WS-12-393Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
CC- tt - R093
Inspection Number: INSP - 175204 Permit Number: WS -3 -12 -393
Scheduled Inspection Date: June 28, 2012
Inspector: Bruhn, Norman
Owner: , SHORES SQUARE INVESTMENTS
Job Address: 9025 BISCAYNE Boulevard
Miami Shores, FL 33138 -0000
Project: <NONE>
Contractor: T&G CONSTRUCTION
Permit Type: Windows /Shutters
Inspection Type: Final
Work Classification: Miscellaneous
Phone Number
Parcel Number 1132060110051 -25
Phone: (305)592 -0552
Building Department Comments
STORE FRONT WINDOWS & DOORS REPLACEMENT
Passed V
Failed
Correction
Needed
Re- Inspection
Fee
No Additional Inspections can be scheduled until
re- inspection fee is paid.
Inspector Comments
CREATED AS REINSPECTION FOR INSP- 170798.
June 27, 2012
For Inspections please call: (305)762 -4949
Page 22 of 24
316i�2 kiLch0
Miami Shores Village
319-1 1 12 - `- Building Department
BUILDING ..
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795.2204 Fax: (305) 756.8972
INSPECTION'S PHONE NUMBER: (305) 7.62.4949 .
pernntNou„S )23-39ND
PERMIT APPLICATION Master Permit No. 11 -16 93
FBC 20
Permit Type : e V i t., d? i iv 6 .
OWNER: Name (Fee Simple Titleholder): Shores Square Investments Phone#: 3 0q- 77 9- R 0 4 R
Address: 9037 Ri ar•yne VOILd
City: Miami Rhnrc, State: FT.
Zip: 33138
Tenant/Lessee Name: Edmundo R. Tamayo , M. D. ?hone#: 305-835-6322
Email; t ama 15 7 @be l l s outh . net
JOB ADDRESS: 902.5 Biscayne 191vcI
City: Miami Shores County: Miami Dade
Folio/Parcel#: 1132060110051 -25
Is the Building Historically Designated: Yes
Zip: 33138
NO Flood Zone:
CONTRACTOR: Company Name: T &G Constructors Phone#: 305 - 592 -0552
Address: 8348 NW 56th Street
city: Doral
State: FL
QualifierName: Ricardo Gonzalez
Mr ) 553
Zip: 3 316 6 ;R3 L.
Phone#: 305- 592 -0552
State Certification or Registration #: CGC 0 36 0 5 9 • Certificate of Competency #:
Contact Phone#: 305 - 592 -0552 x202 Email Address: 1croyco @t- and -g.com
DESIGNER: Architect/Engineer: Jose Ramos Phone#: 3 0 5 - 5 0 6- 73 8 8
Value of Work for this Permit: $ g Square/Linear Footage of Work:
Type of Work: DAddress OAlteration ODemolition
ONew CIRepair/Replace
Description of Work Storefront Submittal
***aw** a ************* aa** **** six *F kwwa***** *** * ** **** eapna ***** *rro **am
Submittal Fee $ Permit Fee $ jf <0 Csu CCF $ CO /CC $
Scanning Fee $ Radon Fee $ DBPR $ Bond $
Notary $ Training/Education Fee $ Technology Fee $
Double Fee $ Structural Review $
TOTAL FEE NOW DUE $ �
Bonding Company's Name (if applicable) *N /A
Bonding Company's Address
City State
N/A
Zip
Mortgage Lender's Name (if applicable) N/A
Mortgage Lender's Address N/A
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 alI
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 COMIVIENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, Me 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
attachment. Also, a certified ropy of the recorded notice of connnencemenl must be posted at the job site
ch occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
ved and a reinspe Lion fee will be charged.
whose property is subj = - t
forthefi 'spec/ n
insp. - -ion will no 'e app
5.
nature
The f
day o
regoing ins
,4 r
1
1
erorAg
ent was acknowledged before me this EO
2012,, by Ccltr+unCki ,g.TR,uneae) ,
who has produced
As identification and who did take an oath.
•
ho is personally known to me o
NOTARY PUBLIC:
Signature
Contractor
The foregoing instrument was aciato /edged before me this `6
d ,
ay of Chet, , 20 by k\ 0 CO A-LA Q�
who is ers n 1 y t. -home or who has produced
as identification and who did take an oath.
NOTARY PUBLIC:
Structural Review
(Revised O7 /10/07)(ttcvised 06t10/2009)(Revised 3/15/09)
Clerk
PERMIT #:
Contractor
o Owner
o Architect
Miami Shores Village
Building Department
RECEIPT
DATE: � V
Gat,
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
ked up 2 sets o plans and (other)
Address:
From the building department on this date in order to ave corrections done to plans
And /or get County stamps. I understand that the plans need to be brought back to Miami
Shores Village Building Department to continue permitting process.
f
I i bl„
Lk, (1 „'
Acknowledged by:
PERMIT CLERK INITIAL:
RESUBMITTED DATE: ‘5 S 20)2—
PERMIT CLERK INITIAL:
Permit No: 12-393
Job Name:
March 9, 2012
Miami Shores Vivage
Building Department
Building Critique Sheet
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
Page 1 of 1
1) The wind load design criterion is wrong. Provide wind load calculations showing design
wind Toads for each opening.
Plan review is not complete, when all items above are corrected, we will do a complete plan
review.
If any sheets are voided, remove them from the plans and replace with new revised sheets and
include one set of voided sheets in the re- submittal drawings.
Norman Bruhn CBO
305 - 762 -4859
W,
VAAIL
FIT 4 LIFE
9027 BISCAYNE BLVD.
MIAMI, FLORIDA 33138
ABBREVIATIONS
"JA,.....
M.O.
R.O.
F.S. FRAI
D.L.O. DA OPENING
A.F.F. ABOVE FINISHED FLOOR
STL
ALUM
HORIZ,
VERT
ELEV. ELEVATION
N.T.S. NOT TO SCALE
N/A NOT APPLICABLE
POUNDS; PER: SQUARE FOOT
REQ"D. REQUIREt
TYP, TYPICAL
BOT'f. BOTTOM
V.I.F.
MASONRY OPENING
ROUtiiA
STEEL
ALUMINUM
HORIZONTAL
VERTICAL
EXCLUSIONS
VE D. FY IN FIELD
CLEANING AND PROTECTION OF
MATERIALS IN PLACE, BOND, WOOD
BUCKS, AFTER HOUR WORK, H.M.
DOORS AND H.M. FRAMES, STEEL,
STEEL CONNECTIONS, WOOD BUCKS,
WARRANTEES BEYOND ONE (1) YEAR,
ANYTHING NOT SPECIFICALLY LISTED
ON PROPOSAL PREPARED BY
CHAMPION GLASS, INC.
vid,),>j)iti
SIGN NOTES:
2007 FLORIDA BUILDING CODE, ASCE 7-05, WITH 2009 SUPPLEMENTS
V =I•49mMPH (3 SECOND GUST), EXPOSURE 'C
RES: PRESSURES HAVE. BEEN PROVIDED BY OTHERS AND NOTED BELOW
ELEVATION -AS, - 44.051 +40.51 P.S.F.
INSTALL FRAMES PER RESPECTIVE PRODUCT APPROVALS
EXTERIOR SYSTEM NOTES:
SYMBOLS
0 -- ELEVATION MARK
DETAIL MARK
"• SLAB/STEEL LEVEL
A REVISION NUMBER
REVISION CLOUD
i
NO.
DATE
RV1S1oNs
3111111111111111111111111111111111:i
:71.111111, ,111 HT
1111111111111111111111111111111111111111111111111111111111
111111 1111111111111111111111111111111111111111111111 11111111111H1111101 11111111111111111 •1111111111111111111111111111111111111111111H11111111111111111111111111111111111
111111111111111111•
= 111111111111111111 111 ;II I.
(A)
FLOOR PLAN LAYOUT — N. T.S.
SCALE: NTS
DATE 02-29.12
DRAWN BY: K.L.
CHECKED BY: .
12-CHG-001
PROJECT NO.
2of5
NO DATE
REVISIONS
EXTERIOR ELEVATION - (2) REO'D
ARCH 3000 FRAMING W/
ARCI4 Roma 3000 DOOR - 14.0A#09-1110.04
ARCH 3100 FRAMING - N.0A#09-1022.01
-44,05/440.51 P.S.F.
NOTE:
FIELD VERIFY ALL DIMENSIONS PRIOR TO FORMATION.
STEEL STEEL CONNECTION MD PA. rxr vomipx
MALL SE SUPPLED MD INSTALLED SY OTHERS.
EXTERIOR ELEVATION - (1) REEN
ARCH 3100 FRAMING - 14.0A#09-1022,01
-44.05144051 P.S.F.
SCALE 1/4*r.1'-0"
DATE 024.42
DRAWN BY: K.L
CHECKED SY:
12-CHG-001
PROJECT NO.
3of 5
1111111100. , _
5 -40gi -s.r..r:x 072.)voga, .
lil.... -.....__••
....
--immos g sommun
SHIM
MORAOOMit:
1 lir
1*:
LOCATE tROItk:
BALANct
thaugazautfatzsi4('4 Al :
swito e 2. 77fr
5 Yr FROM V...OM 511**
CENTER UNE Or EACH.
INTERMEDIATE:VERTICAL, MUELION
. _
ANCHORS
`NECI'D
NO,
DATE
A\
Z. ULTRACON BY 'ELCO'
Ir MIN. EMBED INTO CONCRETE OR MASONn.
Zr EDGE DISTANCE,
: FROM EACH CORNER 4' & 7' MAX. srIN,
BALANCE 24- O.C. MAX.
INTFRMFDIATE VERTICALS: • (2) ANCHORS SP%
6 7/8* FROM EACH ME OF THE CENTER
NOMEDIATE VERTICAL MULLION .
SHIM
0-2 7je &
r-A04
SEALANT &
BACKER ROD
INP?0r. aigo
•
NTIONEDIAIR:DETAL
ARCH IMPACT 3106'
_Ifl!FPL! on%
*0.41:0163
)t" mi**Nit.10440.
NK....0130AN1gl LOONGRETE, MASONRY,
godE,A4ViNog_
sw,,VROW.MNi.tOwert. 44.:'t M5 TYP.,
imi."AN(.4 at, MAX.
INIEENOltagiatICALSL (2). Wilms: SPACED 2 7/5* &
5 7X.FNOW,F.ACH slog. CF THE *CENIER. ME OF EACH
IMIEMKOWE.'WMTICAL MULLION .
SCALE: 341".1`
DATE: 02-29.12
DRAWN SY: KJ-
CHECKED BY: .
1 2-CHG-001
PROJECT NO.
40f5
SACKER ROO,
& SEALANT
1/4-14 GRADE $ SELF OTALLDIC SCREW
3/0 EDGE USTANCE,
Or MIN. 6033-76 MIN. OR
NM A38 SIEEL)
tttat,kr FROM EACH END.
amANce
IRARSOM etratrATE 4tRit'moR0141 EACH
SIDE Of LINE BAR.
(R) CLUSTERS OF
ANCHORS • 3" &C.
At RASO:COE
pow
/4"
REVISIONS
TAROON.
EMSOMENr, .
2If EDGE oisrmcz LOCATE
4 3ie FROM EACH END.
BALANCE 12 t/r O.C.
mie110111111)iiirlialigNib.
Ramos Architects
15476 NW 77 CT #402
Miami Lakes, Fl 33016
SHOP DRAWING REVIEW
❑ REJECTED
NO ❑ RE- SUBMIT
=;EVIEW I FOR GENERAL CONFORMANCE WITH THE DESIGN
's,CCE -,.T CON ACT DOCUMENTS
DATE S —l��rz
MIAMI
COUNTY
BUILDINGCODECOMPLIANCE OFFICE (ICCO)
PRODUCTCONTROL DIVISION
NOTICE ACCEPTANCE (NOA)
Arch Airtiduims & Glass Co, Jim:,
10200 NW67,8treet
Tamaraclyt33321
SCOPE:
MIAIVII,DADE COUNTY, FLOIPPA
MEIRO-DADEFLAGLER BUILDING
140 WEST NAGLER MEET, sti1RE4,003
MIAMI, FLORIDA 33110-13,63
(305) 375-2002 FAX (305) 37x-6339
www.miamidade.uov/buildinteode
This NOAisbeiugissued undettheapplicablerules and regulations governing the use of construction
materials. Thedoeumentatict 4UbMitti:d &wive!), reviewed by Miami-Dade County-Product Contol
Division.audedeeiXed by tlieBoardeltitles:‘andAmitals :(BORA) to be used in Miami-Dade County
other areas-Where 'allowed by the-Authority Raving lurisdiction(AM).
mis 1s10.44 -.Shall- not be *ad ottor :the expiration date stated below. The :Miami-Dade County Product
- 4
Control Division, (in MisMiP44,P County) .; and/or the AID: (#1 areas other than Miami-43ade County)
reserve the'liiihrtO,Uve thialitiductOr iiiMerial tested for *may assurance purposes. If this produet or
material Ws' foperform in the•ar-ceptedmitmer, the Manufacturer will incur the expense: of Such testintand
the Am inay leimediately revoke, modif3T, or suspend the use of such product or material withrn their
jurisdiction.- BORA reserves the right to revoke This acceptance, if it is determined by Ivliarai-Dade County
Product Colltr6., 1 Division that Oat product : or -material fails to meet the requirements, of the :applicable
building Code.
This prodUctiSApproved as:described:herein, and has been designed to c,omply with theFloridaBuilding
Code, inc1udin mHighVeIooityThzricane Zone.
DESCRAPT1ON:-Series qtesiator:;:, ..pact” edium Stile Outswing AluminumStorefrontDoor
LALL
APPROVAL DOCUMENT:: iglik08-434, titled 'Resistor Outswing Alurailiimibnpad Door
Large ■St SmallMis • elmpactRited",Aeets I.through l2ot12 „dated 12106/08, prepared.bythe
hie, signed :044:: B., begin :the Illiarni-Dade Comity:Product,Cotrol
Renewal, Stataffi:IWitkthef• Otfce:OffACOeUtaM:enUMh•er and expiration date by the/Ai:n*4)4de County
ProdiittCM*OlThVisiOn,
1,AB :EM0..4ii(4110#449c414:1441 y**PgAlfact41Mei949,P5'4%::*P
felloWi*oktotow*ionii:41)occouttptootootot*v~iwoos-4fooilit 00,04.11004
• - • •• • • • •• • andtbete • - - barbn
RsvisraltatialsioAi*.113*44iiititoteAfT
no changeintbe apphcable )10014*y.' gc.9044-p0..'0444oP ef tbis '
1;34:0■1L
.....
' ' ou,date;orif.there, •;:09.3f1:... 014117....4. , -
bribe '..-- and/or niannfactuw of theproi1uct :.*Otti0b1i10.:Asuse.Pt thiaNOA as ofoottittoitiot
o.fai*,07 '' ..*110•'; 4:- ' --. Jo..aittitotiii.i:oia*ittnitatkiaty tetiiittiatitliNo4. yaittito
t9 :complyv4i.m!pc,tiO1p.t thisNC shilbecause fOrterniination andremovatefliOA.
..„, DVSEMI Tie NOA aunth preceded by 1.141, words r„... omit ,,,,
fa9....... -. • ?toyotisins... 13: literatOre, If*oy. pothon :sx:!
tii§p44.6k.. .
INSPECTION: A 630, Of tbit:"tiitiftNO:A..*011:bi: *ided,tb:theAii&by thoiatithila.Ofita
diatribgkommrdAall''be,uyAilal*fOMvectiogutttliejo.otc*thomqucSt of the • gcoA94t
11*440.kro..*,..' ‘. 0. .1. - and , .„. 4.3.0*v•f417.4pggolk•toi•ey./44.c.Avii4:',.- • -.
Nyrat•*; •
The subniitted documentationwasreviewed 4:11.111 • e.'..0,i: i deS. eti..b4-P....t
AthO9iIO.O4
• EXpiration.Date:. iv:bit-201S
Mariblt,4010,
Arch .Aluminum &Mass Co., Inc.
N,DTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
DRAWINGS
1. Manufacturer's die drawings. and sections.
2. wing No :t8- X2.34, titled: ".Resistor Outswing Aluminum impact Door
s ail Missile Jmpact Rated sheets 1 through 12 of 12, prepared by the::
;dated 12106/08, signed and sealed by Pedro be Figueiredo, P. L.
B. TES.'
Testr+eports on: 1). Large Missile Impact Test per FBC, TAS 201-94
2) Cyclic Wind Pressure Loading per FBC, TAS 203-94
along rrith marked: up drawings and installation diagram of mid:panel door, prepared
estration Testing Laboratory, Inc., Test Report§ . No. .F1.'i.- -5767, dated
Si signed and >sealed'by Carlos S. Rionda, P, E.
(Stiliinittet Under NOA.No.:49- 01!15.111)
f reports -on 1) Air Infiltration Test, per PBC, TAS 202-94
2) Uniform Static Air Pressure Test, Loading per FB
3) Water Resistance Test, per FBC, TAS 202-94
4) Large *fissile Impact Test per FBC, TAS 201-94
5) Cyclic'Wind Pressure Loading per FBC, TAS 203 - 3.4
orced.Enby Test, Per FBC 2411 3.2.1 and TAS 202-94
on With marked-up :drawings and installation diagram of alumimmr door line,
enestration Testing Laboratory, Inc., Test Reports No. FTL - 4264,' dated
and sealed by Edmundo Largaespada, P. E.
*fitted tted tinder NOA We. :04 -1208. 01j
IPPPris on 1) fir ofitration'Test, per FBC TAS 202-94
niform Static Air Pressure Test, Loading per FBC' `, S 02 4
:fie: <Jmpact'Test'Pe
c d °Treasure
>er.
gsnd installation:
'ettiri 'Laboratory, hie
-filraundo. Larg
N; .44-1208.01)
3.
ns and struetaral:arialys ,: mply n 191 tk% F$ =2 7.
2/1910 i sip
E -`1
Arch Aiumiuum & Grass - Co.Jne
NOTICE :OF.,A.AC
D.
E.
EVIDENCE SUBMITTED
QUALITY ASSURANCE
1. Miami—Dade Building Code Compliance Office (BCCO).
MATERIAL ERT CATIONS
1. Notice of Acceptance . y'
for their "DuPont
2. Notice 'of Accept=
gy
Clear or eooredni
3. Notice of A
Glass Inter
.03 issued to E.I. DuPont DeNemours & Co., Inc.
stp Interlayer" dated 05/13/09, expiring on 01/14/12.
No.: '06 issued to Solutia.Inc. for their "Sallex IIIG
yer" dated 04, 2006, expiring on May 21, 2011.
:No. 08-02 }6 01 issued to Solutia Inc. for their "Sailei DP
t8,
expiring on. 04/17/2013.
F. STATEMENTS
1. Statempn ettj
signed ands
(Sub, i
2. Laboratory inpliart
atce nog financial interest, ° dated December 10, 2008,
feiredt , P. E.
5 1)
eport No. FTL -5767 issued by Fenestration
Testing `Laboratoary,j Inc, dated November 06, 2008, signed and sealed by Carlos S.
Rionda, P. E.
(Submitted Under A No.
3> Laboratory complia ce Iet f
by Fenestration7es Labovitz
signed and sealed: by
(Submitted Under
left& fat Test
OTHERS
1. Notice of
fortheir 0$ .pi
on 0412X094nr
t. Reports No.'s F.Tir4184 and ;FTL =4264 issued
Tim, dated June 18 and August 03, 2004, both
eVada, P. E.
to Arch A %minum & G1 Co.,
lton-Frpnceli Doors - L.M I.", approved
1t:
RVAUD
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AkIrtirsailag Glass ea Inc.
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it; C10 Jrtr..
0671 W. Sulti (vd.104.
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.19209 NW871111317gEr
110.4014t4tokibA
TEL:0004114132.
FAx.: 064 72+943
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MANUFACTURER:
Written & Ghes Co; Inc.
tQZGO NW 87th STREET
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10200 NW 8781 STREET
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TEL.: (800) 432.8132
FAX: (964) 724.8293:.
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Atiiitilnig Gds CO. Inc,
10200 NW87th STREET
TAMARAC- FLORIDA
TEL: (800)432 -8132
FM: 72442E3
OUTSWNoALUMINUM
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Ramos Architects
15476 NW 77 CT #402
Miami Lakes, Fl 33016
SHOP DRAWING REVIEW
S
❑ REJECTED
NOTE COMMENT- ❑ RE- SUBMIT
REVIEW S FOR GENERAL CONFORMANCE WITH THE DESIGN
CONCE D CONT' CT DOCUMENTS 6 —II-- SIGN DATE -
ARCH
Arch Aluminum & Mass .
www.archaiuminum net www.hurricartecod
BUILDING CODE COMPLIANCE OFFICE (BCCO)
PRODUCT CONTROL DIVISION
NOTICE OF ACCEPTANCE (NOA)
Arch .Aluminum & Glass Co., Inc.
10200 N.W. 67th Street
TAMARAC, FL 33321
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction
materials. The documentation submitted has been reviewed by Miami- Dade County Product Control
Division and accepted by the Board of and Appeals (BORA) to be used in Miami -Dade County and
other areas where allowed by the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami: Dale County Product
Control Division (In Muni-Dade County) and/or the AIIJ (in areas other than Miami -Dade County)
reserve the right to have this product or material tested for quality assurance purposes. if this product or
material fails to perform in the accepted manner, the manufacturer will incur the expense:ofsuch testing and
the Mr.1 may immediately revoke, modify, or suspend the use of such product or material within their
jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County
Product Control Division that this product or material fails to meet the requirements of the .applicable
building code.
This product is. approved as described herein, and has been designed to comply with the Florida Building
Code, including the Nlgh Velocity Hurricane Zone.
DESCRIPTION: Series "3100/ L- 3100" Aluminum Window Wall System -- L.M.I.
APPROVAL DOCUl - T: Drawing No. W03 -83, titled "Series 3100/ L -3100 Window Syster
(L.M.i )', sheets 1 through 13 of 13, prepared by AL -Farooq Corporation, dated 0911 5/03, with the latest
revision ".1" on 02/24/10, signed, sealed and dated 03/01/10 by Javad Ab mad, P. E., bearing the Miami-
Dade Comity Product Control Revision stamp with the Notice of Acceptance number and Expiration date by
the Miami-Dade County Product Control Division.
MISSILE >PACT RATING: Large and Small Misuse Impact Resistant
LABELING: each unit shall bear a permanent label with the manufacturer's name or, lcigo city, state and
following statement: "Miami -Dade` County Product Control Approved. , zmless otherwise noted hem.
RENEWAL:ofthis NOA shall be considered after a renewal application has been firied and there hattbeen
no change in the applicable building code negatively affecting the pe ormanee of this product.
FON of this NOA will occur after the expiration date or if there has been a `re'vtsion.oruhange
hill* materials, use, and/or manufacture of the product or process. Misuse of this NOAas an endorsement
ofanyproduct, for sales, advertising or any other purposes shall automatically termmatelhis NOA. Failure
to comply with any section of this NOA shall be cause for termination -and removal of NOA.
ADVERTIS,IIENT The NOA. number preceded by the words Miami-Dade County, Florida, and
followed by the expiration, date may he displayed in advertising literature. If any-portion of ;the NOA is
displayed, then it shall be done in its entirety.
INSPECTION: A copy of this' entire NOA shall be provided to the user by the manufacturer or its
distributors and shall be available for inspection at the job site at the request;oftheBuilding Official.
This NOA revises and renews NOA No. 08-1024.04 and consists of this page 1. and evidence pages
and E-2, as well as approval documentmentioned above.
The submitted' documentation . was reviewed by 3'ai ne D. Gaston, P. E
MIAMI-DADE COUNTY, FLORIDA
METRO - DADEFLAGLER BUILDING
140 JEST FLAGLER STREET, SUITE 1107
MIAMI, FLORIDA 33130 -1563
(305) 375.2902 FAX (305) 372 -6339
wwwv.: lan3idade eovlbuild inacode,
APPROVED j
NOA No.0!
ExpIrratlon Dater 14
Approval Date:
Arch Aluminum & Glass Co. Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED;
•
DRAWINGS
1. Manufacturer's die drawings and sections.
2. Drawing No W03 -83, titled "Series 3100/ L, -3100 Window Wall System (L M.L)'
sheets 1 through 13 of 13, prepared by AL-Farooq Corporation, dated 09 /15/03, with
the latest revision "J" on 02/24/10, signed, sealed and dated 03/01/10 by Javad
Ahmad, P. E.
TESTS
1. Test =r rts on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94
2) Large Missile Impact Test per FBC, TAS 201-94
3) Cyclic Wind Pressure Loading per FBC, TAS 203-94
along with marked -up drawings and installation diagram of aluminwn window wall
system, prepared by Fenestration Testing Laboratory, Inc., Test Report No.
°TL -5884, dated 05/28/09, signed and sealed by Michael R. Wenzel, P. E.
Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94
2) Large Missile Impact Test per FBC, TAS 201-94
3) Cyclic Wind Pressure Loading per FBC, TAS 203-94
along with marked -up drawings and installation diagram of a iminum window wall
system, prepared by Fenestration Testing Laboratory, Inc., Test Report No.
ITL- ?5140, dated 01/20/07, signed and, sealed by Michael R. Wenzel, P. E.
(Submitted under NOA No.08- 102.04)
3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94
2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94
3) Water Resistance Test, per FBC, TAS 202 -94
4) Large Missile Impact Test per FBC, TAS 201 -94
5) Cyclic Wind Pressure Loading per. FBC, TAS 203 -94
along, with marked up drawings and installation diagram of aluminum window wall°
tend;; prepared by Fenestration Testing Laboratory, Inc., Test Report No.
3942, dated 02/03/2004, signed and sealed by Edmunds_ Largaespada, P. E.
(Submitted under NOA No. 05-0906.04)
Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 2
2) Inge Missile Impact Test per FBC, TAS. 201-94
3) Cyclic Wind Pressure Loading, per FBC, TAS 203-94
along with marked-up drawings and installation diagram of aluminum r indow-wall
prepared by Fenestration Testing Laboratory, Inc., Test Report No.
CL-3634, dated 04/24/2003, signed and sealed by Joseph Chan, P.E.
(Submitted under NOA No. 04- 1213.01)
E -1
DG
Chief, Produet Control Division
NOA No. 09-1022.01
�xpiiration Date: March " 31,
Approval Date arrch 24, 20120150,
Arch Aluminum & Glass Co. Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
C. CALCULATIONS
1. Anchor verification calculations and structural analysis, complying with FBC-2007,
prepared by Al Farooq Corporation, dated 5/23/06, signed and sealed by Javad
Ahmed, P. E.
Complies with ASTM E1300 -98/ 04
D. QUALITY ASSURANCE
1. Miami Dade Building Code Compliance Office (BCCO).
. MATERIAL CERTIFICATIONS
1. Notice of Acceptance No. 06- 0216.06 issued to Solutia Inc.. for their "Sailex ]QIG
Clear or colored interlayer" dated 05/04/06, expiring on 05/21/11.
F. STATEMENTS
1. Statement letter of conformance, dated February 22, 2010, signed and sealed by Javad
Abmad, P. E.
2. Statement letter of no financial interest and change, dated February 18, 2010, signed
and sealed by Javad Ahmad, P. E.
Laboratory compliance letter for Test Report No. FTL-5884, issued by Fenestration
Testing Laboratory, Inc., dated May 28, 2009, signed and sealed by Michael R.
Wenzel, P. E.
Laboratory compliance letter for Test Report No. i I L- 5140,: issued by Fenestration
Testing Laboratory, Inc., dated January 20, 2007, signed and sealed by Michael R.
Wenzel, P. E.
(Submitted under NOA No.08 1024.. 04)
Laboratory compliance letter for Test Report No. FTL -3942, issued by Fenestration
Testing Laboratory, Inc., February 03,2004, signed and sealed by Ednundo
Largaespada, P. E.
(Submitted under NOA No. 05- 0906.04)
Laboratory compliance letter for Test Report No. FTL -3634, issued by Fenestration
Testing Laboratory, Inc., dated April 24, 2003,. signed and sealed byJoseph Chan, F.
E.
(Submitted under NOA No.04- 1213.61)
G. OTHERS
1. Notice of Acceptance No. 08-1024.04, issued to Arch Aluminum & Glass Co
for their "Series 3100/ L -3100" Aluminum Whidow Wall System . L.M.1.",
on 01/02/09 and expiring on 03/31/10.
E 4
Jaime;D. saran F: E
Chief; Producf olbivision
X1022.01
Explratiol''. Plate:. March 31,4013
APP Rato: M ch24,:2010
AWL ANCHOR t
10ST HDR1LONTAL LE1GT 8
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SEE SHEET 8
TYPICAL ELEYATIINtlS
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41 DAT :OCME 1NT8
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STEP WINO LOAD 900UIREEENT 6
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STEP 2E2 2s4211 as SHEETS 3 FOR DESCH [040
CAPACITY. OESIREII tom' sue.
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SAS 3100/L -3 QQ
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REQUIRED
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SEE SHEET 8
TYPICAL ELEYATIINtlS
ARE',NOT P
A WO %MAWR =WOE 45
SHOWN Itc-THESts,M, p
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41 DAT :OCME 1NT8
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USE lanais as FOLLOWS.
STEP WINO LOAD 900UIREEENT 6
014 xulo "vELi'IQ1Y
SLOG. HElOHI'. ;23140' ZOIIE:
BS G APPuCASLE MCE x STANOATRI
STEP 2E2 2s4211 as SHEETS 3 FOR DESCH [040
CAPACITY. OESIREII tom' sue.
STEP ' 040014 MIH]O1 c*PAOIY: 1011 A 1.061 OP*040 AN0'
... HEt1011 C 041 CHARTS 014 stets 4"THIR! 0
THE CAPAsTY 91OUL0 Stereo Tot 2051014 TAA1;
STEP 4 Me CRARY OR IRO WORE TWAL4 sEs224 use SPECIFKD
Rl STEP 1: ABOVE
STEP 3 Tt1E 1.04£51 WLSit RESTU.TW O PROM "STEPS .2, 3
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W03 -83
sheet 1 of 3
1/4" HEAT Dle�ti'D CLASS
ADO INTERLAYER
SAME HP P il 5Y 'SOLUTIA
HEAT STREAM CLASS
I
t /4" NEAT 50EW° CLASS
.090° INTEk1ATER
SEH1RYCIAS PLUS BY 'DVPONT'
-1 /4' HEATSTREWD CLASS
9/10' NOMINAL OVERALL
1/4'' HEAT STREND CLASS
$�AILERT 'S01UTV
1/4' HEAL STREN'D C<ASS
1/I': RIR SPACE
9LASS TYPE 'fl'
9179' NOMINA1. OVERALL
GLASS TYPE
O/18" H0AHNA1 OVERALL
• 1/4" HEAT STREH'o .MASS..:
TOO 241611AYER
;TOO HP PYH: `eY 'SOLUT3A'
T / +' HEAT SMREN'D GLASS
T/1'AIR SPACE
1/4" TDO; CIAS5.
TYPE 'Ai,
1 -5/16' NOMINAL OYBMLT.
1 -0/18" NOMINAL : OVE1AL1.
D.L.O
FOR A1.1ERNATE 'SMAPi'"4 A5; 5H04R, II2OVE ON SIMILAR CAN IE 1.
AND DBTA1I I 1 ,FROM THGSE SHAPES.
,1t 'PALLED VEROCAL'I.Y ASs`SHDWH ASOVE OR HORIZONTALLY.
LTERNATE SHAPES LIMIT MAX. LOADS TO *90.0 PSF
TVPE •D 4 RIOTS AND HE
<1PSE�A tatoti, ".TYPE O krS ...Tau MAME Eros AND Tr 0.0. MAX.SPACWC.
Env: OM) N914.1
CIVIL
F1A PE :TDl9I
CAE. 32 P
MAR 0 1 2010
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W03 -83
INT: 4
1000
00.0
100.0
100.0
.100.0
74"
100.0
100.0
0110
100.0
20"
28'
30"
44-
01.008 WO PSF
CUSS 0413 MAO 01.4101
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104'
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20'
26"
32'
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100,0
100.0
100.0
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1000
100.0
100.0
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100.0
100.0
100.0
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100,0
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1030
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100.0 100.0 100.0
90.8 100.0
20' 70.0 80.0 Tao 100.0 1004
38' 10.0 80.0 100.0 1000 1004
32' 140' 70.0 - 100.0 1004 100.0
36* - 1004 100.0 1004
44" - 100.0 100.0 100.0
80.0
NOTE:
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100.0
100.0
1000
100.0
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100.0
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JUJON CAN BE WITH OR WITHOUT REINFORCING
4 THRU 8 FOR OPTIONS,
Ramos Architects
15476 NW 77 CT #402
Miami Lakes, Fl 33016
SHOP DRAWING REVIEW
X0 EXCEPTIONS TAKEN ❑ REJECTED
❑ RE- SUBMIT
REVIEW S FOR GENERAL. CONFORMANCE WITH THE DESIGN
CON EPT ND CO ACT DOCUMENTS
SIGN a _ ' ��r� _ DATE
JAVIER CANIZARES, P.E.
STRUCTURAL ENGINEER
4634 SW 164"I et
MIAMI, FL 33185
PH; ,(30507S -6507
STR=UCTU SAL CALCULATION FOR:
EIICAL OFFICE
T MP OVEMENT
9027 Biscayne Blvd.
Miami, Florida
11/11/2011
WINDO5 v1 -13
Detailed Wind Load Design (Method 2) per ASCE 7 -05
Analysis by: J. Canizares
Description: Tamayo office
Company Name: Javier Canizares, P.E.
Structure Type
Building
Basic Wind Speed (V)
146
mph
Struc Category (I, II, Ill, or r
II
Exposure (B, C, or D)
C
Struc Nat Frequency (n1)
1
Hz
Slope of Roof
0.0
:12
Slope of Roof (Theta)
0.0
Deg
Type of Roof
Monoslope
Kd (Directonality Factor)
0.85
Eave Height (Eht)
12.00
ft
Ridge Height (RHt)
12.00
ft
Mean Roof Height (Ht)
12.00
ft
Width Perp. To Wind Dir (B
70.00
ft
Width Paral. To Wind Dir (L
104.00
ft
.. C.alicu P
ed,ar meters. "
Type of Structure
Height/Least Horizontal Dim
0.17
Flexible Structure
No
Calculated'Peramet
Importance Factor
Hurricane Prone Region (V>100 mph)
Table 6 -2 Values
Alpha =
9.500
zg =
900.000
At =
0.105
Bt =
1.000
Bm =
0.650
Cc =
0.200
I=
500.00
ft
Epsilon =
0.200
Zmin =
15.00
ft
Rigid Structure
Gust1 JFor rigid structures (Nat Freq > 1 Hz) use 0.85
Zm
Zmin
Simplified>Method
egory II Rigid:; Structures ,Gonnplete`Analys
0.85(
15.00
ft
Izm
Cc * (33/z) ^0.167
0.2281
Lzm
I* zm /33) ^Epsilon
427.06
ft
Q
(1/(1 +0.63 *((B +Ht) /Lzm)^0.63)) ^0.5
0.9043
Gust2
0.925 *((1 +1.7 *Izm *3.4 *Q) /(1 +1.7*3.4 *Izm))
0.8747
1Gi
Factor=,*Orr
G (Since this is not a flexible structure the lessor of Gust1 or Gust2 are used
0.85`
Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi
Condition
Gcpi
Max +
Max -
Open Buildings
0.00
0.00
Partially Enclosed Buildings
0.55
-0.55
Enclosed Buildings
0.18
-0.18
Enclosed Buildings
I 0.18
-0.18
Figure 6.5.12.2.4 Parapets
Type of Parapet
Enclosed
Top Elevation of Parapet
24.83
ft
Parapet - Windward Pressure
65.67
lb /ft ^2
Parapet - Leeward Pressure
-43.78
lb /ft ^2
Fi s ure 6 -11 - External Pressure Coefficients GC
Developed by Meca Enterprises, Inc. Copyright 2008
Javier Canizares, P.E. Page No. 1 of 2
11/11/2011
WINDO5 v1 -13
Detailed Wind Load Design (Method 2) per ASCE 7 -05
Loads on Components and Cladding for Buildings w/ Ht <= 60 ft
2a
2'
4a
3r
2; 1
3'r
2'
�2
3
-4 1`- a
2a
Theta
Ht
•
W
Note: The image shows a Gabled roof, but Fig 6-11 also applies to some monoslope cases
a = 4.8 =_> 4.80 ft
Double Click on any data entry line to receive a help Screen
Component
Width
(ft)
Span
(ft)
Area
(ftA2)
Zone
GCp
Wind Press (Ib /ft"2)
Max
Min
Max _
Min
WINDOWS
3
-7-
21.00
4
_
0.85
-0.94
40 51
-44.05
Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs.
Developed by Meca Enterprises, Inc. Copyright 2006
Javier Canizares, P.E. Page No. 2 of 2
JAVIER CANIZARES, P.E. Project:
STRUCTURAL. ENGINEER
4634 8W 1-84Th
MIAMI, Fl. 33185, PH s SOS SIS 85b7
I - •
Project No:
Page:
14/1- cv 0 ( /C
By: JAVIERC.
Date:
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9 TRU CTUR^L. ENGINEER
4834 SW 164m c?. ,
t4lAtvtii Ft. 33.155. PFS 30i 979 49-67
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Project No: By: kl VIER C.
Page: Date:
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Title :
Dsgnr.
Description :
Scope :
Job #
Date: 1:39PM, 11 NOV 11
Description
STEEL COLUMN DESIGN
Steel Section
TS3.5X3.5X1/4
Column Height 9.000 ft
End Fixity Pin -Pin
Live & Short Term Loads Combined
Fy
Duration Factor
Elastic Modulus
X-X Unbraced
Y -Y Unbraced
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
46.00 ksi
1.000
29,000.00 ksi
9.000 ft
9.000 ft
X-X Sidesway :
Y-Y Sidesway :
Kxx
Kyy
Restrained
Restrained
1.000
1.000
Loads
Axial Load...
Dead Load
Live Load
Short Term Load
Distributed lateral Loads...
Along Y -Y
Along X-X
Summary
7.03 k
5.40 k
k
DL
Ecc. for X -X Axis Moments
Ecc. for Y Y Axis Moments
LL ST
k/ft
0.360 k/ft
0.000 in
0.000 in
Start
End
-> ft
-> 9.000 ft
Column Design OK
Section : TS3.5X3.5X1/4, Height = 9.00ft, Axial Loads: DL = 7.03, LL = 5.40, ST = 0.00k, Ecc. = 0.000in
Unbraced Lengths: X-X = 9.00ft, Y Y = 9.00ft
Combined Stress Ratios Dead Live
AISC Formula H1 -1
AISC Formula H1 - 2
AISC Formula H1 - 3 0.1289
0.0991
DL + LL
0.2280
0.1457
DL + ST + (LL if Chosen)
0.8707
0.6705
XX Axis : Fa calc'd per Eq. E2-1, K *L r < Cc
YY Axis : Fa calc'd per Ea. E2.1, K *Ur < Cc
Stresses
Allowable & Actual Stresses
Fa : Allowable
fa : Actual
Fbooc : Allow [F1-6]
Fb:xx : Allow [F1 -7] & [F1 -8]
fb : xx Actual
Fbyy : Allow [F1-6]
Fbyy : Allow [F1 -7] & [F1-81
fb : yy Actual
Dead
17.64 ksi
2.28 ksi
27.60 ksi
27.60 ksi
0.00 ksi
27.60 ksi
27.60 ksi
0.00 ksi
Live DL + LL
17.64 ksi 17.64 ksi
1.75 ksi 4.02 ksi
27.60 ksi 27.60 ksi
27.60 ksi 27.60 ksi
0.00 ksi 0.00 ksi
27.60 ksi 27.60 ksi
27.60 ksi 27.60 ksi
0.00 ksi 0.00 ksi
DL + Short
17.64 ksi
4.02 ksi
27.60 ksi
27.60 ksi
0.00 ksi
27.60 ksi
27.60 ksi
14.48 ksi
Analysis Values
Fex : DL +LL
Fey : DL +LL
Fex : DL +LL+ST
Fey : DL +LL+ST
Max X-X Axis Deflection
21,918 psi
21,918 psi
21,918 psi
21,918 psi
0.000 in at
Cmx DL +LL 0.60
Cmy DL +LL. 0.60
Cmx DL +LL+ST 0.60
Cm:y DL +LL+ST 1.00
0.000 ft Max Y -Y Axis Deflection
Cbx DL +LL
Cb:y DL +LL
Cb:x DL +LL+ST
Cby DL +LL+ST
-0.346 in at
1.00
1.00
1.00
1.00
4.500 ft
Title :
Dsgnr.
Description :
Scope :
Job #
Date: 1:39PM, 11 NOV 11
Description
STEEL COLUMN DESIGN
Depth
Thickness
Width
Area
Rt
3.500 in
0.250 in
3.500 in
Weight
boc
lyy
Sxx
3.09 in2 Syy
Roc
Ryy
Section Type = TS- Square
1.750 in
10.50 #/ft
5.290 in4
5.290 in4
3.020 in3
3.020 in3
1.310 in
1.310 in
Values for LRFD Design....
J 8.820 in4
0.00
3.700 in3
3.700 in3
0.000
Zx
Zy
Sketch & Diagram
Axial DL = 7.03k
Axel LL = 6.4k
Axial ST =Ok
(2): X-X Axle Dist Le: DLe0, LLa0a, ST O.36 kpf, Sagft
Title :
Dsgnr:
Description :
Scope :
Job #
Date: 1:40PM, 11 NOV 11
Rev: 580000
User: KW- 0805358, Ver 5.8.0, 1- Dec-2003
(c)1983 -2003 ENERCALC Engineering Software
Steel Column Base Plate
enercalc.ecw:CalculaUons
Description CAP PLATE
General Information
Loads
Axial Load 12.43 k
X-X Axis Moment 0.00 k -ft
Plate Dimensions
Plate Length 10.000 in
Plate Width 8.000 in
Plate Thickness 0.438 in
Support Pier Size
Pier Length 60.000 in
Pier Width 60.000 in
Summary
Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section
Section Length
Section Width
Flange Thickness
Web Thickness
Allowable Stresses
TS3.5x3.5x1/4
3.500 in
3.500 in
0.250 in
0.000 in
Concrete fc 3,000.0 psi
Base Plate Fy 36.00 ksi
Load Duration Factor 1.000
Anchor Bolt Data
Dist. from Plate Edge 1.500 in
Bolt Count per Side 1
Tension Capacity 5.500 k
Bolt Area 0.310 in2
Concrete Bearing Stress Bearing Stress OK
Actual Bearing Stress 155.4 psi
Allow per ACI318 -95, A3.1
= 0.3 * f c * Sgrt(A2/A1) * LDF 1,800.0 psi
Allow per AISC J9 2,100.0 psi
Plate Bending Stress Thickness OK
Actual lb 20,768.5 psi
Max Allow Plate Fb 27,000.0 psi
Tension Bolt Force Bolt Tension OK
Actual Tension 0.000 k
Allowable 5.500 k
Baseplate OK
Full Bearing : No Bolt Tension
Title :
Dsgnr.
Description :
Scope :
Job #
Date: 1:40PM, 11 NOV 11
Description
BASE PLATE
Loads
Axial Load
X-X Axis Moment
Plate Dimensions
Plate Length
Plate Width
Plate Thickness
Support Pier Size
Pier Length
Pier Width
Summary
12.43 k
0.00 k -ft
10.000 in
10.000 in
0.438 in
60.000 in
60.000 in
Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section
Section Length
Section Width
Flange Thickness
Web Thickness
Allowable Stresses
TS3.5x3.5x1/4
3.500 in
3.500 in
0.250 in
0.000 in
Concrete fc 3,000.0 psi
Base Plate Fy 36.00 ksi
Load Duration Factor 1.000
Anchor Bolt Data
Dist. from Plate Edge 1.500 in
Bolt Count per Side 2
Tension Capacity 5.500 k
Bolt Area 0.310 in2
Concrete Bearing Stress Bearing Stress OK
Actual Bearing Stress 124.3 psi
Allow per ACI318 -95, A3.1
= 0.3 * rc * Sgrt(A2/A1) * LDF 1,800.0 psi
Allow per AISC J9 2,100.0 psi
Plate Bending Stress Thickness OK
Actual tb 25,248.8 psi
Max Allow Plate Fb 27,000.0 psi
Tension Bolt Force Bolt Tension OK
Actual Tension 0.000 k
Allowable 5.500 k
Basepiate OK
Full Bearing : No Bolt Tension
JAW ER CAN IZARES,..P. E.
STRUCTURAL ENGI.NEE.R
.4634 SW 164Ti1.C1
MIAMI. rL 33135.: PHt;305 •979
Project: jx t
Project No: By: AMER 'lER C.
Page: Date:
•
meoha.rvcal Anchoring Systerri5
Kwik Bolt 3 Expansion Anchor 4.3.5
Table 2 - Carbon Steel Kwik Bolt 3 Allowable Loads in Normal - Weight Concrete'
Anchor
Diameter
in. (mm)
Emttedment
Depth
in. (mm)
fc =2000 psi (13.8MPa)
pc = 3000 psi (20.7 MPa)
1f c =4000 psi (27.6MPa)
f'c = 6000 psi (41.4. MPa)
Tension
ib (k11)
Shear2
1b (kN)
Tension'
lb (kN)
Shear2
ib. (kM
Tension
lb (kN)
Shear2
lb (kN)
Tension
lb (kN)
Shear'
Ib (kN)
1 -1/8 (29)
300
(1.3)
(51)
635
(2.8)
(76)
755
(3.4)
530
(2.4)
715.
(3.2)
./95
(3.5)
430
800
(3.6)
530
(2.4)
840
(3.7)
550
:PA),
845:
(3,8)
830
(2.4)
3/8
1/2
;;( #2.7),
1- 5/8.... (41).
2-1/2 (64)
730
(3.2)
1260
(5.6)
3-1/2 (89)
2 -1/4. (57)
3-1/2 (89)
1580
(7.0)
1235
(5.5)
1930
(8.6)
4=314. (121)
2135.
(9.5)..
1135
(5.0)
910
(4.0).
1275
(5:7)
1095
(4.9)
1420.
(6.3)
1090
(4.8)
14806
(8.5)
1555
(5.9)
1770
(7.9)
1850
(8.2)
1965
(8.7)
14608
(6.5)
2060
(02).
2150
(9.6)
14606
(6.5)
1430
O
2185
(9.7)
2355
(10.5)
2300
(10.2)
30206.
(13.4).
5/8
(15.9)
2.34 (70)
1920
(8.5)
2750
(12.2)
2085:
(9.2)
3410
.(15.2):
1620
(7.2)
2440
(10.9)
2575
(11.5)
2210
(9.8)
2735'`
(12.2)
30206.
(13.4)
1975
(8.8)
3240
(14.4)
3620
(16.1)
3020!
(13:4)
4070,
(18.1)
2830
(12.6)
(102)
2650
(11.8)
/2'. (140)
3-1/4 (83)
3285
(14.6)
2120
(9.4)
48856
(21.7)
3020
(13.4)
3695
(16.4)
48856
(21.7)
4090
(182)
2425
(10.8)
4900.
(21.8)'..
3385
(15.1)
4100
(18.2)
2730
(12.1)
413856
(21.7)
4770
(21.2)
5325
(23.7)
4883$
(213)
57108 .:
(25.4)
3785
(16.8) ..
57106
(25.4)
4-3/4 (121)
3240
(14.4)
8-1/2 (165)
1
(25.4)
4-1/2 (114)
6 (152)
4535
(20.2)
3330
(14.8)
4930
(21.9)
5340
(23.8)
4260
(18.9)
5860
(26.1)
5340
(23.8)
(229)
6670
(29-7)
7070
(31.4)
9200
(40.9)..::..
4050
(18.0)
8000
(26.7)
7670 :.
(34.1),..:..
7600
(33.8)
9200.
(40.9)
5285
(23.5)
7185
(32j :..
4670
(20.8)
7070
(31.4)
8670
(38.6)
7325'
(32.6)
6155.
(27.4)
3140.
(36.2)
7005
(31.2)
5070
(22.6)
7325:
(32.6)
9200:
(40.9)
8400
(37.4)
10670
(47.5)
9200
(40.9)
1 intermediate load values for other concrete strengths and embedments can be
calculated by linear interpolation. .
2 .: Unless otherwise noted, values shown are valid for the shear plane acting
through either the anchor body or the anchor threads.
3 Values shown are for a shear plane through the anchor body. When
the shear plane is acting through the threads, reduce the shear value by 10%.
4 Values shown are for a shear plane through the anchor body. When
the shear plane Is acting through the threads. reduce the shear value by 12%.
5 Values shown are for a shear plane through the anchor body. When
the shear plane is acting through the threads, reduce the shear value by 20%.
6 Values shown are for a: shear plane through the anchor, body. When
the shear plane is acting through the threads, ieduce.the shear value by 7%.
7." Values shown are for a shear plane through the anchor body. When
the shear plane is acting through the threads, reduce the shear value by 25%Jo.
8.' Values shown are for a shear plane through the anchor body When the shear
plane is acting through the threads, reduce the shear value by 15%.
SHEAR THROUGN THE 5OLTBODY
SHEAR THROUGH THE THREADS
Hiiti, tno.$6)$j 1- 800.879 -5 1 www.us.h411.corii 1 en espaeloi 1- 800 -&78 -5000 t Hihi (Canada) corp. 1-803-36474458 i wxw ea.hittl coin i Product Technical Guide 200$ 227
0.88
0.96
1.00
1.00
Mechanical .Ancfipfhg Systems
Kwik Bolt 3 Expansion Anchor 4.3.5
tueroe of Edge Distance and Anchor Spacing on Anchor Performance
Load Adjustment. Factors for 1/4 in. Diameter Anchors
Arrlustment
Factor
1/4In.
Tension
111
Eambedment.
Depth, la
1 -1/8
1-1/8
Edge Distance
Tension.
/aa
SPOT
Saar
/py
Edge
1
toward
ate
to
edge
iota
11» Shear
£ away
from
edge
fma
1.1/8
22
1 -1/8 22 21118
21.1/8
1 -118
0.60
0.80
0.90
1 -11/16
0.75
0.93
0.94
0.50
0.60
0.83
1 -3/4
0.78
0.95
0.94 0.52
0.61
0.84
2
0.85
0.60
1.00
0.80
0.96 0.90 0.59
0.67
0.86
2 -1/4
0.92
0.64
0.83
0.98 0.91. 0.67
0.73
0.89
i
2 -1/2
0.99
3
1.00
3 -3/8
0.68
0.76
0.82
0.87
0.93
0.98
1.00 0.92 0.74 0.79
0.91
1.00
0.94
0.96
0.89
1.00
0.91
0.96 ,
1.00
3 -1/2
4
4-1/2
4-314
0.84
0.92
1,00
1.00
0.96
0.98
1.00
5
Load Adjustment Factors far 3/8 M. Diameter Antd»ors
Attie trn 9ld
Factae
' :3,3 in.
,Spacing
Tension
fop
Edge Distance
Tenser,
tFyq
Stag
Shear
/At
embed / mat
in.
De^
-8f8. 22 -1/2 1 -5/1
224/Z
1 -543
22 -1/2
Edge Dishm ca
i
toward
edge
21.518
O
to
edge
kva
a1dd8
Shear
1 away
from
edge
/my
21 -5/8
1 -5/8
2
2 -1/4
2 -1/2
3
0.60
0,67
0.80
0.90
0.86 0.92
0.72
0.90.
0.93
0:77
0.60
0.94.0.80 0.94 0.90
0.51
0.61
0.83
3-1/4
1
3-1/2
3-3/4
0.87
0.92
0.97
1.00
4
4-1/2
5
5-5/8
5 -3/4.
0.66
0.70.
0.73
0.76
0.79
1.00 0.85 0.97 0.92
• 0.88 0.98 0.92
•• 0.91 0.99 0.93
• 413 1.00 0.94
0.96 • • 0.95
0.62
0.67
0.72
0.77
0.82
0.69
0.87
0,73
0.89
0.77
0.90
0.82
0.92
0.86
0.92
1.00 .: 0.96
0.98
0.92
1.00
0.86
0.94
1.00
0.94
0.97
1.00
1.00
1.00
Load Adjustment Factors for 1/2 in. Diameter Anchors
ndpistinent
o
1/2 in.
Spading Edge Otstene
Tenstee Tenstar;
1� f�
Ecnbedmmnt
in.
2 -1/4
2 -1/2
3
0.60 0.80
0.64 0.83
0.71 0.89
3-3/8
3 -3/4
4-1/4
4-3/4
5
5-3/4
6
6-1/2
7 -1/4
0.76
0.81
INN
0.62
0.67
0.71
0.74
0.81
0.83
0.87
094
0.93
0.98
8t1aCin9
Sheer
fW
?3-112 2 -1/4
0.90
0.91
0.93
0.94
0.82 0.95
0.86 0.97
0.90 0.99
0.91 1.00
0.97
De Shear
to
edge
hen
22 -1/4
away
from
edge
fen
22 -1/4
0.91
0.92
0.93
0.93
0.95
ii 0.60 rug
0.63
0.70
0.74
0.85
1.00
-.
0.89
0.70
0.76
0.79
0.88
0.91
0.90
0.91
0.95
Standard Ater E1n>edmen s (in.). •
1/4
//min
1 -1/8.
3/8
1-5/8
2-1/2
3 -1/2
1/2
2 -1/4
3 -1/2
4 -3/4
Note_ Tables appty.for listed embedment
depths. Reduction factors for
• other embedment depths must be
celidleted:lsing equations below.
Spacing - Tension
hu S h5ho,
.0 + 0.88
fief = �+
313
hut ah
tAN Av. + 0.88
3.13
Edge Distance - Tension
etr,k,1 h0Shaw
fFdi_dhad+2
3.75
pact? //nom
1� µ dtrr,c, + 2
3.75
0.96
0.96
0.97
0.99
0.99 1.00 1.00 1.00
7 -3/4
1.00
1.00
Spacing - Shear
hmy,S hWg4mm
/ =S/h 5 +14.25
AY
12.5
11,4
z h„m
f y.• Wrt." + 10.25
. 12.5 • •
Edge Distance -Shear
hot ihai
perpendicular toward edge
favi
c
3hp�,
parallel toedge
dho„a0.75
fgy� _
3.75
perpendicular away from edge
cm s fi5.82
8.82
Note: Edge distance and anchor spacing for all light-
weight and sand - lightweight concrete are obtained by
dividing the normal- weight dimensions by 0.75 and
0.85 respectively.
H1ti, tnc. (US) 1-800-879-8000 I www.un.oftLcom: t en eapano/ 1-800 - 879-5000 .t. Heti (Canada) Corp. 1- a00- 363 -4458 t wow o8,ttttl.. om 1 Product Technical Guide 2005 237