FW-16-1329 (2) Miami Shores Village g ; JUL 2120%
Building DepartmentlP
10050 N.E.2nd Avenue,Miami Shores,Florida 33138
Tel:(305)795-2204 Fax:(305)756-8972
INSPECTION LINE PHONE NUMBER:(305)762-4949
FBC 20
BUILDING Master Permit No. �
PERMIT APPLICATION Sub Permit No.
<UILDING ❑ ELECTRIC ❑ ROOFING MrReEVISION ❑ EXTENSION ❑RENEWAL
PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOBADDRESS: C{^O
City: Miami Shores County Miami Dade Zip: ' IV
Folio/Parcel#: Is the Building Historically Designated:Yes NO e
_
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder): Gtr 1('A/i n Phone#:
Address:_ J
City: l s � State: —1 Zip:
Tenant/Lessee Name: Phone#:
Email: el CONTRACTOR:Company Name: Phone#:
Address:
City: State: Zip:
Qualifier Name: Phone#:
State Certification or Registration#: Certificate of Competency#:
DESIGNER:Architect/Engineer: Phone#:
Address: City: State: Zip:
Value of Work for this Permit:$ � Square/Linear Footage of Work:
Type of Work: ❑ Additio�n�,�❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
ai
Destion of Work: C r c_ y T n m 1 CjL�(•°) CSA
Specify color of color thru tile:
Submittal Fee$ Permit Fee$ g.!�'r040J" CCF$ CO/CC$
Scanning Fee$ ® Radon Fee$ DBPR$ Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$ Bond$
TOTAL FEE NOW DUE$
(Revised02/24/2014)
Bonding Company's Name(if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name(if applicable)
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 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 a pr ved and a ein pection fee will be charged.
)
J v
Signature Signature
OWNER r CONTRACTOR
The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this
4�? —day of 20 by day of 20 by
( e
who is personally known to who is personally known to
me or who has produced 774/c, as me or who has produced as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBLIC:
Sign: Sign:
Print: Print:
PL W1,Ary Public St-'e d Flon Seal.
Seal: �0 ` °�; Joanna M Feliciano
MY Commission FF 082753
op�p4� Expires 01112120s
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
� t i
1
JUL 281
ALIOSKAR GANEM, P.E.
PIY380
Lic. # 74745
NE MIAMI GARDENS DR UNIT 251
North Miami Beach—Florida 33179
Phone(786)916-6546 Fax(305)848-9318
alioskar@hotmail.com
July 20, 2016.
Building Official
City of Miami Shores Village building Department.
Building Department
10050 NE 2 Ave
Miami Shores Village FL 33138.
RE'V10,010
RE:Wood Fence and Gates.
137 NW 106th St,
Miami Shores, FL 33150
Permit No.
• 0000 . ••
0000..
0000..
Dear BuiIdinf Official:
•����• I,Alioskar Gan6 P.E.,do hereby attest to the best of my knowledge and professional
lQdgMrient,vAUTased on a rational analysis of the proposed gates at the job site on reference,
•�•• we cold chaj�%*t*he dimensions and thickness of the Gate frame for a new section if the
0 • oontflctor ehcWrothe following spans:
000..
0000..
0.0000 .. •
••�; For clrtlrtitial span of 20'-0"we reduced to a Maximum Gate Width 6'-0" H X 15'-0"W,
••••.. forverl:icel post separation of 3'-0"width Galvanized frame HSS 2x2x1/8 (typ).
••••a For an initial span of 10'-0"we reduced to a Maximum Gate Width 6'-0" H X 5'-0"W,for
vertical post separation of 5'-0"width Galvanized frame HSS 2x2x1/8 (typ).
My statement is based an evaluation of the approved structural analysis for the steel gates and
checking the maximum span and sections described above (see appendix)
16
®®` LI OSk�o,,®
Ll
b° 4an
lips� 2b
o` r oa P. .,No.74745
r
ALIOSKAR GANEM, P.E.
Lic. #74745
1380 NE MIAMI GARDENS DR.SUITE 251
North Miami Beach—Florida 33179
Phone(786)916-6546 Fax(305)848-9318
alioskar@hotmail.com
PAGE REVi/18
COVER SHEET
DATE: JULY 19, 2016
;•.PROJECT: ••NEW FENCE &GATES 6'-0" H X 5'-0" W
0000..
• OATES 6'-0" H X 15'-0" W
0000.. 0000..
• 0000..
0000..
0.00•
0:'ALIDRE53000•;O0.,137 NW 106th St
0000. .. . 0000
• •�0���iVliamiShores, FL33150
.0000.
0000..
0.0000 .. CLIENT:���O••
•
000000 �..P,"?SIGN� "
X: oAG
' •
0000
This computation book contains manual and computerized structural calculations, certain printed
manufacturer's data and Computation pages are numbered 1 thru 18. Computations were performed to
the best of our knowledge according to sound and generally accepted engineering principals and Code
requirements, using nationally recognized computer software and in-house developed software. Prior to
commissioning into service, the in-house developed software was thoroughly checked by performing
parallel manual computations. The sign and seal provided herein are meant to cover all computation
sheets pages 1 through 18.
o loll##
!40 ®®01,®
m
m r o��� ar aner °
P�®74745 0�
� e
t
PAGE REV/18
INDEX
DESCRIPTION PAGE
Wind Design (MWFRS) 1
Steel frame to gates (properties) 3
Steel frame to gate Design 7
Design group 8
Steel post Design 17
Foundation Design (to steel post �• 18•��•
0000
0000..
0000.. 0000..
0000 . 0000..
0000..
0000 . .. 0000.
0000 ..
0000..
0000..
• �. .000.0
.
..
000 • •o
• • • 0000 00.000
1/18
MECAWind Version 2 . 1 . 0 . 6 per ASCE 7-1
Developed by MEGA Enterprises, Inc. Copyright 2016 www.mecaenterp:r.i:;es.crm,
Date 7/19/2016 Project No.
Company Name ALIOSKAR GANEM PE Designed By AG FL 74745
Address 2801 NE 183rd ST Description
City AVENTURA Customer Name
State : FL. Proj Location
File Location: \�,A:Lioskar\nr of e:'T.s',FEC7�'E\td.k'�9I SHORESS\REV 07-19-16\WIND 6FT.wnd
Other Structures & Building Appurtances MWFRS (Ch 29)
All pressures shown are based upon ASD Design, with a Load Factor of .6
Basic Wind Speed(V) = 115.00 mph
Structural Category = II Exposure Category = C
Natural Frequency = N/A Flexible Structure = No
Importance Factor = 1.00 Kd Directional Factor = 0.85
Damping Ratio (beta) = 0.01
Alpha = 9.50 Zg = 900.00 ft
At = 0.11 Bt = 1.00
Am = 0.15 Bm = 0.65
Cc = 0.20 1 = 500.00 ft
Epsilon = 0.20 Zmin = 15.00 ft
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
ZD1 •• 0.6*Ht = 15.00 ft
.•0.0, 1zt& Cc*633 Zm) 0.167 = 0.23
• Lzm: • l* (2ra7332AEpsilon = 427.06 ft
sees••
';sees Q! • (1/(1+0.b3* ( (B+Ht)/Lzm) ^0.63) )A0.5 = 0.97
�• Gusit2: 0.935;,(e(0 +1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm) ) = 0.91
sees•• �
•.•.• Gtt-OL•]actor Summary
�••:•• Nqt a FlexIM11•Structure use the Lessor of Gustl or Gust2 = 0.85
• sees
Soso•: • •• 0000•
e � Design Wind Pressure - Other Structures
::see: 00 Lev ssi�z Kzt qz W_Pres_Cf( 1.50)
s0 0�00ee psf sf
� ft 0::e
• •• p
s ------- ------- -------- -----------------
•0.00• ••s• • r--•---
• 6.40 s Q.85 1.00 14.657 18.69
sees
6.00 0.85 1.00 14.657 18.69
5.00 0.85 1.00 14.657 18.69
4.00 0.85 1.00 14.657 18.69
3.00 0.85 1.00 14.657 18.69
2.00 0.85 1.00 14.657 18.69
1.00 0.85 1.00 14.657 18.69
Note: W Pres Cf is Wind Pressure based on Cf(Force Coefficient)
Figure 29.4-1: Wind Loads for Solid Signs & Freestanding Walls
2/18 '
Case A Case
a
Rng
P
e
Rauge
Cf - Force Coefficient = 1.50
Rd - Reduction Factor (1- (1-E)'1.5) = 1.00
Kz = 0.85 WIND PRESSURE
Kzt = 1.00 DESIGN
14,657
Wind Pressure at Elevation 6 £t = 18.937 psf
Notes: 1) Signs with openings comprising < 30% of gross area are considered solid
signs
2) Force Coefficients for solid signs with openings shall be multiplied by Rd
3) Case C only applies when Bs >= 2 •e •
•••••• ••••••
• • •••••• •••••
•.•• •• • •Goes•
see:**
eos••G • 0
• • • e••• 0000•0
.. .. 3/18
. . . . . . . . . .
GATES ' ' • • • • • •
Jul 19,2016;09:39 AM
IES MsualAna"s 8.00.0013 • • • •
ASIVANP
HSS2x2xii8
• . o 0 0
= p• i•i i ��R > •
ASTM A36
HSS2x2xl/8
rmmmmmmwmml
ASTM A36 ASTM A36 ASTM A36 ASTM A36 ASTM A36
HSSZx2x1i8 HSS2x2x1d8 HSS2x2x1/8 HSS 1/8 HSS2x2x1f8
� s� � � ca
(n0 � ss �
ASTM A36 ASTM A36 ASTM A36 ASTM A36 6,STM A36
HS32x2x1/8 HSS2x2xl/8 HSS2x2ft1/8 HSS2x2x1/8 S2x2xl/8
4/18
GATES
Jul 19,2016:09:40 AM
IES Msu®IAm"Is 8.00.0013
GALV STEEL FRAME 6 ' -0" H X 5 ' -0" W
L=5 ft
rid° r
rn �
x �
L=5 ft
GALV STEEL FRAME 6 ' -0" H X 15 ' -0" W
/L=3 L=3 ft L=3 ft L=3 ft L=3 ft
ip
L=3 ft L=3 ft L=3 ft L=3 ft A L=3 ft
go* e0o
• ••• • • • • ••
go
• • ••• or ••• •
OV
• • • • • • • • • •
•• •• • • • •• •• •
OGG
:•••: : : :•.•: 5/18
GATES0 Gas
: : : :•: : : :
Jul 19,2016:09:40 AM
IES VisualAnalysis 8.00.0013
•• • • • •• •• ••
a 000 so
•• • • • s • •• ••
6/18
GATES
Jul 19,2016;49:41 AM
Load Case:W+Y = 19psf x3ft=571b/ft
IES vlsualAnarysis 8.00.4413 w+y p_.. ._—,--
w+y= 19psf x3ft=571b/ft
• ••• • • • • •• ••
• • • • • • 000•
Ey
= 19psf x3ft=57lb/ft
. ••• _
. . . . . . . . . .
7/18
GATES
Jul 19,201$;09:41 Affil
Design View,Unity Checks
IES VisualAnalysis 8.00.0013
GALV STEEL FRAME 6 ' -0 " H X 5 ' -0" W
0.091
t
0.103
GALV STEEL FRAME 6 ' -0" H X 15 ' -0" W
565o• •••• • •. •"—• p X62
•••••
•••••••••• • • h •• ••
•
078 0. 0.5t�1
••
•••••• 0.• •• •• i
o
� • a 0 0 0 p
0
• •• ••• •
•••••• •• ••• ••
•••••• • • • •
*go* 0.511 0.790 0.738 0.782 0.565 g
71opgIll
_sem
Project: GATES 8/18
July 19, 2016
Design Group Results
Design Group: Steel Beam X_G01 per AISC ASD(2005)
Designed As: HSS20x1/8,Material:\Steel\ASTM A36
Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
BmX001 D+0.6W»+Y 3.0000 H1-1b 0.5112 OK .Cb= 1 ,
eeee Lb=3ft
•••• anIxone e e e' . D,+0.6W»+Y 3.0000 H1-1b 0.7898 OK Cb=1 ,
e Lb=3
ft
„ � •PmX00.6W +Y 1.5000 H1-1b 0.7979 OK KL 3 ft•a • **:so* Cb= 1
eeee.e Lb=3ft.. imX00aDt0.6W»+Y 0.0000 H1-1b . KL=3 ft
,
846:49 Cb=1
ee: • • Lb=3ft
• •• $mX005•••! s• 0*0.6W»+Y 3.0000 H1-1b 0.5649 OK KLz=2.8500 ft,
e • ..••.• KLy=3ft,
' • • • Cb= 1 ,
•••••• Lb=3ft
e e• jmX006e...e •e J�0.6W»+Y 3.0000 HI-lb 0.7617 OK Lb=3 ft
BmX007 a D+0.6W»+Y 1.5000 H1-1b 0.7978 OK Cb= 1 ,
Lb=3ft
BmX008 D+0.6W»+Y 0.0000 H1-1b 0.7898 OK Cb= 1 ,
Lb=3ft
BmX004-0 D+0.6W»+Y 0.0000 H1-1b 0.5647 OK Cb=1 ,
Lb=3ft
BmX008-0 D+0.6W»+Y 0.0000 H1-1b 0.5112 OK Cb= 1 ,
Lb=3ft
BmX001-0 D+0.6W»+Y 2.7000 H1-1b 0.0914 OK Cb= 1 ,
Lb=5ft
BmX005-0 D+0.6W»+Y 2.5000 H1-1b 0.1032 OK Cb= 1 ,
Lb=5ft
Axial Check
Member Result Offset Demand Fx Capacity Fx Code Unity Details
Name Case ft Ib Ib Ref. Check
BmX001 D+0.75(L+0.6W+Lr)))+Y 3.0000 0.1798 16093.5467 E3-2FB 0.0000 OK KLz=2.8500 ft,
KLy=3ft
Page 1
VisualAnalysis 8.00(www.iesweb.com)
Project: GATES 9/18
July 19, 2016
BmX002 D+0.75(L+0.6W+Lr)»+Y 3.0000 0.2987 16093.5467 E3-2FB 0.0000 OK Lu=3 ft,
KL=3ft
BmX003 D+0.75(L+0.6W+Lr)»+Y 3.0000 26.8376 16093.5467 E3-2FB 0.0017 OK Lu=3 ft,
KL=3ft
BmX004 D+0.75(L+0.6W+Lr)»+Y 3.0000 26.7426 16093.5467 E3-2FB 0.0017 OK Lu=3 ft,
KL=3ft
BmX005 D+0.75(L+0.6W+Lr)))+Y 3.0000 54.0587 16093.5467 E3-2FB 0.0034 OK KLz=2.8500 ft,
KLy=3ft
BmX006 D+0.75(L+0.6W+Lr)»+Y 3.0000 26.7426 18107.7839 D2-1 0.0015 OK
BmX007 D+0.75(L+0.6W+Lr))>+Y 3.0000 26.8376 18107.7839 D2-1 0.0015 OK
BmX008 D+0.75(L+0.6W+Lr)»+Y 3.0000 0.2987 18107.7839 D2-1 0.0000 OK
BmX004-0 D+0.75(L+0.6W+Lr) »+Y 3.0000 54.0587 18107.7839 D2-1 0.0030 OK
BmX008-0 D+0.75(L+0.6W+Lr)»+Y 3.0000 0.1798 18107.7839 D2-1 0.0000 OK
BmX001-0 D+0.75(L+0.6W+Lr)»+Y 5.0000 1.4274 13049.8486 E3-2FB 0.0001 OK KLz=4.1000 ft,
KLy=5ft
BmX005-0 D+0.75(L+0.6W+Lr)»+Y 5.0000 0.2290 13049.8486 E3-2FB 0.0000 OK KLz=4.1000 ft,
KLy=5ft
Strong FWAure Check
• k4embdr.;.. Result. Offset Demand Mz Capacity Mz Code Unity Details
••• ame Case` ft Ib-ft Ib-ft Ref. Check
•• • �mX00T;'0.; D+.0.6W>>+Y 1.2600 2.2005 1049.1018 F7-1 0.0021 OK Lb=3 ft,
. . .
Cb= 1
BmX002 • D+0.3H•• 0.0000 -2.4881 1049.1018 F7-1 0.0024 OK Lb=3 ft,
0000•• • • Cb= 1
.00: mX003 • D+0 d6 •• 0.0000 -2.2388 1049.1018 F7-1 0.0021 OK Lb=3 ft,
::00&0 0000 : 000000
Cb= 1
•. E:mXO04• •• D+0:6M- 3.0000 -2.8900 1049.1018 F7-1 0.0028 OK Lb=3 ft,
*0:000Cb 1
.•.. X005• D 1fM •• 0.0000 -2.2697 1049.1018 F7-1 0.0022 OK Lb=3 ft,
• • ••• • •• Cb= 1
.;...I rnX006 .... DAA : 0.0000 -2.8900 1049.1018 F7-1 0.0028 OK Lb=3 ft,
000000 Cb= 1
BmX007 D+0.6H 3.0000 -2.2388 1049.1018 F7-1 0.0021 OK Lb=3 ft,
Cb= 1
BmX008 D+0.6H 3.0000 -2.4881 1049.1018 F7-1 0.0024 OK Lb=3 ft,
Cb= 1
BmX004-0 D+0.6H 3.0000 -2.2697 1049.1018 F7-1 0.0022 OK Lb=3 ft,
Cb= 1
BmX008-0 D+0.6W»+Y 1.7400 2.2005 1049.1018 F7-1 0.0021 OK Lb=3 ft,
Cb= 1
BmX001-0 D+0.6W v+Y 2.2000 6.0714 1049.1018 F7-1 0.0058 OK Lb=5 ft,
Cb= 1
BmX005-0 D+0.6H 0.0000 -5.8913 1049.1018 F7-1 0.0056 OK Lb=5 ft,
Cb= 1
Page 2
Visua/Analysis 8.00(www.iesweb.com)
Project: GATES 10/18
July 19,2016
Weak Flexure Check
Member Result Offset Demand My Capacity My Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
BmX001 0.6D+0.6W v+Y 3.0000 -534.1732 1049.1018 F7-1 0.5092 OK
BmX002 0.6D+0.6W»+Y 3.0000 -826.8441 1049.1018 F7-1 0.7881 OK
BmX003 0.6D+0.6W»+Y 1.5000 -834.8814 1049.1018 F7-1 0.7958 OK
BmX004 0.6D+0.6W»+Y 0.0000 -797.0479 1049.1018 F7-1 0.7597 OK
BmX005 0.6D+0.6W»+Y 3.0000 -589.5512 1049.1018 F7-1 0.5620 OK
BmX006 0.6D+0.6W»+Y 3.0000 -797.0479 1049.1018 F7-1 0.7597 OK
Bn-X007 0.6D+0.6W»+Y 1.5000 -834.8814 1049.1018 F7-1 0.7958 OK
BmX008•..• 0.6D+0.6W))+Y 0.0000 -826.8441 1049.1018 F7-1 0.7881 OK
sees PMX004.0e..• 0.6D+0.6W»+Y 0.0000 -589.5512 1049.1018 F7-1 0.5620 OK
• BmX008-0 0.66+0.60V»+Y 0.0000 -534.1732 1049.1018 F7-1 0.5092 OK
•' BmX00I-Or'** 0.6D+d.6W»+Y 2.7000 -90.1447 1049.1018 F7-1 0.0859 OK
BmX00t-0 O.815J0.lvv»+Y 2.5000 -102.7854 1049.1018 F7-1 0.0980 OK
e sees..
.sees.
' Stron 'Shur ChOW G o
-**:'NembeFw 0 Resulf"' Offset Demand Vy Capacity Vy Code Unity Details
*o"Name.:...: Cases":" ft lb Ib Ref. Check
" timX001 D+0.6Ao Go 3.0000 -134.4860 6001.4370 G2-1+St.Venant 0.0224 OK
.' BmX002 ' D+0.j3(-'-6:W+Lr)»+Y 0.0000 189.0180 6001.4370 G2-1+St.Venant 0.0315 OK
"•' $mX00.'i;...; D+0.15(L+06W+Lr)»+Y 0.0000 111.1363 6001.4370 G2-1+St.Venant 0.0185 OK
... :3mX004 • D+O. M 0 3. 0000 -36.2102 6001.4370 G2-1+St.Venant 0.0060 OK
• $mX005•••• D+0.15a.&Q.6W+Lr)»+Y 0.0000 167.6109 6001.4370 G2-1+St.Venant 0.0279 OK
BmX00'6 '..' D+0.75(L+0.6W+Lr)»+Y 0.0000 36.2102 6001.4370 G2-1+St.Venant 0.0060 OK
BmX007 D+0.6H 3.0000 -111.1363 6001.4370 G2-1+St.Venant 0.0185 OK
BmX008 D+0.6H 3.0000 -189.0180 6001.4370 G2-1+St.Venant 0.0315 OK
BmX004-0 D+0.6H 3.0000 -167.6109 6001.4370 G2-1+St.Venant 0.0279 OK
BmX008-0 D+0.75(L+0.6W+Lr)»+Y 0.0000 134.4860 6001.4370 G2-1+St.Venant 0.0224 OK
BmX001-0 D+0.6H 5.0000 -308.1456 6001.4370 G2-1+St.Venant 0.0513 OK
BmX005-0 D+0.75 L+0.6W+Lr »+Y 0.0000 255.8700 6001.4370 G2-1+St.Venant 0.0426 OK
Weak Shear Check
Member Result Offset Demand Vz Capacity Vz Code Unity Details
Name Case ft Ib lb Ref. Check
BmX001 D+0.6W»+Y 0.0000 -378.8820 6001.4370 G2-1+St.Venant 0.0631 OK
BmX002 D+0.6W»+Y 0.0000 -335.5981 6001.4370 G2-1+St.Venant 0.0559 OK
BmX003 D+0.6W»+Y 3.0000 158.6904 6001.4370 G2-1+St.Venant 0.0264 OK
BmX004 D+0.6W»+Y 3.0000 180.6864 6001.4370 G2-1+St.Venant 0.0301 OK
BmX005 D+0.6W»+Y 0.0000 -414.1165 6001.4370 G2-1+St.Venant 0.0690 OK
BmX006 D+0.6W»+Y 0.0000 -180.6864 6001.4370 G2-1+St.Venant 0.0301 OK
BmX007 D+0.6W»+Y 0.0000 -158.6904 6001.4370 G2-1+St.Venant 0.0264 OK
BmX008 D+0.6W»+Y 3.0000 335.5981 6001.4370 G2-1+St.Venant 0.0559 OK
Page 3
VisualAnalysis 8.00(www.iesweb.com)
Project: GATES 11/18
July 19, 2016
BmX004-0 D+0.6W»+Y 3.0000 414.1165 6001.4370 G2-1+St.Venant 0.0690 OK
BmX008-0 D+0.6W»+Y 3.0000 378.8820 6001.4370 G2-1+St.Venant 0.0631 OK
BmX001-0 D+0.6W»+Y 0.0000 -393.2574 6001.4370 G2-1+St.Venant 0.0655 OK
BmX005-0 D+0.6W»+Y 0.0000 -333.8723 6001.4370 G2-1+St.Venant 0.0556 OK
•..•.• . • • •
..•.. . . ...•..
•.•.• •. • .•.•
•
...••. •• .•.••.
•..•.• •••. • •
Page 4
VisualAnalysis 8.00(www.iesweb.com)
Project: GATES 12/18
July 19, 2016
Design Group Results
Design Group: Steel_Column_G02 per AISC ASD (2005)
Designed As: HSS2x2x1/8, Material:\SteeIWSTM A36
Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
COL001 D+0.6W»+Y 6.0000 H1-1b 0.0182 OK Cb= 1 ,
•••• Lb=6ft
•••• E01-00140.•.' .D+O,6W»+Y 0.0000 HI-1b 0.0306 OK KLz=4.3500 ft,
�. . ... KLy=6ft,
Cb=1 ,
.••• • •. 0000..
• Lb=6ft
�••• FOL001� �� ��000*6W»+Y 6.0000 H1-1b 0.0424 OK Cb=1 ,
. . . • . Lb=6ft
."M01-001-`f ' '17+b.6W»+Y 0.0000 H1-1b 0.0428 OK KLz=4.3500 ft,
•.• • • • 000000 KLy=6ft,
.00.00 000000
.•.• 0 . Cb=1 ,
00 . 000000 Lb=6 ft
•s••e E01-001.3 • : b+Oi6W»+Y 6.0000 H1-1b 0.0302 OK Cb= 1 ,
• • .•..•: • . Lb=6ft
"0*01;OL001A,,. ; %+.T6W»+Y 0.0000 H1-1b 0.0183 OK Cb= 1 ,
• . -
. .� Lb=6ft
COL001-5 D+0.6W»+Y 6.0000 H1-1b 0.0303 OK Cb= 1 ,
Lb=6ft
V006 D+0.6W»+Y 3.0000 H1-1b 0.2007 OK Cb=1 ,
Lb=6ft
Axial Check
Member Result Offset Demand Fx Capacity Fx Code Unity Details
Name Case ft Ib Ib Ref. Check
COL001 D+0.6H 0.0000 8.5882 11298.2492 E3-2FB 0.0008 OK KLz=4.5000 ft,
KLy=6ft
COL001-0 D+0.75(L+0.6W+Lr)»+Y 0.0000 26.7106 11298.2492 E3-2FB 0.0024 OK KLz=4.3500 ft,
KLy=6ft
COL001-1 D+0.75(L+0.6W+Lr)»+Y 6.0000 25.0256 18107.7839 D2-1 0.0014 OK
COL001-2 D+0.75(L+0.6W+Lr)»+Y 0.0000 25.0256 11298.2492 E3-2FB 0.0022 OK KLz=4.3500 ft,
KLy=6ft
COL001-3 D+0.75(L+0.6W+Lr)»+Y 6.0000 26.7106 18107.7839 D2-1 0.0015 OK
COL001-4 D+0.6H 0.0000 8.5882 11298.2492 E3-2FB 0.0008 OK KLz=4.5000 ft,
KLy=6ft
Page 1
VisualAnalysis 8.00(www.iesweb.com)
Project: GATES 13/18
July 19, 2016
COL001-5 D+0.6H 0.0000 8.5882 11298.2492 E3-2FB 0.0008 OK KLz=4.7000 ft,
KLy=6ft
V006 D+0.6H 3.0968 16.3251 11298.2492 E3-2FB 0.0014 OK KLz=4.7000 ft,
KLy=6ft
Strona Flexure Check
Member Result Offset Demand Mz Capacity Mz Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
COL001 D+0.6H 6.0000 -2.9091 1049.1018 F7-1 0.0028 OK Lb=6 ft,
Cb=1
COL001-0 D+0.6H 0.0000 0.3712 1049.1018 F7-1 0.0004 OK Lb=6 ft,
Cb=1
COL001-1 D+0.6H 0.0000 0.2942 1049.1018 F7-1 0.0003 OK Lb=6 ft,
Cb=1
COL001-2 D+0.6H 6.0000 0.2942 1049.1018 F7-1 0.0003 OK Lb=6 ft,
Cb=1
COL001-3 D+0.6H 6.0000 0.3712 1049.1018 F7-1 0.0004 OK Lb=6 ft,
Cb=1
COL001-4 .• D+0.6H 0.0000 -2.9091 1049.1018 F7-1 0.0028 OK Lb=6 ft,
0.:..*
••• �OL001-5 • D4j1SH ; 6.0000 -7.5547 1049.1018 F7-1 0.0072 OK Lb=6 ft,
0.000• Cb= 1
0:* '00006 0006 • D+06H 0.0000 -8.5787 1049.1018 F7-1 0.0082 OK Lb=6 ft,
•
Gooses
Cb= 1
.O.:*Weak F1ex0re ChecV**
•e' ember Renu t • Offset Demand My Capacity My Code Unity Details
G e. (lame Go Case G e ft Ib-ft Ib-ft Ref. Check
COL001 0.6D-m0.6W»+Y 6.0000 -15.9262 1049.1018 F7-1 0.0152 OK
G"• COL0OV. 0.6b+0r6e%&»+Y 0.0000 30.5362 1049.1018 F7-1 0.0291 OK
•
e• COL001=1 *0* 0.6' +0 9W»+Y 6.0000 43.4517 1049.1018 F7-1 0.0414 OK
••••faOL001,iZ•••• 0.6[1+0.60))+Y 0.0000 43.4517 1049.1018 F7-1 0.0414 OK
COL001-24669 0.6D+0.6W»+Y 6.0000 30.5362 1049.1018 F7-1 0.0291 OK
COL001-4 0.6D+0.6W»+Y 0.0000 -15.9262 1049.1018 F7-1 0.0152 OK
COL001-5 0.6D+0.6W»+Y 6.0000 23.9594 1049.1018 F7-1 0.0228 OK
V006 0.6D+0.6W»+Y 3.0000 209.1039 1049.1018 F7-1 0.1993 OK
Strona Shear Check
Member Result Offset Demand Vy Capacity Vy Code Unity Details
Name Case ft Ib Ib Ref. Check
COL001 D+0.75(L+0.6W+Lr)»+Y 6.0000 -122.5465 6001.4370 G2-1+St.Venant 0.0204 OK
COL001-0 D+0.75(L+0.6W+Lr)»+Y 6.0000 -83.4267 6001.4370 G2-1+St.Venant 0.0139 OK
COL001-1 D+0.75(L+0.6W+Lr)»+Y 6.0000 -21.9029 6001.4370 G2-1+St.Venant 0.0036 OK
C01-001-2 D+0.75(L+0.6W+Lr)»+Y 6.0000 21.9029 6001.4370 G2-1+St.Venant 0.0036 OK
Page 2
Visua/Analysis 8.00(www.iesweb.com)
Project: GATES 14/18
July 19,2016
COL001-3 D+0.75(L+0.6W+Lr)»+Y 6.0000 83.4267 6001.4370 G2-1+St.Venant 0.0139 OK
COL001-4 D+0.75(L+0.6W+Lr)»+Y 6.0000 122.5465 6001.4370 G2-1+St.Venant 0.0204 OK
COL001-5 D+0.75(L+0.6W+Lr)»+Y 6.0000 -71.2714 6001.4370 G2-1+St.Venant 0.0119 OK
V006 D+0.75 L+0.6W+Lr »+Y 3.0000 21.4217 6001.4370 G2-1+St.Venant 0.0036 OK
Weak Shear Check
Member Result Offset Demand Vz Capacity Vz Code Unity Details
Name Case ft Ib Ib Ref. Check
COL001 D+0.6W»+Y 6.0000 -126.5569 6001.4370 G2-1+St.Venant 0.0211 OK
COL001-0 D+0.6W»+Y 6.0000 -87.6488 6001.4370 G2-1+St.Venant 0.0146 OK
COL001-1 D+0.6W»+Y 6.0000 27.1706 6001.4370 G2-1+St.Venant 0.0045 OK
COL001-C••f D+0.6W»+Y 6.0000 -27.1706 6001.4370 G2-1+St.Venant 0.0045 OK
••.• COL00T-3••.• D+OOW»*Y 6.0000 87.6488 6001.4370 G2-1+St.Venant 0.0146 OK
�• COL001-4 ... D+0.6VV a?*Y 6.0000 126.5569 6001.4370 G2-1+St.Venant 0.0211 OK
::.4 f C,OL002,5• D+Q�64))Y 6.0000 69.6503 6001.4370 G2-1+St.Venant 0.0116 OK
• 006 D+0.6W»+Y 3.0000 111.3999 6001.4370 G2-1+St.Venant 0.0186 OK
f
•
Page 3
VisualAnalysis 8.00(www.iesweb.com)
Project: GATES 15/18
July 19,2016
Design Group Results
Design Group: Steel V Brace G03 per AISC ASD (2005)
Designed As:HSS2x2x1/8,Material:\Steel\ASTM A36
Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
V001 D+0.6W»+Y 6.7082 H1-1b 0.0957 OK Cb= 1 ,
Lb=6.7082 ft
V002 D+0.6W»+Y 6.7082 HI-1b 0.1383 OK KL=6.7082 ft,
Cb= 1 ,
Lb=6.7082 ft
V003 D+0.6W»+Y 6.7082 H1-1b 0.1345 OK Cb= 1 ,
Lb=6.7082 ft
V004 D+0.6W»+Y 0.0000 H1-1b 0.1372 OK Cb= 1 ,
• .• Lb=6.7082 ft
V005 '.;.•' D W.6W»+Y 0.0000 H1-1b 0.0982 OK KL=6.7082 ft,
Cb I
••.• • . . •
Lb
..••••
•:•• V001-0 • 1)+Q;W.+Y 7.8102 H1-1b 0.0434 OK Cb=6.7082ft
Lb=7.8102ft
.":'Axial CReck •.•.••
••. ember -Result.....
Offset Demand Fx Capacity Fx Code Unity Details
:•.. Dame a GeCase ft Ib Ib Ref. Check
001 D+00.7.7� 0,*QJ6.W+Lr)»+Y 0.0000 128.9742 18107.7839 D2-1 0.0071 OK
':0' 002 �••.••D+ � L+0.6W+L0»+Y 0.0000 67.6202 10041.4773 E3-2FB 0.0067 OK Lu=6.7082 ft,
• • • • KL=6.7082 ft
0000M03 �0000.D+0.6H' ' 6.7082 8.5882 10041.4773 E3-2FB 0.0009 OK Lu=6.7082 ft,
**a* KL=6.7082 ft
V004 D+0.75(L+0.6W+Lr)»+Y 6.7082 67.6202 18107.7839 D2-1 0.0037 OK
V005 D+0.75(L+0.6W+Lr)»+Y 6.7082 128.9742 10041.4773 E3-2FB 0.0128 OK Lu=6.7082 ft,
KL=6.7082 ft
V001-0 D+0.6H 0.0000 13.7400 18107.7839 D2-1 0.0008 OK
Strong Flexure Check
Member Result Offset Demand Mz Capacity Mz Code Unity Details
Name Case ft Ib-ft Ib-ft Ref. Check
V001 D+0.6H 6.7082 -5.8488 1049.1018 F7-1 0.0056 OK Lb=6.7082 ft,
Cb= 1
Page 1
Visua/Analysis 8.00(www.iesweb.com)
Project: GATES 16/18
July 19, 2016
V002 D+0.6H 6.7082 -4.9365 1049.1018 F7-1 0.0047 OK Lb=6.7082 ft,
Cb=1
V003 D+0.6H 6.7082 -4.7078 1049.1018 F7-1 0.0045 OK Lb=6.7082 ft,
Cb=1
V004 D+0.6H 0.0000 -4.9365 1049.1018 F7-1 0.0047 OK Lb=6.7082 ft,
Cb=1
V005 D+0.6H 0.0000 -5.8488 1049.1018 F7-1 0.0056 OK Lb=6.7082 ft,
Cb= 1
V001-0 D+0.6H 7.8102 -7.4912 1049.1018 F7-1 0.0071 OK Lb=7.8102 ft,
Cb= 1
Weak FI re Check
.... lAemb@r•...• Re%ult Offset Demand My Capacity My Code Unity Details
Name C ses • ft Ib-ft Ib-ft Ref. Check
�;.. x(001 :.6 0.§4+Q 6W»+Y 6.7082 -91.3570 1049.1018 F7-1 0.0871 OK
• x/002 • 0.6 .90V»+Y 6.7082 -137.4999 1049.1018 F7-1 0.1311 OK
•••• V003 0.Wd.G0v»+Y 0.0000 -135.9092 1049.1018 F7-1 0.1295 OK
• x/004 .' •': 0.6Ln*O.t VV»+Y 0.0000 -137.4999 1049.1018 F7-1 0.1311 OK
.": x/005 " ' 0.6B*e.15W»+Y 0.0000 -91.3570 1049.1018 F7-1 0.0871 OK
V001-0 • • 0. ®* AW»+Y 7.8102 37.7666 1049.1018 F7-1 0.0360 OK
Strong Shear Ch"*:
0*00'Wlembe=.•.; Reseflt Offset Demand Vy Capacity Vy Code Unity Details
:... SVame • Cas • ft Ib Ib Ref. Check
' 001 .';"� D+0.75(L".6W+Lr)»+Y 6.7082 -916.4743 6001.4370 G2-1+St.Venant 0.1527 OK
V002 • •• D+0.75(L+0.6W+Lr)»+Y 6.7082 -2213.4302 6001.4370 G2-1+St.Venant 0.3688 OK
V003 D+0.75(L+0.6W+Lr)»+Y 6.7082 -2648.4557 6001.4370 G2-1+St.Venant 0.4413 OK
V004 D+0.75(L+0.6W+Lr)»+Y 0.0000 2213.4302 6001.4370 G2-1+St.Venant 0.3688 OK
V005 D+0.75(L+0.6W+Lr)»+Y 0.0000 916.4743 6001.4370 G2-1+St.Venant 0.1527 OK
V001-0 D+0.75 L+0.6W+Lr »+Y 7.8102 -409.1846 6001.4370 G2-1+St.Venant 0.0682 OK
Weak Shear Check
Member Result Offset Demand Vz Capacity Vz Code Unity Details
Name Case ft Ib Ib Ref. Check
V001 D+0.6W»+Y 6.7082 -924.2173 6001.4370 G2-1+St.Venant 0.1540 OK
V002 D+0.6W»+Y 6.7082 -2216.4640 6001.4370 G2-1+St.Venant 0.3693 OK
V003 D+0.75(L+0.6W+Lr)»+Y 6.7082 2644.1616 6001.4370 G2-1+St.Venant 0.4406 OK
V004 D+0.6W»+Y 6.7082 2216.4640 6001.4370 G2-1+St.Venant 0.3693 OK
V005 D+0.6W»+Y 6.7082 924.2173 6001.4370 G2-1+St.Venant 0.1540 OK
V001-0 D+0.6W»+Y 7.8102 410.1715 6001.4370 G2-1+St.Venant 0.0683 OK
Page 2
VisualAnalysis 8.00(www.iesweb.com)
17/18
STEEL POST DESIGN BASED
WIND PRESSURE = 19 psf (ASD)
Tributary Width = 9.5 ft
Cd = 1.6 W(LOAD) L(SPAM)
W= WIND PRESSURE x TRI B. WIDTH
W LOAD)= 180.50 Lb /ft
L (SPAM) — 6 ft
Width = 4.00 in
Depth = 4.00 in
M = W x L2 P (TOTAL)= M
2 ( L/2 )
M = 38988.00 Lb - in P (TOTAL)= 1083.0 Lb
S = M
F'b
Fb = 50 Ksi
S = 0.49 in3 <Sx,ok Sx =3.93in3
S = 38988.00 Lb - in
80,000 psi CD =*'1:6'd&e:tdVJmd: •ee
. .. . .• •
• •
. •. ..
. . .
• • • • . • •
see
Ole
USE ADE .H . 0:6 „4';x11 ." Sx 3.9 in3 )
.. . . . . . . . .
. .. .. . . *so. . .
... . . . . ... . .
off
. . . . • •
•• •• •. . . . .
. • . .. ..
... . . ... . .
18/18
POST EMBEDDED IN CONCRETE FOOTINGS IN EARTH
F.B.C. 1819.7.2.1 UNCONSTRAINED
b = diameter of round post or diagonal dimension of square post or footing, feet.
d = depth of embedment in earth in feet but not over 12 feet for
purpose of computing lateral pressure.
h = distance in feet from ground surface to point of application of P.
P = applied lateral force, pounds.
S_1 =Allowable lateral soil-bearing pressure as set forth in Table §1819.6 based on a depth
of one-third the depth of embedment, pounds per square foot.
F = 2 (FBC 1819.6.1)
S3 = FxSxD d = 0.5A(1 + [ 1 + ( 4.36hIA ) ] "1/2}
S1 = S3 A= 2.34P / ( S_1 b )
TRIAL
F b (ft) PE (Lb)
4.00 400.00 2.56 1600 1.54 1083.00 2.50 1.24 2.56
4.00 400 2.56 1600 1.50 1083 2.50 1.24 2.56
4.00 400 2.56 1600 1.50 1083 2.50 1.24 2.56
4.00 400 2.56 1600 1.50 1083 2.50 1.24 2.56
4.00 400 2.56 1600 1.50 1083 2.50 1.24 2.56 P= 1083 Lb
4.00 400 2.56 1600 1.50 1083 2.50 1.24 2.56
4.00 400 2.56 1600 1.50 1083 2.50 1.24 2.56
4.00 400 2.56 1600 1.50 1083 2.50 1.24 2.56
4.00 400 2.56 1600 1.50 1083 2.50 1.24 2.56 h= 3.00 ft
4.00 400 2.56 1600 1.50 1083 2.50 1.24 2.56
USE .. . . .
. ... . . . . .. .
CONCRETE FOOTING ••• •• d= 31 in
b = 18 " O and . d = ... .Al "•Q•eep
. . . . . . . . ..
• . ••. . • • • •..
b= 18 in
• • • • • • • • • •
•• •• • • • •• •• •
• • ••• • • • •••