ACT-13-1741Miami Shores Village _
Building Department A IA U 3 L�1
10050 N.E.2nd Avenue, Miami Shores, Florida 33138 ,
Tel: (305) 795.2204 Fax: (305) 756.8972
INSPEC"l ION'S PHONE NUMBER: (305) 762.4949
FBC 20
BUILDING�
Permit No. ` L� �
PERMIT APPLICATION Master Permit No.
Permit Type: BUILDING
ROOFING
JOB ADDRESS. 361 NE 102 ST.
City: Miami Shores County: Miami Dade Zip: 33138
Folio/Parcel#
Is the Building Historically Designated: Yes NO X Flood Zone:
OWNER: Name (Fee Simple Titleholder): Connie Benson Phone#: 305 790-3069
Address: 361 NE 102 ST.
City: Miami Shores
TenantlUssee Name: N/A
Email: NIA
State. FL. Zip: 33138
CONTRACTOR: Company Name. Jorge Enterprises Inc. phone# 305 525-7824
Address: 5990 SW 22 ST.
City. Miami State: FL. gip. 33155
Qualifier Name: Gonzalo Jorge phones 305 525-7824
State Certification or Registration #: CGC1512265 Certificate of Competency #:
Contact Phone# 305 525-7824 Email Address: gojorgenow@yahoo.com
DESIGNER: Architect/Engineer. I Engineer PLLC phonet 954 2742429
Value of Work for this Permit: $ 750 SquarejUnear Footage of Work.. 40 SQ. Ft
Type of Work: OAddition OAlteralion ONew ORepair/Replace ODemolition
Description of Work: Canvas Awning Canopies over Front & Side Door
Color thm tile:
Submittal Fee $ Permit Fee $ CCF $ CO/CC $
Scanning Fee $ Radon Fee $ DBPR $ Bond $
Notary $ Training/Educatiou Fee $ Technology Fee $
Double Fee $ Structural Review $
TOTAL FEE NOW DUE $
I
Bonding Company's Name (if applicable) N/A
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable) N/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
BIPROVEMENTS 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. of such posted notice, the
inspection will not be approved and a reinspection fee will be charged
Signature
Own Agent
The foregoing instrument was acknowledged ore me this
day of 20®/ , by
who itsnaIIyImo wn or who has produced
M As identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print:
,/ Contractor
The foregoing )"eat was acknowledged before me this dl!"
day of ��t 20 l�by
who is person kno to me or who has produced
as identification and who did take an oath.
aat;: ;moo COWAO JORGE
My Commission Expires: * COMMISSION g 035417
EXPIRES: February 16, 2015
�4�C;Wdi' Bonded Tree Bu* Ndhw Sr"
APPROVED BY �) Plans Examiner
7l � Structural Review
(Revised 3/12=2)(Revised 07/10/07)0tevlsed 06/10=W)(Revised 3/15/09)
NOTARY PUBLIC:
Sign:
My v Public - staw et.flwaa
:6omm. Expiroa Oet 26; 2014
Commission iv EE 38220
96nW'Throu9h National Notary Assn
Zoning
Clerk
1141
FD, 1/2- IRON cv _ w
PIPE — NO CAP oLr) ASPHALT a, o 15 FT. -'ALLEY
M 89'16 01 ''`" E -125.00'(R & M
0.4 4 FT. L. FENCE .n S.
C.
S. c.i �.
19.
\� a A/C B.S. �WALL
® N SLAB 56.15'
12.2' 0 0-9'\\ELECT.' METER
CV
CO C. '
k
SL Buj
ci
W
°° • U N
u r o
o u
o wIS J (n J
2.0 2:0
O
w in
U �
56.60'
0 Lar
3
/�l%n%Sh�RC
4-:
L�
d'
0.2'
FD. DRILL HOLE
IN CONC. WALK
a,
U')
5 ®wrr-
.� N
00
N n N
5a1=T. t'O,�IG°:.. S1[sIh1A°K.� , . aa• a ' p .
S !�901100'0 5.00' FD. 1/2- IRO
CONC. NO CAP
ASPHALT DRIVE
N. E. 102ND S T
75 FT R/W
Trdifirate of Ntamr TArst'staurit
STEip REGISTERED ISSUED BY
APPLICATION HER MUTE PRODUCTS VVC Date Work Performed
CONCERN NO. PO BOX 435
EMIGSVILLE PA 17318 2/20/2013
�F
El F-06901
This is to certify that the materials described below have been flame-retardant treated (or are inherently nonflammable).
FOR
TRI VANTAGE LLC
AT
1831 NORTH PARK AVENUE
CITY
GLEN RAVEN .
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
Method of application
Chem. Reg. No,
x (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 ofApplicator 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
copv" of which has been filed with the California State Fire Marshal.
Customer PO# Gonzalo
Invoice Number 40574923
Quantity .250 YD
WEBLON CP2739-62
Description IVORY COAST
Product Code 857239
JORGE ENTERPRISES, INC.
5990 SW 22ND STREET
MIAMI FL 33155
TRI VANTAGE, LLC
By
I Control/Lot # .[ Control/Lot #
I 48032H2134
STATE OF (FLORIDA)
COUNTY OF (DADE)
Miami Shores Village
Building Department
SURVEY AFFIDAVIT
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
The undersigned Affiant, Connie Benson , does hereby attest that
(Property owner)
The attached survey, performed by J.H. Manucy, Inc.
(Name of surveyor's company)
For address: 361 NE 102nd Street, Miami Shores, FL 33138'
Performed on 9/22/05 (date of survey) is an accurate representation of the existing conditions and
locations of all structures on the property as of this date.
The purpose of this Affidavit is to induce Miami Shores Village to issue a building permit for the property
without first providing a survey less than seven (7) years old old. The Affiant, as property owner, further agrees to
remove or obtain permits for any structures which now may exist on the property which are not permitted or which
may violate zoning or building code regulations. The Affiant further understands that the existence of any such
structures may affect final inspections as applicable to this or other permits.
Further, 'rant say eth naught
Connie Benson
Property Owner Signature vroperry uwner rnnt Name
SWORN TO AND SUBSCRIBED before me this c-�V day of d1tv" ey .
Affiant is personally known to me, produced
•
e0NULOJOq(,1E
MYCOMMISSMN#EOMI
o� Q
Revised on 5/22/2009/ Revised on 8/12109 ��or Fr�``o
EXPIRES �6,�ruary 162015
k" Tin k,*Now Serra
as identification_
!Engineer, PLLC.
Consulting Engineers.
9920 NW 44TH TER #306 DORAL FL 33178
Phone (954) 274-2429; Fax (786) 545-7636
Web site: www.iengineerplic.com; E-mail: ivan@ien igineeipllc.com
PAGE i/20
COVER SHEET
DATE: July 22, 2013
PROJECT: Benson Residence AWNINGS
ADDRESS: 361 NE 102nd St, Miami Shores, FL 33138
CLIENT: Jorge Enterprises Inc.
5990 Sw 22nd St Miami, FL 33155
gojorgenow@yahoo.com
315 525-7824
This computation book contains manual and computerized structural calculations, certain
printed manufacturer's data and Computation pages are numbered 1 thru 20.
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 20.
F
Z1,I/t3
!Engineer PLLC,#29119
Juan C. Moreno, F.L Reg. P. # 69818
VALID ONLY FOR ONE (1) PERMIT ONLY.
VALID ONLY WITH RAISED PE SEAL.
-ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS.
!Engineer, PLLC.
Consulting Engineers.
9920 NW 44T" TER #306 DORAL FL 33178
Phone (954) 274-2429; Fax (786) 545-7636
Web site: www.iengineerpllc.com; E-mail: ivan@iengineerpllc.com
PAGE V20
INDEX
DESCRIPTION PAGE
Wind Loads Calculations. 1
General Sketch 5
Frame with Length and dead load (self weight) 6
Wind Loads 7
Unity check design 9
Elements' design 10
Load reactions 11
Wall anchor bolt design detail "b" 15
1/20
MECAWind Version 2.1.0.6 per ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com
Date : 7/22/2013 Project No.
Company Name : Designed By
Address Description
City Customer Name
State Proj Location
File Location: C:\Documents and Settings\JUAN M\My Documents\JOBS\AWNINGS 1\JORGE ENTERPRISES\361 NE 102nd St,
Miami Shores, FL 33138\awning monoslope enclosed LRFD.wnd
Directional Procedure All Heights Building (Ch 27 Part 1)
All pressures shown are based upon STRENGTH Design, with a Load Factor of 1
Basic Wind Speed(V) =
105.00
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
Slope of Roof =
4.5 : 12
Slope of Roof(Theta) =
20.56
Deg
Ht: Mean Roof Ht =
8.25
ft
Type of Roof =
Monoslope
RHt: Ridge Ht =
9.00
ft.
Eht: Eave Height =
7.50
ft
OH: Roof Overhang at Eave=
.00
ft
Roof Area
26.00
ft/'
2
Bldg Length Along Ridge =
6.00
ft
Bldg Width Across Ridge=
4.00
ft
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm: 0.6*Ht = 15.00 ft
lzm: Cc*(33/Zm)^0.167 = 0.23
Lzm: 1*(Zm/33)^Epsilon = 427.06 ft
Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.97
Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.91
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85
Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi : Internal Pressure.Coefficient = +/-0.18
Figure 27.4-1 External Pressure Coefficients
Cp - Loads on Main Wind -Force Resisting Systems
2/20
L
P
B
Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85
Kht: Topographic Factor (Figure 6-4) = 1.00
Qh: .00256*(V)112*I*Kh*Kht*Kd = 20.37 psf
Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80
Roof Area = 26.00 ft^2
Reduction Factor based on Roof Area = 1.00
MFRS -Wall Pressures for Wind Normal to 6 ft wall (Normal to Ridge)
wall Cp Pressure Pressure
+GCpi (ps£) -GCpi (psf)
--------------- ------ ----------- -----------
Leeward Wall -0.50 -12.32 -4.99
Side Walls -0.70 -15.78 -8.45
Wall zlev Kz Kzt qz Press Press Total
ft psf +Gepi -Gepi +/-GCpi
---------------- ------ ----- ------------ ------- ------- ---------
Windward 9.00 0.85 1.00 20.37 10.18 17.51 22.50
Note: 1) Total = Leeward GCPi + Windward GCPi
Roof Location Cp +GCpi(psf)-GCpi(psf)
----------------------- ----------------- ----------
Windward - Min Cp -0.68 -15.44 -8.11
Windward - Max Cp -0.16 -6.44 0.90
Leeward Perp to Ridge -0.60 -14.05 -6.72
Overhang Top (Windward) -0.68 -11.77 -11.77
Overhang Top (Leeward) -0.60 -10.39 -10.39
Overhang (Windward only) 0.80 13.85 13.85
MWFRS-Wall Pressures for Wind Normal to 4 ft wall (Along Ridge)
Wall Cp Pressure Pressure
+GCpi (psf) -GCPi (psf)
--------------- ------ ----------- -----------
Leeward Wall -0.40 -10.59 -3.26
3/20
Side Walls -0.70 -15.78 -8.45
Wall Slav lir. Kzt qz Press Press Total
ft Psf +GCPi -GCPi +/-=Pi
---------------- ------ ----- ----- ------- ------- ------- ---------
Windward 9.00 0.85 1.00 20.37 10.18 17.51 20.77
Note: 1) Total = Leeward GCPi + Windward GCPi
Roof - Dist from Windward Edge CP Pressure Pressure
+GCpi(pef)-GCpi(psf)
--------------------------------- ------ ---------- ----------
0.0 ft to 4.1 ft -1.30 -26.17 -18.84
4.1 ft to 6.0 ft -0.70 -15.78 -8.45
-0.70 -15.78 -8.45
4120
MECAWind Version 2.1.0.6 ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com
Date 7/22/2013 Project No.
Company Name Designed By
Address Description
City Customer Name
State Proj Location :
File Location: C:\Documents and Settings\JUAN M\My Documents\JOBS\AWNINGS 1\JORGE ENTERPRISES\361
NE 102nd St, Miami Shores, FL 33138\awning monoslope enclosed LRFD.wnd
'a
a
Rodnot rd
I 1
--- a I
1-` 1
4a3-----------
Wags ��
a 1lonosloae Roof 10 < 0 <-- 30
Wind Pressure on Components and Cladding (Ch 30 Part 1)
A11 pressures shown are based upon STRENGTH Design, with a Load Factor of 1
Width of Pressure Coefficient Zone "a" - 3 ft
Description Width Span Area Zone Max Min Max P Min P
ft ft ft^2 GCp GCp psf psf
----------------------------------------------------------- �.
rafter 3.00 4.00 12.0 1 0.39 -1.28 16.00 -29.82
rafter 3.00 4.00 12.0 2 0.39 -1.57 16.00 -35.6
WIND LOAD
GENERAL SKETCH 5120
DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH 6/20
WIND LOAD (+l) 7/20
WIND LOAD (-l) 8/20
UNITY CHECK DESIGN ELEMENT 9/20
0.3%
Design Group Results
Design Group: Steel_Beam Z G08 per RISC ASD (2005)
Designed As: Pipe 1.315 x 0.065, Material: %SteePASTM A992 Grade 50
Combined Check
Member Result Offset Code Unity Details
Name Case ft Ref. Check
BmZ050-2 D+0.6W A+Y 3.0 F!1 -1b 0.0 OK Lb = 3 It
Strona Flexure Check
Member Result Offset Demand Mz Capacity Mz Code Unity Details
Name Case ft Ib -ft Ib -ft Ref. Check
BmZ050-2 D+0.6W *+Y 3.0 -2.7 253.6 F8-1 0.0 OK Lbz = 3 ft,
Cb=1
Weak Flexure Check
Member Result Offset Demand My Capacity My Code Unity Details
Name Case ft Ib -ft Ib -ft Ref. Check
BmZ050-2 0.6D+0.6W s+Y 0.0 2.3 253.6 178-1 0.0 OK Lby = 3 ft
Strong Shear Check
Member Result Offset Demand Vy Capacity Vy Code Unity Details
Name Case ft Ib Ib Ref. Check
BmZ050-2 D+0.6W i)+Y 0.0 -1347.7 2292.7 G6-1 2b+St.Venant 0.6 OK
Weak Shear Check
Member Result Offset Demand Vz Capacity Vz Code Unity Details
Name Case ft Ib Ib Ref. Check
BmZ050-2 0.6D+0.6W »+Y 3.0 1346.5 2292.7 G6-1 2b+St.Venant 0.6 OK
0
0
0.91) + 1.OW (+l) REACTIONS
co= -
11/20
0.91) + 1.OW (+l) REACTIONS
(members are not showed for clarity)
\o
4196Z- = J VV.S-
fl 9
61.
cu&Z-_:
AO
914,
A
1+
QI 86Z-
Q
VI 60- _ QI 99- . 44,
19.
41996-=AA—�
o�
o� o�
416SZ- _ !l 91 S9- _
Q
12/20
1.2DL + 1.OWL+0.5Lr (-l) REACTIONS
9
13/20
1.2DL + 1.OWL+0.5Lr (-Y) REACTIONS
(members are not showed for clarity)
1 ^V
33 Ib
ry
=104 lb
hp\o ^moo
FY =130 Y=33 lb
9, ``9"
kA -
137
t}
137 IbNFY = 37 lb
}
�FY = 88 Ib
0
\ =137 Ib ,may 37 Ib
A.
14/20
15/20
www.hiltLue Profis Anchor 2A.1
Company: (ENGINEER, PLLC. Page: 1
Specifier. JUAN C. MORENO Project
Address: 9920 NW 44TH TER. #306 DORAL FL 33178 Sub -Project I Pos. No.:
Phone I Fax 954 274 2429 1 786 545 7636 Date: 2107/2013
E -Mail: juan@iengineerpAccom
specifiees comments:
1 Input data
Anchor type and diameter.
Effective embedment depth:
Material:
Evaluation Service Report
Issued 1 Valid:
Proof:
Stand-off installation:
Anchor plate:
Profile:
Base material:
Reinforcement
Seismic toads (cat C, D, E, or F)
Geometry On.] & Loading Ob. In.lb]
Kwik Bolt 3 - CS 318 (2) • ,� •�
h,c = 2,000 in., h,,,,,, = 2,313 in.
Carbon Steel
ESR -2302
011(r"12101/1=013
design method ACI 318 / AC193
eb = 0,000 in. (no stand-off); t = 0,250 In.
k x Ir x t = 2,000 in. x 2,000 in. x 0,250 In.; (Recommended plate thiclumm not calculated)
no profile
uncradced concrete, 3000, fo = 3000 psi; h = 8,000 in.
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement none or < No. 4 bar
no
A
Anchor bolt
z desing detail B
it
CF)
,
o
_Y---
,
,
Imnd dam end r�Wm m�ret be checked for egret w"h to Wdso" s MW for cetyl
PROFI8 Anoiror (o) 2003.2009 MH AG, FL -94g4 So . Hffd Is a regbWred Tradmomk or M AG. Sdaw
x
Imnd dam end r�Wm m�ret be checked for egret w"h to Wdso" s MW for cetyl
PROFI8 Anoiror (o) 2003.2009 MH AG, FL -94g4 So . Hffd Is a regbWred Tradmomk or M AG. Sdaw
16/20
www.hilti.us Profis anchor 2.4.1
Company: (ENGINEER, PLLC. Page: 2
Specifier. JUAN C. MORENO Project
Address: 9920 NW 44TH TER #306 DORAL FL 33176 Sub -Project I Pos. No.:
Phone I Fax 954 274 2429 786 545 7636 Date: 22/07/2013
E-Mafl: juart@iengineerpllacom
2 Load case/Resulting anchor forces
Load case: Design toads
Anchor reactions pbj
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1554 259 9 25
max concrete compressive strain: 0,61 Jul
rrax concrete compressive stress: 268704
resulting tension force In (x/y)=(0,000/0,000): 1554 pbj
resulting compression ford In (xty)=(0,864/0,000): 1085 pbj
3 Tension load
Load No, [Ib] Capacity.Na pb] Utiliratlon N= N, AN. Status
Steel ngth' 554 4 33 OK
Pullout Strength'
Concrete Breakout Strength"
WA N/A WA N/A
1554 2417 65 OK
' anchor having the highest loading "anchor group (anchors in tension)
3.1 Steel Strength
N. = ESR value refer to ICC -ES ESR -2302
o Noma N. ACI 318-08 Eq. (D-1)
Variables
n A.,N pn.1 tuts [psi]
106000
Calculations
Nw pb]
6340 -
Results
Nw (ib) Nw pb] N„g Jib)
o 0,750 477
ma dam and m,IIe must be arm for agreernent wfth eye ane wKftmwWfbrp1aLsib 1
PROFIsAndw i c12003.2009 M AG, FL-94943ehaan Hid Is a reyletered TradgMark of HBO AG. schaen
17/20
www.hl tLus
input
Proft Anchor 2.4.1
Company: IENGINEER, PLLC.
Page:
3
Specifier. JUAN C. MORENO
Project
Address: 9920 NW 44TH TER. #306 DORAL FL 33178
Sub -Project I Pos. No.:
Phone I Fax 954 274 2429 [ 786 545 7636
Date:
22/07/2013
E -Mail: Juan@iengineerpllc.com
3.2 Concrete Breakout Strength
ANc
N°b - \dim) Wed.N WAN Wye N Nb
ACI 318-08 Eq. (D -l)
� Na, i Nue
ACI 318-08 Eq. (D-1)
ANO see ACI 318-08, Part D.U.I. Fig. RD.5.2.1(b)
ANm = 9 t?,f
ACI 318-08 Eq. (D-6)
1
—,
WMN = (a' s 1,0
ACI 318-08 Eq. (D-9)
3 ho /
WeAN = 0,7 + 0,3 ( 1:9 1,0
ACI 318-08 Eq. (D-11)
Waal = MAXt, 1— ):5 1,0
cae
ACI 318-08 Eq. (D-13)
Nb = kc b A h!s
ACI 318-08 Eq. (D-7)
Variables
her Gn•] ema on.) e,M tend
q,,N, M•)
w
2,000 0,000 01
4,000
1,000
c., on.] ke
f. [01
3,875 24 1
3000
Calculations
AN. [n.1 Anmo Gn•1O
eaN .N
Nb Db]
, 36, 1,000
,0 0
1,000 1,000
3718
ResuMs
Nb Pb) Nw Vb)
Nua tlbl
3718 0,650 2417
159;r-
554
input dela enol muff must be &adced for MmwneM vM cit axis" moons OW fbr pled *
PROM Ar dw (c) 2003-2009 WO AG, FLAW Sdmw Hilts is a registered Tmdwnerk cf Mff AG, Gdwn
18/20
www.hiiti.us Prof1s Anchor 2A.1
Company: (ENGINEER, PLLC. Page: 4
Specifier. JUAN C. MORENO Project
Address: 9920 NW 44TH TER. 41306 DORAL FL 33178 Sub -Project I Pos. No.:
Phone I Fax. 954 274 2429 786 545 7636 Date: 22/07/2013
E -Mail: juan@iengineerpllacom
4 Shear load
Load Vu. Pb] Capacity V, 001 Utilization ov = V„/4V, status
SW Strerw 259 zoub 9 O
Steel failure (with lever arm)' N/A WA WA N/A
Pryout Strength" 259 2603 10 OK
Concrete edge failure in direction x " 259 4288 7 OK
*anchor having the highest loading "anchor group (relevant anchors)
4.1 Steel strength
V„ = ESR value refer to ICC -ES ESR -2302
m Val a V,0 ACI 318-08 Eq. (D-2)
Variables
n A,, v Pn.1 f,m (psi]
1 0,05 108000
calculations
Vaa (Ib)
4470
Results
V,a Pbl b V,a Pbl Vas Pb]
447T- 0,550 2905 259
4.2 Pryout Strength
V,= k, [(�ANC > WAN W,N WmN Nei ACI 318-08 Eq. (D-30)
t V -P a V. ACI 318-08 Eq. (D-2)
AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
ANW = 9 h2,r ACI 318-08 Eq. (D-6)
1
WeaN= 1 2+ eN s 1,0 ACI 318-08 Eq. (D-9)
h,r
W.d,N = 0,7 + 0,3(, s 1,0 ACI 318-08 Eq. (D-11)
W,,. = MAX( , 1 Ca..) 51,0 ACI 318-08 Eq. (D-13)
Nb = k,)Lf t>el$ ACI 318.08 Eq. (D•7)
Variables
h.r On.] e.1N Dn.] eo2,N [In.] ce.m. Dn.)
1
ZOU0 0,wo 0,0U0 4,000
o,Nc.. M•1 k. X f. [pw7
0
1, 3,875 24 1
Calculations
AN. Pn•21 AKw Uhlec1 .�N N Nb Pbl
36,00 1,000 1,000 1, 1,000 3718
Results
V Pbl 0.w e V Pbl V. Pb)
371 0,7 2203 259
Input dam mid MUM mtret be dtecked for agreement with ute mds*q eta mid for pm "l
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�1UT1
www.hlla.us Profis Anchor 2A I
Company: IENGINEER, PLLC. Page. 6
Speaer: JUAN C. MORENO Project
Address. 9920 NW 44TH TER. #306 DORAL FL 33178 Sub -Project I Pos. No.:
Phone 1 Fax 954 274 24291786 545 7636 Date: 22107/2013
E -Mail: juan(rj)lengineerpllc.com
7 Installation data
Ancor plate, steel: - Angor type and diameter Kwik Bolt 3 - CS, 318 (2)
Profile: no profile; 0,000 x 0,000 x 0,000 in. Installation torque. 240,000 In.lb
Hole diameter In the fixture: df = 0,438 In. Hole diameter in the base material: 0,375 in.
Plate thkkness (input): 0,250 In. Hole depth In the base material: 2,625 In.
Recommended plate thickness: not calculated Minimum thickness of the base material: 5,000 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use Is required.
1 1,0W 1 1,wo 1
Coordinates Anchor in.
Anchor x y c x c.: c c
0, 4, - 4, -
Input deft wM MMM must be &edwd for MMMO d w hh the wdsdnp wnftm and ror plausibdt 1
PROFIS A (c) 2003-2009 HUU AG, FL -9494 8dwn HUU k a registered TaK m ark cf HUU AG, Sdan
3
S
o
P
P
1 1,0W 1 1,wo 1
Coordinates Anchor in.
Anchor x y c x c.: c c
0, 4, - 4, -
Input deft wM MMM must be &edwd for MMMO d w hh the wdsdnp wnftm and ror plausibdt 1
PROFIS A (c) 2003-2009 HUU AG, FL -9494 8dwn HUU k a registered TaK m ark cf HUU AG, Sdan
At
TYPICAL WELDING CONNECTION
DETAIL "A"
SCALE: N.T.S. 11611
"go
ISOMETRIC
sauri'm.
. ..
ALL MEMBERS MUST BE
STEEL ASTM A992 GRADE 50
TUBE 1.315 O.D. X 14GA
(GALVANIZED GATORSHIELD)
&ESS NOTICED OTHERWISE)
ISOMETRIC
THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND
COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY.
REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED
WHEN WIND SPEED APPROACH AND/OR EXCEED TO 75 MPH (34M/S)
AND/OR AS DESIGNATED BY U.S. WEATHER BUREAU AS BEING A
HURRICANE WARNING OR ALERT.
A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND
READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR
TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING
SUCH PERIODS OR TIME.
THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC -COVERED
FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701
"B"
T.
NMI
4)E$M LWrEDTO8M&AVWM
Awl.-"mour
OR 6nCK-0N8ML%1=THM DRAVMW
Apo CAICUTATKM
c0.
THIS DOCUMeff ISTMPROPERf1 OF
tFNOWEER AHDSHALL Fm1--.
mm.EOR PART1MTf W171'VIRR'IFAI CONBEM
OF TI¢ CERrWYM ENVIEM
ra is
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.mc.
�7 20-2013
J.M.
J.M.
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S iM t OF 2 J
STRUCTURAL NOTES
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 PROCEDURES AND
SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
DURING ERECTION.
DESIGN WIND LOADS:
THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2010 AND THE
FOLLOWING SUPERIMPOSED LOADS.
DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2010
AND ASCE 7-10.
WIND VELOCITY :105 MPH EXPOSURE CATEGORY : C
GCPI : +/-0.18 KD : 0.85
IMPORTANCE FACTOR :1.00
STRUCTURAL STEEL:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL
SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN,
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, THE
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AISC ASD, 13TH EDITION,
2005.
ALL ANGLES AND PLATES SHALL BE ASTM A36, FY=38KS1 OR APPROVAL
EQUAL U.N.O.
ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, STEEL
FY=50KSI.OR APPROVAL EQUAL, U.N.O.
ALL HOLLOW STRUCTURAL TUBE "HSS" TO BE STEEL ASTM A5W GRADE B,
FY=46KSI, OR APPROVAL EQUAL, U.N.O.
ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI U.N.O., WITH
WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN
ACCORDANCE WITH THE 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.
ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN
ACCORDANCE WITH SSPC SPECIFICATIONS.
EXISTING
STUCCO
LINE OF FINISH WALL
3" MIN.
SIDE VIEW
3/16
STEEL ANGLE ASTM A36
L2X2X1/4X2"LG
W/ (1) KWIK BOLT -3 BY HILTI
3/8"0 X 3" MIN. EMBED.
INTO CONCRETE
(rc=3,000 p-s.i.)
DETAIL "B"
SCALE: N.T.S.
FINISH WALL
FRONT VIEW
NOTE
•DESIGNLOOTEDTOSTEELAM am
d1NY CORRECTIONS, GSC . WF41 =
OR=CK- VftL%f mTHMDRA%%lM
AND CALOUTATIONS.
COPYRKBif fFigtrev.
TIES DOCUUM IS nffi P"OPOM OF
IENOilff6t AND 8MALL NOTSER6+ROWCED W
"MOLE OR PA" %"V=%VW" 7COMMIT
OP THE CERT NIMI ENGPIEER
cl)
V
z
O
0
z
z
`
�
2
13
le
2c
VALID ONLY SE
VALID 1)PERAaoNLY
FL P.E #69818
07 22 2073.
AS SHOWN
J.M.
J.M.
U Awmu flu.
SD -2-
SHEET 2 OF 2