 44.00: 3 -1 0.35
5154 -4 4 7.80 - 45.33 2.31 7.0 44 .00* 53 -1 0.05
M54 -4 5 5.60 -316.76 _ 7.02 44.C2 1
X154 -4 6 5.25 27 7 . 90 14 . 19 7.00 44.00 53 -1
Shear Check (Weak Axis):
Member Load Offset Vz fvz h /tw Fvz Code Unity
Name Case # ft 1b Ksi Ksi Ref. Check
1954-4 1 (.: -14.6 -0.03 4.57 2.0 54-1 0.00
M54-4 2 21 26.6 54-1 0.00
154 -4 3 2.02 253.2 , 0.41 4 . _. 2 3.67' 54 -1 0.52
5154 -44' 4 7.00 9.34 0.02 4.57 26.6 54 -1 0.00
1954-4 5 0.00 - 226.58 -3.45 4.57 54-5 C.
M54 -4 6 0.50 169.:_14 .1 4.5 _5.67 4 -1 ...01
Combined Stresses Check:
Member Load Offset fa Fa fbz Fbz fby Fby Code Unity
Name Case # ft Ksi Ksi Ksi Ksi Ksi Ksi Ref. Check
-2-
1.!54 1 6.33 0.00 30.00 0.03 32.00 1.38 33.00 H2-1 3
M54-$ 2 0.00 - 8.23 0.2u 44.3C. 2.87 44.0D H1-3
M54 3 5.25 -0.02 8.23' 1.05 44.30 15.48 44.03* H1 j.36
M54 4 2.80 -C.16 2.23- 0.04 44.00 2.31 44.03 . H1-3 J.0
M54 5 5.60 0.18 40.00* 0.0 44. 16.18 44.0C* H2 •).3 7
M54 6 5.25 -0.02 8.23k 0.06 44.00 14.19 44.00' H1-3 0.33
(*)St increased by 1/3 according to AISC-ASD A5.2.
Torsion checks are NOT performed!
Maximum torsional moment was 18.08 1b-ft
973 NE 95 STREET
VisualLnalysis 4.00 Report
Company: Milton Cubas, P.E., inc. Engineer: Milton Cubas, P.E. Billing: PHONE(305)891-4174 FAX(305)891-4175
File: E:1973 NE 95 STREET-1.vao
Design Groups
Name Elements LL Factor Parameters Unity Final Shape
PIPES 1" 144 1.0000 Yes 1.2632 PIPE1Std
Design Member Results
Design Load Cases
Strength Service Load Case
ID Number ID Number Name
1 1 DL
2 2 HCR WIND = 10.0 PSF
3 3 WIND = 10.0 PSF
4 4 HOR WIND ± DL
5 WIND + DL
6 6 WIND - DL (UPLIFT)
AISC-ASD Steel
Design Group: PIPES 1", Group Report, Designed As: PIPE1Std
SIZE CONSTRAINTS:
Dc=pfn is unconstrained.
Widtf: is unconstrairled.
BRACING INFORMATION:
Lateral bracing at top flange (y):
',aer.. bracing at hct:oa fiare (-y):
Strflng axis bracing (parallel to y):
Inflection aoints are nat used as brace poin
DEFLECTION LIMITS:
No absolulte deflection
No , :Tan ratio deflection limit.
Wea :,eflectlons not checked.
STEEL PARAMETERS:
= E9.00Ksi
us.inc 1/5 st ir1 esse cp A5.2.
FRAME INFORMATION:
Sidesway frame fol. stroll axis bending.
Sidesway frame for weal ax:s tending.
.00, 7.K.v = 1.00
Patte= = Unbraced
Pattern = :Jr:braced
Pattern = Unbraced
PIPE1Std INFORMATION:
A = 0.49 in '2; O.D. = 3.1 1,
I = 0.39, 5 = 0.17 in ^4
Yz = 0.03, ry _ 0.03 fr.
Sz = 0.1 Sv = 0.13 1n
0.01 _
Extreme Checks Only
Axial Check:
Member Load Offset P fa KL /r Cc Q Fa Code Unity
Name Case # ft lb Ksi Ksi Ref. Check
741 -6 1 0.00 226.79 0.46 110.80 0.00 0.00 30.00 Di, 01 0.02
741 -6 2 0.00 18.28 0.04 110.80 0.00 0.00 40.00* 01, 01 0.00
741 -6 3 0.00- 1081.71 -2.19 110.80 107.00 1.00 16.22* E2 -2 0.14
741 -6 4 0.00 245.07 0.50 110.80 0.00 0.00 40.00* 01, 01 0.01
741 -6 5 0.00 1290.22 2.61 110.80 0.00 0.00 40.00* D1, B1 0.07
741 -6 6 0.00 - 854.91 -1.73 110.80 107.00 1.00 16.22* E2 -2 0.11
Flexure Check (Strong Bending):
Member Load Offset Mz fbz Lu Cb Fbz Code Unity
Name Case # ft lb -ft Ksi ft Ksi Ref. Check
741 -6 1 3.87 - 1.91 0.17 3.87 2.30 33.00 03 -1 0.01
141 -6 2 0.00 37.51 3.38 3.87 1.91 44.00* 03 -1 0.08
M1 -6 3 3.87 20.24 1.83 3.87 2.30 44.00* 03 -1 0.04
141 -6 4 0.00 38.91 3.51 3.87 1.96 44.00* 03 -1 0.08
111 -6 5 0.00 -24.15 2.18 3.87 1.17 44.00* 03 -1 0.05
141 -6 6 3.87 18.33 1.65 3.87 2.30 44.00* F3 -1 0.04
Shear Check (Strong Axis):
Member Load Offset Vy fvy h /tw Fvy Code Unity
Name Case # ft lb Ksi Ksi Ref. Check
M1 -6 2 0.00 - 30.48 -0.08 3.72 26.67- 7 4 -1 0.00
3 0.00 3 . 31 0.32 _ 67 -.4-1 0.00
M1 -5 4 _ -71.33 -0.03 0.00
1 41 -6 5 0.07 -_.31 0.36 - _ - -_ 0.00
M1 -6 6 ,..00 7.46 _.02 3 0.00
Flexure Check (Weak Bending):
Member Load Offset My fby Lu Fby Code Unity
Name Case # ft 1b -ft Ksi ft Ksi Ref. Check
141 -6 1 0.00 3.82 0.35 3.87 33.00 3 -1 0.01
M1 3 3.87 2 2.50 3.87 44.00 _3-1 0.06
M1 -6 4 0.00 :.79 0.37 3.97 44.00* 03 -1 0.01
_'/11 -6 3.87 -28.52 2. 3.27 44.00- F3 0.06
111 6 3.87 26.51 2.39 _J. -t i 44.00* F3-1 05
Shear Check (Weak Axis):
Member Load Offset Vz fvz h/tw Fvz Code Unity
Name Case # ft lb Ksi Ksi Ref. Check
141 -6 - 0.00 -4.56 -0.01 3.72 20.00 04 -1 0.00
-2-
M1-6 3 C.33 10.62 0.3 3. 2.t..,1: F4-1
M1-6 4 0.30 -4.75 -0.01 3.72 26.67w F4-1 0.00
M1-6 5 0.00 -14.89 -9.04 3. 26.67 F4-1 0.30
MI-6 6 3.83 12.57 0.03 3.72 20.67 F4-1 :7.00
Combined Stresses Check:
Member Load Offset fa Fa fbz Fbz fby Fby Code Unity
Name Case # ft Ksi Ksi Ksi Ksi Ksi Ksi Ref. Check
M1-6 1 0.00 0.46 30.00 0.13 33.00 0.35 33.00 H2-1 0.03
M1 -6 2 0.00 0.04 40•00k 3.38 44.00- 0.02 44.00k H2-1 0.08
M1-6 3 3.87 -2.19 16.22* 1.83 44.00* 2.50 44.00* H1-3 0.23
M1-6 4 0.00 0.50 40.00- 3.51 44•00* 0.37 44.00* H2-1 0.10
M1-6 5 3.87 2.61 40.00* 1.50 44.00* 2.57 44.00* H2-1 0.16
M1-6 6 3.87 -1.73 16.22* 1.65 44•00* 2.39 44.00* H1-3 0.20
(*)Stress increased by 1/3 according to AISC-ASD A5.2.
Torsion checks are NOT performed!
Maximum torsional moment was 39.16 1b-ft
973 NE 95 STREET
VisualAnalysis 4.00 Report
Company: Milton Cubas, P.E., Inc. Engineer: Milton Cubas, P.E. Billing: PHONE(305)891 -4174 FAX(305)891 -4175
File: C: \My Documents \AWNINGS \IGNACIO \973 NE 95 STREET -1.vap
Summary - Node(s): N33
Node Load Case
N33 WIND + DL
N83
•
HOR WIND =10.0 PSF
DX DY DZ RX RY RZ FX FY FZ MX MY MZ
in in in deg deg deg lb lb lb lb - ft lb - ft lb - ft
0.0000 0.0000 0.0000 0.0006 - 0.0810 - 0.4737 - 113.59 1168.07 - 4.8691 -NA- -NA- -NA-
11=111 mm
Hilti AG
FL -9494 Schaan
HAP v3.3
Customer No.:
WORLD OF AWNINGS, INC
151 WEST 121 STREET
HIALEAH - FLORIDA
Phone:
Resp.:
Anchor fastening design
Location:
Page: 1 of 2
Quotation:
Project:
List No.:
Date:
Project name:
973 NE 95 STREET
2003 -05 -15
MILTON CUBAS
Anchor fastening design for Kwik Bolt 11 -1/4 x 2 1/4 (3/4)
As per Hilti USA method
Positioning
Loads
Concrete
V NiV NI
s
3 '
Vy
Compressive strength: 2000 PSI
Thickness of base material: 3.00 in
Specified depth of embedment: 0.04 in
si
\l
A
s1
Anchoring plate:
Ix =4.00 in Iy =10.00 in
s1 =3.50 in
+ Anchor
0 Anchor in slotted hole
Tensile Load:
N =114 Lbf
Shear Load:
Vx =5 Lbf Vy =1168 Lbf
Anchor
1
2
3
N [Lbf]
38
38
38
V [Lbf]
2
2
2
V [Lbf]
389
389
389
Vies [Lbf]
389
389
389
Res [Lbf]
391
391
391
a
84
84
84
f
1.00
1.00
1.00
fRV
1.00
1.00
1.00
fAN
1.00
1.00
1.00
f
1.00
1.00
1.00
Nrec [Lbf]
334
334
334
Vrec [Lbf]
452
452
452
I
0.11
0.11
0.11
I
0.86
0.86
0.86
'Res
0.81
0.81
0.81
hart [in]
15/16
15/16
15/16
Length [in]
21/4
21/4
21/4
Thread [in]
3/4
3/4
3/4
Hilti AG
FL -9494 Schaan
HAP v3.3
Customer No.:
WORLD OF AWNINGS, INC
151 WEST 121 STREET
HIALEAH - FLORIDA
Phone:
Resp.:
Anchor fastening design
Location:
Page: 2 of 2
Quotation:
Project:
List No.:
Date:
Project name:
973 NE 95 STREET
2003 -05 -15
MILTON CUBAS
Results for Kwik Bolt 11 -1/4 x 2 1/4 (3/4)
973 NE 95 STREET
VisualAnalysis 4.00 Report
Company: Milton Cubas, P.E., Inc. Engineer: Milton Cubas, P.E. Billing: PHONE(305)891 -4174 FAX(305)891 -4175
File: C: \My Documents \AWNINGS \IGNACIO \973 NE 95 STREET -1.vap
Summa - Node s : N78
HOR WIND = "0.0 PSF •
O M1
CO N
1 .98 1
Node Load Case
N78 WIND - DL (UPLIFT)
M1
179
1. e3 (uPLIT )
�Q\ 0,17 CLEF
!41.41*
c)r
•
)J E Cam `vw'
( Lk6 tc )
d� �'� rte' u ( °:C,- �'``�_ = 35Z -
DX DY DZ RX RY RZ FX FY FZ MX MY MZ
in in in deg deg deg lb lb lb lb -ft lb -ft lb -ft
0.0000 0.0000 0.0000 - 0.0439 - 0.0164 - 0.0397 - 2.3240!- 741.41 2.8237 -NA- -NA- -NA-
I \ CXDp PE�x
50 .) v GZOI.)P 1\
G = 0.55
— �J
t
, .lam+.. . - d __• { _ . l
VisualAnalysis (version 4.00) -
973 NE 95 STREET, Thu May 15 09:51:22 2003
Milton Cubas, P.E., Inc., Milton Cubas, P.E., PHONE(305)891 -4174 FAX(305)891 -4175
DL
1 •
Miami Shores Village
10050 NE 2nd Avenue
Phone: 305- 795 -2204
Contractor
Local Phone:
Signe
(INSPECTOR)
Building Permit
Permit Number: BP2003 -972
Printed: 6/16/2003 Page 1 of 1
Applicant: KENNETH SALOMON
Owner: SALOMON KENNETH
JOB ADDRESS: 973 NE 95 ST
Contractor's Address:
Parcel # 1132060143130 Legal Description: 5 -6 53 42 MIAMI SHORES SEC 3 PB 10 -37 LOTS 24 & 25 BLK 76 LOT SIZE
Fees: Description Amount
FEE2003 -3616 Building Permit Application Fee $60.00
FEE2003 -3617 Structural Fee $50.00
FEE2003 -3618 Notary Fee $5.00
Total Fees: $115.00
Permit Status: APPROVED Permit Expiration: 12/13/2003 Construction Value:
Work: WHITE VINYL AWNING OVER EXTERIOR DECK
a
$3,500.00
Total Fees: $115.00
Total Receipts: $0.00
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict
conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work
done by either myself, my agent, servants or employes.
(Contractor or Builder) BY:
r,•
JOB ADDRESS F2 3 /e
APPLICANT 5 B G 2,44 e A
PHONE#
APPUCATION 7 C , / c ' /)
CRITIQUE SHEET
SHEET OF
MISCELLANEOUS
PERMIT NO.
ADDRESS:
MIAMI SHORES VILLAGE
BUILDING / ZONING DEPARTMENT"
SECTION BY DATE
ZONING
ELECTRICAL
MECHANICAL
PLUMBING
FIRE
PUBLIC WORKS
STRUCTURAL
BUILDING OFFICIAL
1. Subject to compliance with eft Federal, Slat(
County, Wlage rules end regutatfons. YNlage assume
na responslbptty for accurdcy otlor results two{
these plans.
2. This copy of plans must be ayallabte c
buUding site or no (nspectton 'Mil be conducts.
DATE ZUNING COMMENTS
/3C)/40 i� '"c 5/7 ,4 /& /9
r / ix/ /' ho c, - 776A} 7
/ 50 6Y ,/6
INITIALS
%a igtAl/(1iA/Gs Q fl 6 v
3 S? f�. i 5 ,c)
0 7.f gUIAi 75` Sq '7 . (w 4 ( c
1
JOB S177: q73 )(X 473
_5
CODE SECTION PAGE LCCIL.riCil
PLANS Er- " rc .7 - 7777
• *.
DILTI: - 3 -(5 3
•
-