CC-19-333Location Address
Miami Shores Village
10050 NE 2 Ave
Miami Shores FL 33138
305-795-2204
11300 NE 2ND AVE SAGE, Miami Shores, FL 33161
Contacts
lir
Issue Date:
Parcel Number
1121360000050
Permit NO.: CC -02-19-333
Permit Type: BOUng (C,timmerciat)
Wank Classification: Alteration
Permit Status: Approved
Expiration: 09/03/2019
BARRY UNIVERSITY INC Owner PP3 CONSTRUCTION CORP Contractor
BARRY UNIVERSITY GABRIEL RODRIGUEZ
11300 NE 2 AVE, MIAMI SHORES, FL 331616628 750 96, MIAMI SHORES, FL 33138
Business: 3053890065
Other: 3057575129
Description: REPAIR EXISTING STAIR AND 2ND FLOOR Valuation: $ 28,000.00
Inspection Requests:
RAILINGS
305-762-4949
Total Sq Feet: 0.00
Fees
Application Fee - Other
CCF
DBPR Fee
DCA Fee
Education Surcharge
Permit Fee
Planning and Zoning Review Fee
Scanning Fee
Structural Review ($45)
Technology Fee
Total
Amount
200.00
16.80
12.60
8.40
5.60
640.00
35.00
9.00
45.00
21.00
993.40
Payments Date Paid Amt Paid
Total Fees 993.40
Credit Card 02/13/2019 $200.00
Credit Card 03/07/2019 $793.40
Amount Due: 0.00
Building Department Copy
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations
pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores
Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate
permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work.
OWNERS AFFIDAVIT: I certify thatal'tt1foregoing information is accurate and that all work will be done in compliance with all applicable laws
regulating construction and zoning. FL r e, I authorize the above named contractor to do the work stated.
Authorized Signature: Owner
March 07, 2019
Contractor / Agent Date
Page 2 of 2
BUILDING
PERMIT APPLICATION
Miami Shores Village P'P'cE1V 8n
Building Department FEB 13 2019
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972 BY%
INSPECTION LINE PHONE NUMBER: (30S) 762-4949
FBC 2011
G
Master Permit No.
Sub Permit No.
OBUILDING ELECTRIC ROOFING REVISION EXTENSION RENEWAL
F-] PLUMBING MECHANICAL F-1 PUBLIC WORKS CHANGE OF CANCELLATION SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 11300 NE 2nd Avenue (Sage Hall)
City: Miami Shores County: Miami Dade Zip:
33161
Folio/Parcel#: Is the Building Historically Designated: Yes NO X
Occupancy Type: B Load: Construction Type: 111 B Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): Barry University, Inc. Phone#: 305-899-3790
Address: 11300 NE 2nd Avenue
Cit,. Miami Shores State: Florida Zip: 33161
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR: Company Name: PP3 Construction, Corp. Phone#: 305-389-0065
Address: 750 NE 96th Street
City: Miami Shores State: Florida Zip: 33138
Qualifier Name: Gabriel Rodriguez Phone#: 305-389-0065
State Certification or Registration #: CGC1516509 Certificate of Competency #:
DESIGNER: Architect/Engineer: Cesar Castillo, PE Phone#: 954-803-8968
Address: 10500 Waves Way city: Parkland State: FL Zip: 33076
Value of Work for this Permit: $ 28,000.00 Square/Linear Footage of Work:
Type of Work: Addition Alteration New ON Repair/Replace Demolition
Description of Work: Repair existing Stair and 2nd Floor Railings
Specify color of color thru tile:
Submittal Fee $ Permit Fee $ 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) NA
Bonding Company's Address
City State
Mortgage Lender's Name (if applicable) NA
Mortgage Lender's Address
City State
Zip
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 approved and a reinspection fge will be charged.
Signature \I Irl'.tL;R. 7lCUL-7 I 1!7iX a rte
OWNER or AGENT CO<TRAC4 Z
The foregoing instrument was acknowledged before me this
2` day of FGgPLAAAW .20 12 by
S 17,OSb I Q( who is p rconally known to
Tegr who has produced
identification and who did take an oath.
NOTARY
Sign
Expkes November 12, 2022
90NTWTroyF1brMiri =8
The foregoing instrument was acknowledged before me this
day of 20 5 by
a'(-- 9 Z-14ho is personally known to
as me or who has produced
identification and who did take an oath.
NOTARY PUBLIC:
Print: '
JEFF J.YAO
Seal: =+IcCommI aM I GG 249916
Expires Nevember 12, 2022
1.6;;;f,`A 8onM7ftTrgFdnMmi ance=*5.7019
APPROVED BY W V Plans Examiner
7/ 1`{ Structural Review
Revised02/24/2014)
as
Zoning
Clerk
Cesar Castillo, PE
Florida Reg. # 68447
10500 Waves Way, Parkland, FL 33076
Ph: 954-803-8968 - cesarcastillopabon@gmail.com
Cover Sheet
Structural Calculations
Project: Aluminum Railings Repair .:...:
Barry University
11600 NE 2nd Avenue'
Miami, FL 33161
0
Customer: Barry University
Designer: Cesar Castillo, PE
Florida Reg. # 68447 ____-----
FBC 2017
ASCE 7-10
ADM - 2015
GGR 1
A
1
Cesar Castillo, PE
Florida Reg. # 68447
10500 Waves Way, Parkland, FL 33076
Ph: 954.803-8968 - cesarcastillopabon@gmail.com
Design Criteria & Applicable Codes:
Codes: FBC 2017
ASCE 7-10
ADM - 2015
ALUMINUM RAILINGS
HORIZONTAL RAIL
Material: Aluminum 6061-T6
Fy= 35.00 ksi
Fb= 21.00 ksi
Fv= 14.00 ksi
Profile: Dixie Cap 2-5/8"x1-1/2"
A= 0.573 int
Sx= 0.178 in
Sy= 0.317 in
W= 0.05 kips/ft
W= 0.0042 kipslin
P= 0.200 kips
L= 48 in
Horizontal checking:
M,= WxL2/8= 1.200 kips -in
M2= PxU4= 2.400 kips -in
M= 2.400 kips -in
Srqr= 2.400 =
0.114 in
21.00
Sy= 0.114 in < 0.317 in
0.114
0.361 < 1
0.317
Vertical checking:
M,= WxL2/8= 1.200 kips -in
M2= PxU4= 2.400 kips -in
M= 2.400 kips -in
Srqr= 2.400 =
0.114 in
21.00
Sx= 0.114 in < 0.178 in
0.114
0.642 < 1
0.178
Use: Dixie Cap 2-5/8"x1-1/2" Aluminum 6061-T6
o.k.
o.k.
o.k.
o.k.
FEB 10 2019
Cesar Castillo, PE
Florida Reg. # 68447
10500 Waves Way, Parkland, FL 33076
Ph. 954-803-8968 - cesarcastillopabon@gmail.com
2 CHECKING VERTICAL PICKET
Material: Aluminum 6061-T6
Fy= 35.00 ksi
Fb= 21.00 ksi
Fv= 14.00 ksi
Profile: SQ 0.75" x 0.093"
A= 0.244 int
Sx= 0.048 in'
Sy= 0.048 in'
W= 0.050 kips/sf
W= 0.0017 kips/in
L= 33 in
Horizontal checking:
M,=WxL/8=
M= 0.231 kips -in
Srqr= 0.231 =
0.011 in'
21.00
Sy= 0.011 in' < 0.048 in' o.k.'.;•'
0.011 =
0.231 1 o.k.
0.048
Use: SQ 0.75" x 0.093" Aluminum 6061-T6
3 TYPICAL POST AT 20" AFF
Material: Aluminum 6061-T6 (welded)
Fy= 35.00 ksi
Fb= 9.00 ksi
Fv= 5.50 ksi
Profile: SQ 2.00" x 0.125"
A= 0.900 int
Sx= 0.530 in'
Sy= 0.530 in'
P= 0.200 kips
L= 21 in
M= 4.20 kips -in
fb= 7.92 ksi
7.925 =
0.9 1 o.k.
9.00
Use: SQ 2.00" x 0.125" Aluminum 6061-T6 (welded)
FEB 10 2019
4
5
Cesar Castillo, PE
Florida Reg. # 68447
10500 Waves Way, Parkland, FL 33076
Ph: 954-803-8968 - cesarcastillopabon@gmail.com
TYPICAL POST AT FFE
Material: Aluminum 6061-T6 (welded)
Fy= 35.00 ksi
Fb= 9.00 ksi
Fv= 5.50 ksi
Profile: SQ 2.00" x 0.25"
A= 1.750 int
Sx= 0.910 in'
Sy= 0.910 in'
P= 0.200 kips
L= 42 in
M= 8.40 kips -in
fb= 9.23 ksi
0000..
9.231 =
1.0 =< 1 o. k.
9.00
0000.
0000
000*0
Use: SQ 2.00" x 0.25" Aluminum 6061-T6 (welded):":
CHECKING CONCRETE EMBEDMENT FOR POSTS
L=
C,=
P=
fc=
a=
a=
P2=
P2=
P,=
do=
Vu=
Vu=
Vu
5458
0000..
42.00 in '
4.00 in ' 0000
4.00 in
200 lbs
6000 psi (epoxy grout)
m/3)*(2m+3 L)/(m+2L)
2.03 in
a2* P)/(m * (2 * a - m))
3401 lbs
P2 -P= 3201 lbs
0.75
3.50 in
7*(a/do)^(0.2)(do*fe)^(0.5)*(C,)^(1.5)
5458 lbs
1.6P2
5121 lbs
Drill 0 3" x 4" depth. Fill with non -shrink grout.
o.k.
Q aZ_
FEB 10 2019
0000..
0000..
0000..
0000.
0000.
0000..
0000..
0000..
Cesar Castillo, PE
Florida Reg. # 68447
10500 Waves Way, Parkland, FL 33076
Ph: 954.803-8968 - cesarcastillopabon@gmail.com
6 CHECKING PLATE CONNECTION TO CONCRETE
P= 0.20 kips
d= 44.50 in
M= 8.90 kips -in
d= 4.00 in
n= 4
T= 1.113 kips Per each anchor
V= 0.050 kips Per each anchor
Try: Wedge bolt anchor 0 3/8" (min emb 3.50")
Min. emb.= 3.50 in
Ru -t= 2.535 kips Tension at full capacity 0000'
Ru -v= 1.590 kips
000
Shear at full capacity • • •
000.0.
d,= 4.0 in Space between bolts 080090
d2= 4.5 in Minimum distance for full cqd tit9 0000..
d,/d2= 89% Of full capacity
e,= 2.5 in Edge distance from bolts •':":
e2= 4.5 in Minimum edge distance forlull capacity 0'
e,/e2= 56%
0000..
Of full capacity - Critical •
0000..
T= 1.113 kips < 1.408 kips ' •.' o.k.. 0
V= 0.050 kips < 0.883 kips o.k.'.;..'
Checking stress:
1.113 + 0.050 =
0.847 < 1 o.k.
1.408 0.883
Use: Wedge bolt anchor 0 3/8" (min emb 3.50")
7 CHECKING HANDRAIL BRACKET CONNECTION AT CONCRETE WALL
P= 0.200 kips
d= 3.00 in
M= 0.600 kips -in
n= 1 ea
d= 2 in
T= 0.300 kips Per each anchor
V= 0.200 kips Per each anchor
FEB 10 2019
0000..
000.0
0000.
00.00
0000.
0000..
0000..
0000.
Cesar Castillo, PE
Florida Reg. # 68447
10500 Waves Way, Parkland, FL 33076
Ph: 954-803-8968 - cesarcastillopabon@gmail.com
Try: Hilti Kwik Bolt 3, CS 0 1/4" (min emb 2.00")
Min. emb.= 2.00 in
Ru -t= 0.623 kips Tension at full capacity
Ru -v= 0.458 kips Shear at full capacity
d,= 48.0 in Space between bolts
d2= 6.0 in Minimum distance for full capacity
d,/d2= 100% Of full capacity
e,= 4.0 in Edge distance from bolts
e2= 3.5 in Minimum edge distance for full capacity
e,/e2= 100% Of full capacity - Critical
T=
V=
Checking stress:
0.300 +
0.623
0.300 kips < 0.623 kips o.k. •....-
0.050 kips < 0.458 kips • • • o.k. • •
0.050 =
0.591
0.458
Use: Hilti Kwik Bolt 3, CS 0 1/4" (min emb 2.00")
FEB 10 2019
Courtesy of Lavteam.org
Free For ALL
Dimensions
Depth 1.49 in
Width 2.604 in
Perimeter 8.198 in
Gea etnc
Are 0.5725 int
Ix 0.1183 in4
ty 0:4092 in4
hry 0.0021 in4
rx 0.4546 in
ry 0.8454 in
Sx+ 0.178 1n3
Sx- 0.1434 in3
Sy+ 0.3121 in3
Sy- 0.3165 in3
Xc 33.43 in
Yc 18.81 in
Principal
11 0.4092 in4
12 0.1183 in4
a 89.58 deg
r1 0.8454 in
Q 0.4546 in
S1+ 0:3181 in3
S1- 0.3126 in3
S2+ 0.1779 in3
S2- 0.142 in3
1r
Ip 0.5275 in4
rp 0.9599 in
v
Plastic
Zx 0.2367 in3
Zy 0.4326 in3
PNA X 33.44 in
PNA Y 18.69 in
0
r
Z6 in
Dikie Cap 3
7/22/2017
Unsaved Project
FEA Mesh Torsion Minimum Results ?gults
Nodes 1082
ro 0.9771 in Warping -0.5926 int 0.6136 int
Elements 915 H 0:9649
Largest 0.0229 int Xsc 33.42 in
Element Ysc 18;99 in
Cw 0.0197 ins Part Materials
J 0,2445 in4 All ASTM A36
Bt -0.0476 in
ShapeBuilder 8.00.0005
www.iesweh.comMSE
v
0
40
iii •
0000•
00.0.0
1.31 in
000.0
0.000•
FEA Mesh Torsion Minimum Results ?gults
Nodes 1082
ro 0.9771 in Warping -0.5926 int 0.6136 int
Elements 915 H 0:9649
Largest 0.0229 int Xsc 33.42 in
Element Ysc 18;99 in
Cw 0.0197 ins Part Materials
J 0,2445 in4 All ASTM A36
Bt -0.0476 in
ShapeBuilder 8.00.0005
www.iesweh.comMSE
ar
Castillo
1 in
1.00 in
1 in 1.00 in
2 in
SQ Alum 2.0" x 0.25"
2 in 0000
Y.• 0000••
0000•• 0000
0000..
0000..
0000,• 0,000
00 •. 000.0
40.0•
0000
0.•••
6090.
0
Principal Properties . ... „
11 0.91 MAA
Theta
1.82 in^4
rp,... T...... 1.02 in i
j- IES ShapeBuilder 4.0 www.iesweb.com 10/04/14 10:26 PM
Table 2-19W
ALLOWABLE STRESSES FOR BUILDING -TYPE STRUCTURES (WELDEM
Allowable Sdesses FID (k" Seaton FIQ 6061-T6,T6510,TS611 AQ Products (See note)
Axial Fy =15 Vint E =10,100 k/irt:
axial tension stress on net D2b 12.3 FA,-15ldW k-1 .
effective area
dosed shapes lateral -torsional F3.1 2LbS,1(Cb(IAII2) .
F„ = 24 krint
axial tension stress on gross
area
D.2a 9.1
buckling.
Flexum
rectangular bars lateral-torsionat F42 (d1Q(Lb1(Cad))IM
Tension Compression
elements in uniform stress FSAII 9.1 we 8.5.4.1 thru B.5.4.5 and E.4.2 NOW
elements in flexure F.8.12, F 4. i 11.8 11.8 see also F4.2 Wetded with 5183, 5356, or SM.
round tubes F6.1 10.5 10.6 see also F62 or Wailed with 4043,5554, or.5W4
rods F.7 11.8 11.8 and a 375" thick
one edge in columns
bolts or rivets on holes J.3.7a, J.4.7 24.6
bolts on slots, pins on holes, J.3.7b, J.7 16.4
an axis of symmetry
fiat surfaces
flat elements supported on 6:5.4.1 b/t
Slerufwness - R40 for FM for F/12 for
all shapers member budding E3 kL/r 8.7-0,0433 136 51,352 /
Flexural ComMmIgo
open shapes lateral -torsional F2.1 L./(rr.Cb" 102-0.043S . 160• 86,996/S2 • •
budding
dosed shapes lateral -torsional F3.1 2LbS,1(Cb(IAII2) . 102 - 0.082 SM 23,51 ./$. ; . •
buckling.
rectangular bars lateral-torsionat F42 (d1Q(Lb1(Cad))IM 16.0-0230S a X49 11,42011S •
budding
round tubes focal budding F6.2 19dt 17.7 - 0.933 S112 121 11.8 - 0.39W,2 V4. 3,776 4S(4+S'n/35)g
Elements --Uniform Compression
flat elements supported on B.5.4.1 b/t 9.1 9.0 12.0 - 0.327 S 25.
a •
2,417=/ •
one edge in columns
whose buckling axis is not
an axis of symmetry
flat elements supported on 6:5.4.1 b/t 9.1 9.0 12:0 - 0.327 S 18.4 M/$
are edge in all other
columns and all beams
flat elements supported on B.5.4.2 b/t 9.1 28.2 12.0 - 0.105 S 58 346/S
both edges
flat elements supported on B.5.4.4 40 9.1 21.8 102 - 0A51 S 133 60,414 /S=
both edges and with an
Intermediate sliffener
curved elements supported 6.5.4.5 i3,/t SLI 4&4. 11.8 -0.396 S'R 390 3,776QS(I SwMA
at both edges
flat elements--attemate 8.5.4.6 9.1 45.1 12.0 - 0.065 S 92 654/S
method.
Elemmnis-Flexural Com
flat elements supported on 8.5.5.1 b/t 11.8 642 16.0-0.065.5 123 982/S
both edges
flat elements supported on 13.5.52 b!t 11.8 11.9 16.0 - 0.350 S 30 4,932 /S2
tension edge, oompresslon
edge free
flat elements supported ar 8.55.3 b/t 1L8 143.8 MO - 0.M S 275 2.201" /S
both edges and with a
longitudinal stiffener
Nat elements --alternate 8.5.5.4 11.8 41.7 16.0 - 0.0100 S 80 638/S
method
Elements -Shear
flat elements, supported on G.2 b/t 5.5 47.5 73 - 0.038 S 126 38,665 /Sp
both edges
VI -52 January 2010
ALLOY 5356 WELD DATA SHEET
TYPICAL APPLICATIONS
Welding Filler Wire
GENERAL INFORMATION
Trade Designation: Almigweld and Altigweld •
Non -Heat treatable
Similar to AIMg5 (DIN) ...:..
EN ISO designation AIMg5Cr(A) ••••
Principle alloying elements: Magnesium, Manganese, Chromium, Titanium"'
Moderate high strength capabilities ..'..'
Applicable specification: ANSI/AWS A5.10 (ER & R) ••••••
WELDING APPROVALS •• •
American Bureau of Shipping Canadian Welding Bureau Lloyd's Register
Bureau Veritas RINA Korean Register
Det Norske Veritas TuV CE
DB
TYPICAL PROPERTIES
Melting range: 1060 - 1175°F Resistance to corrosion: A (Gen) C (SCC)
Conductivity: 29% IACS (-O) Anodize Color: White
Density: .096 lbs/cu. in
CHEMISTRY
OTHERS
SILICON IRON COPPER MANGANESE MAGNESIUM CHROMIUM ZINC TITANIUM BERYLLIUM EACH TOTAL ALUMINUM
0.25 0.40 0.10 0.05-0.20 4.5-5.5 0.05-0.20 0.10 0.06 -0.20 0.0003 0.05 0.15 REM
NOTE: SINGLE VALUES ARE MAXIMUM UNLESS OTHERWISE NOTED.
AlcoTec Wire Corporation
2750 Aero Park Dr., Traverse City, MI 49686-9263 U.S.A. 1-800-228-0750 FAX: 231-941-9154
E-mail: sales alcotec.com Website: www.alcotec.com
TYPICAL MECHANICAL PROPERTIES OF GMAW GROOVE JOINT WELDS
1. Metal thickness of %" or greater for fillet welds sometimes employs a double vee bevel of 50 deg or
greater included vee with 3/32 to 1/8 inch land thickness on the abutting member.
2. Electrode consumption given for weld on one side only and based on leg length equal to plate
thickness.
3. For 5XXX series electrodes use a welding current in the high side of the range given and an arc
voltage in the lower portion of the range. 1 XXX, 2XXX, and 4XXX series electrodes would use the
lower currents and higher arc voltages.
WELDING APPLICATIONS
A CHARACTERISTIC OF THE 5XXX SERIES OF ALLOYS IS THEIR SUSCEPTIBILITY TO STRESS CORROSION
CRACKING WHEN THE WELD POOL CHEMISTRY IS GREATER THAN 3% Mg AND THERE IS EXPOSURE TO
PROLONGED TEMPERATURES IN EXCESS OF 1500 F. SPECIAL ALLOYS AND TEMPERS ARE OFTEN REQUIRED
TO OVERCOME THIS PROBLEM. CONTACT ALCOTEC FOR ASSISTANCE IN ALLOY AND TEMPER SELECTION
WHEN ELEVATED TEMPERATURE SERVICE IS A CONCERN.
AlcoTec Wire Corporation
2750 Aero Park Dr., Traverse City, MI 49686-9263 U.S.A. 1-800-228-0750 FAX 231-941-9154
E-mail: salesCd alcotec.com Website: www.alcotec.com
BASE ALLOY PROPERTIES AS WELDED
BASE ALLOY UTS(KSI) UYS(KSI) ELONGM UTS(KSI) UYS(KSI) ELONGM
6061-T6, -T651 45 40 12 30 19 11
6063-T6 35 31 12 20 12 12
7005 -T6, -T63 54 46 12 46 30 10
7039-T64 65 55 13 44 25 13
5086-H32 42 30 12 39 17 17
Typical Semiautomatic GMA Procedures for Fillet and Lap Welding Aluminyrn
DC(EP)3 Base' DC(EP) Wire Arooh : Approximate
Wire Dia Range Thickness Suggested Feed Gas.liIow Coas8woplion2
Inches Ams Volts Inches Amps Volts IPM QFA•• Lbs/19OFt
100-130 18-22 094 100 22 500 30 • • 0.76030
125-150 20-24 125 120 22 600 3{ • • 1
035 85-120 20-23 094 110 22 480 30 • • • V 7S•
125-150 20-24 125 130 22 566 1 '
170-190 21-26 250 170 23 740 35
047 125-150 20-24 125 150 23 360 3d • 1. • •.
180-210 22026 187 180 23 410 30 2 3•
170-240 24-28 250 190 24 470 40 4
062 190-260 21-26 250 200 23 265 50 4
240-300 22-27 375 230 24 300 50 9
260-310 22-27 500 260 26 340 60 16
280-320 24-28 750 280 27 385 65 36
290-340 26-30 1.000 300 28 420 70 64
094 280-360 26-30 750 320 29 170 60 36
300-400 26-32 1.000 330 30 180 80 64
1. Metal thickness of %" or greater for fillet welds sometimes employs a double vee bevel of 50 deg or
greater included vee with 3/32 to 1/8 inch land thickness on the abutting member.
2. Electrode consumption given for weld on one side only and based on leg length equal to plate
thickness.
3. For 5XXX series electrodes use a welding current in the high side of the range given and an arc
voltage in the lower portion of the range. 1 XXX, 2XXX, and 4XXX series electrodes would use the
lower currents and higher arc voltages.
WELDING APPLICATIONS
A CHARACTERISTIC OF THE 5XXX SERIES OF ALLOYS IS THEIR SUSCEPTIBILITY TO STRESS CORROSION
CRACKING WHEN THE WELD POOL CHEMISTRY IS GREATER THAN 3% Mg AND THERE IS EXPOSURE TO
PROLONGED TEMPERATURES IN EXCESS OF 1500 F. SPECIAL ALLOYS AND TEMPERS ARE OFTEN REQUIRED
TO OVERCOME THIS PROBLEM. CONTACT ALCOTEC FOR ASSISTANCE IN ALLOY AND TEMPER SELECTION
WHEN ELEVATED TEMPERATURE SERVICE IS A CONCERN.
AlcoTec Wire Corporation
2750 Aero Park Dr., Traverse City, MI 49686-9263 U.S.A. 1-800-228-0750 FAX 231-941-9154
E-mail: salesCd alcotec.com Website: www.alcotec.com
NON -SHRINK PRECISION GROUT
PRQOAICTW1US."
PRODUCT DESCRIPTION
QUIKRETE® Non -Shrink Precision Grout is a high strength, non-metallic, Portland
cement based material with expansive additives designed for grouting all types of
machinery, steel columns, bearing plates, pre -cast concrete, and anchoring
aDDlications.
PRODUCT USE
Typical applications for QUIKRETE® Non -Shrink Precision Grout
include grouting of:
All types of machinery
Steel columns
Bearing plates
Precast concrete
Other anchoring conditions that require high in-service
strength
The non -shrink characteristics of Non -Shrink Precision Grout make it
stable and capable of handling high load transfers.
SIZES
QUIKRETE`' Non -Shrink Precision Grout — 50 LB (22.7 kg) bags
YIELD
Each 50 Ib (22.7 kg) bag of QUIKRETE® Non -Shrink Precision
Grout will yield 0.45 cu ft (12.7 Q at flowablo consistency.
TECHNICAL DATA
APPLICABLE STANDARDS
ASTM International
ASTM C109IC109M Standard Test Method for Compressive
Strength of Hydraulic Cement Mortars (Using 24n. or [50 -mm] Cube
Specimens)
ASTM C827 Standard Test Method for Change in Height at Early
Ages of Cylindrical Specimens of Cementitious Mixtures
ASTM C939 Standard Test Method for Flow of Grout for Preplaced-
Aggregate Concrete (Flow Cone Method)
ASTM C1090 Standard Test Method for Measuring Changes in
Height of Cylindrical Specimens from Hydraulic -Cement Grout
ASTM C1107 Standard Specification for Packaged Dry, Hydraulic -
Cement Grout (Nonshrink)
ASTM C1107 Standard Test Method for Flow of Hydraulic Cement
Mortar
ASTM E488 Standard Test Methods for Strength of Anchors in
Concrete and Masonry Elements
U.S. Army Corps of Engineers (USAGE) - CRD 621
Non -Shrink Grouting
03 62 00
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PHYSICALICHEMICAL PROPERM • : • • • • • • •
QUIKRETE* Non -Shrink Precislori WuEcomplies •with I prope4ies •: •
of ASTM C1107 and CRD 621 producing•fe results shown in Table
1. :000:0
TABLE 1 TYPICAL PHYSICAL PRZkRbES At 7 °f; (23•C) • •
Compressive strength, ASTM C109 modified per ASTM C1107
Plastic consistency
1 day 3000 psi (20.7 MPa)
3 days 9500 psi (65.5 MPa)
7 days 10,000 psi (68.9 MPa)
28 days 14,000 psi (96.5 MPa)
Height change, ASTM C1090
1, 3, 7 and 28 days 0-0.2%
Height change, ASTM C827 0.6%
Flowable consistency
1 day 3000 psi (20.7 MPa)
3 days 9000 psi (62.1 MPa)
7 days 9500 psi (65.5 MPa)
28 days 12,500 psi (86.2 MPa)
Height change, ASTM C1090
1, 3, 7 and 28 days 0-0.2%
Height change, ASTM CM 0.4%
Fluid consistency
1 day 2500 psi (17.2 MPa)
3 days 5000 psi (34.5 MPa)
7 days 6000 psi (41.4 MPa)
28 days 8000 psi (55.2 MPa)
Height change, ASTM C1090
1, 3, 7 and 28 days 0-0.2%
Height change, ASTM C827 0.3%
Pull-out strength, ASTM E4881 35,000 Ibf
111/4' (31 mm) bops embedded 9" (225 mm) deep in 3' (75 mm) hole in 2004 psi
13.8 MPa) cmaebe.
INSTALLATION
SURFACE PREPARATION
Surfaces to receive the grout must be dean and free of any type of
foreign matter, grease, paint, oil, dust or efflorescence. In some cases
it, may be necessary to roughen smooth surfaces or etch old ones
with acid. The area should be flushed and soaked with dean water
prior to grouting leaving no standing water. Place the grout quickly
and continuously using light rodding to eliminate air bubbles.
MIXING
Add the minimum amount of water necessary to produce the desired
flow characteristics as indicated in Table 2. Do not add more water
than the amount needed to produce a 20 -second flow per ASTM Test
Method C 939. QUIKRETE® Non -Shrink Precision Grout should be
mechanically mixed for a minimum of 5 minutes.
TART F 2
APPROXIMATE WATER REQUIRED FOR 50 LB (22.7 KG) OF
GROUT
Plastic 1 gal 3.8 L
Flowable 1 gal + 1 pt 4.3 L
Fluid 1 gal + 3 pt 5.2 L
WORKING TIME
When properly mixed to a fluid consistency QUIKRETE® Non -Shrink
Precision Grout will comply with all portions of ASTM C1107 and CRD
621 and retain a fluid consistency for the maximum usable working
times stated in Table 3.
TAR! F q
WORKING TIME
Temperature Working time
50°F (10°C) 25 min
73°F (23°C) 25 min
90'F 32'C 15 min
CURING
A damp cure of at least 3 days is necessary to control the non -shrink
characteristics and maintain strength levels. •
PRECAUTIONS'
Additions of cement or other matenpp.will eliminate the designed •
product qualities
0000 •• ; • • • •
Water quantities may be affected•ey perature±nixiVmetho¢....
and batch size '
QUIKRETE' Non -Shrink Precisigp Orggt'shouldVtbe6Ca-temPM,,,
Grout temperature should be maim Mflom 50 - 900egrees F (10 , •
32 degrees C) to achieve specifidf results. Use Wi d water in hot
weather or hot water in cold weather to aghieve d*W gfbut ,
temperature. ' ..' .. : • • • •
Do not pour grout d temperature is expected to gtAW32 degrees
F (0 degrees C) within a 12 hour period.
Mix no more than can be used in 30 minutes
WARRANTY
The QUIKRETE® Companies warrant this product to be of
merchantable quality when used or applied in accordance with the
instructions herein. The product is not warranted as suitable for any
purpose or use other than the general purpose for which it is
intended. Liability under this warranty is limited to the replacement of
its product (as purchased) found to be defective, or at the shipping
companies' option, to refund the purchase price. In the event of a
claim under this warranty, notice must be given to The QUIKRETE®
Companies in writing. This limited warranty is issued and accepted in
lieu of all other express warranties and expressly excludes liability for
consequential damages.
The QUIKRETP Companies
One Securities Centre
3490 Piedmont Rd., NE, Suite 1300, Atlanta, GA 30305
404) 634-9100 • Fax: (404) 842-1425
Referto www.quilaete.com for the mast current technical data, SDS, andguide specdkaftois
Revised 28 August 2015
DESCRIPTION:
HILTI Kwik Bolt 3 is a stud type expansion anchor with a single piece wedge
which expands in concrete and CMU when torque is applied. they are supplied
with a nut and washer.
MATERIAL CHARACTERISTICS:
1" carbon steel studs, conform to AISi 11141.
Nuts are carbon steel conforming to ASTM A563 Grade A
and meet dimensional requirements of ANSI B18.2.2.
Washers are made from carbon steel conforming to
ASTM F844 and meet dimensional requirements of
ANSI 18.22.1 Type A plain.
All 3/8", 1/2", 5/8", and 3/4" wedges are made from
carbon steel.
All 1/4" and 1" wedges are made from stainless steel.
GENERAL NOTES:
1) Design values in pounds are equal to ultimate load
divided by 4.
2) Edge distance shall be 1.75 times the minimum
embedment for tension and 3 times the minimum
embedment for shear. Anchor center to center
distance shall be 3 times the minimum embedment.
3) Anchor installation shall be made in accordance with
Hilti's published installation instructions in the Product
Technical Guide. Limit one anchor per cell.
4) Anchor installation in grouted concrete masonry units
require a minimum 12" distance and 8" spacing. Limit
one anchor per cell.
Avoid installation within 1-3/8" of any vertical mortar
joint. See Figure 1.
5) Values shown are for shear plane through the anchor
body.
6) When the shear plane is acting through the anchor
threads, reduce the shear by 10%.
7) When the shear plane is acting through the anchor
threads, reduce the shear by 6%
8) When the shear plane is acting through the anchor
threads, reduce the shear by 20%.
DESIGN VALUES:
Anchor
Diameter (in.)
Fracture
Load (lb)
1/4 2,900
3/8 7,200
1/2 1 12,400
5/8 19,600
3/4 28,700
Dia-
in.)
Min. Embed.
in.)
3000
Tension
psi
Shear
CMU Grouted
Tension Shear
1/4 2 623 458
3 8 2-1/2 1355 1460 8 780 1155
1/2 3-1/2 2185 2343 7 905 1723
5/8 4 2870 48858 1295 1723
13/4 4-3/4
1 I —
Anchor Installation is Allowed in all Non -Shaded Areas 00
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Mortar Joint • • • • • • • • • • 1-3/8
Concrete Masonry Unit
l —i>g" • • • • • (Groyted)
FI6.1• • • • • • •
w ENGINEERING
21 THURSTON IM.
PALM RFACH GAFU*I&FL )]Ile
OFR 1!6162501,
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HILTI, INC.
5400 S 122nd E Ave
Tulsa, OK 74146
HILTI KWIK BOLT 3
MECHANICAL
EXPANSION ANCHOR
FOR CONCRETE
AND MANSONRY
ELEMENTS
REVISION DATE: 31-10-06
DATE: 11-12-98
DRAWING: 543-003—C
SCALE: 1" = 1"
SHEET NO. 1 OF 1
FOR OFFICE USE
PRODUCT DESCRIPTION:
THE WEDGE -BOLT ANCHOR IS A UNIVERSAL MOH STRENGTH CARBON STEEL ANCHOR DESIGNED FOR USE N STOLE AGGREGATE
CONCRETE IT IS A VERSATILE, HIGH PERFORMANCE ANCHOR THAT IS REMOVABLE IT IS AVAILABLE WITH A FINISHED HEX WASHER
HEAD N 1N', 3A9', 12', SIS" AID 3A4' DIAMETERS. THE WEDGE 3OLT ANGOR IS A ONE-PIECE UNIT FORMED FROM THROUGH
HARDENED STEEL WITH A FINISHED HEX MAD FORMED WITH AN INTEGRAL WASHER, A DUN. LEAD THREAD, AND A CHAMFEREDED
TIP. THE CARBON STEEL VERSION OF THE ANCHOR IS ZNGPLATED FOR CORROSION RESISTANCE WITH A SUPPLEMENTAL
CHROMATE RMSH N ACCOFWANCE vvfrH ASTM B 633. ,.
GENERAL NOTES:
1. THEM APPROVAL DOCUMENTS 03 SENT A POWER WEDGE -BOLT ANCHOR ANALYZED WITH THE PROVISION SET FOR THE
ISSUANCE OF A NOTICE OF ACCEPTANCE (NOA) BY MNAM"MOE COUNTY PRODUCT CONTROL DIVISION FOR THE HIGH VmOCITY
HURRICANE ZONE (HVL¢) OF THE FLORIDA BUILDING CODE 204 WITH 2005 SUPPLEAENT.
2 ANCHOR INSTALLATION SHALL BE MADE N ACCORDANCE WITH THE MANUFACTURE'S PUBLISHED INSTALLATION INSTRUCTIONS '
AND TMS MAMFDADE COUNTY BCCO NOTICE OF ACCEPTACE. THE W XE•43OLT ANCHOR HOLE MUST BE DRILLED USING A
SPECIAL MATCHED TOLERANCE WEDGE -611'. TO INSTALL THE ANCHOR PRESS THE CHAMFERED TP OF THE ANCHOR THROUGH '
THE FIXTURE INTO THE HOLE. AND TIGHTEN R USING A SOCKET WRENCH OR IMPACT WRENCH. AS THE ANCHOR IS TIGHTENED
INTO THE HOLE. THE REVERSE PARABOLIC DUAL LEAD THREADS UNDERCUT THE WALL OF THE HOLE. THE DUAL LEAD THREAD IS /
FORMED WITH A HIGH HELIX ANGLE FOR FAST ENTRY AND ADVANCING. A SPECIALLY DESIGNED RELIEF THREAD FORMED IN THE /
BODY OF THE ANCHOR ALLOWS EASY TIGHTENING. FOR EASE OF IDENTIFICATION AFTER INSTALLATICK THE HEAD OF THE '
ANCHOR S STAMPED WITH BOTH THE DIAMETER AND LENGTH. ALLOWABLE TENSION AND SHEAR VALUES ARE NOTED IN TABLE 1.
3. NO INCREASE IN ALLOWABLE STRESS HAS SEEN USED IN THE DESIGN OF THIS PRODUCT.
4. THESE APPROVAL DOCUMENTSENTS ARE GENERIC AND DO NOT INCLUDE NFCMMATICNI FOR SITE-SPECIFIC APPLICATION
5. USE OF THESE APPROVAL DOCUMENTS SHALL COMPLY WITH CHAPTER Bt 615-23 OF THE FLORIDA ADMINSTRATIVE CODE
6. ANY MODIFICATIONS OR ADDITIONS TO THESE APPROVAL DOCUMENTS WILL VOID THE APPROVAL DOCUMENTS. /
TABLE ft 'l I
Soadm INId EdamDlstaRhHx.
WEDGE -BOLT ANCHOR - Allow" Loads.
SPACOM KTVEENN MCM -IOM 12d X 4d / 0.50 rx
Anchor
si2e r
Em Iml 2000 psi Concrete 30000 Concrete 4000 psi Concrete 5000 Psi Concrete 6000 psi Concrete
Depth Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear
h„) (Pounds) (Pounds) (pounds) (pounds) (Pa+xls) (Pounds) (Pounds) (Founds) (pounds) (Pounds)
3d
1 I80 . 260. 260 ' 390 • 335 520 375 360 415 600
1/4
1-
1/2 360, WD, 450 550 . 535 590 580 590 620 625
2 600 950. 795 - 550 985 SSD 1,115 640 1245 730
2-1/2 880 550 1,025 • 550 IA65 550 1,240 640 1,315 730
1-
1/2 475 645 555 1,010 630 IA70 695 1,440 760 1 1,710
2 750 1,110 665 1490 980 1,270 1440 1,490 1,300 L710
3/8 2-1/2. 1,025 1,370 leo 1,370 1,330 1,370 1,585 L540 IAW 1,710
3 1,450 1,425 L695 1,455 1,935 1,480 21203 1"3 2,475 1,710
3-1/2 ' L873 1,475 2205 L535 2,535 1.
5% 2,825 L6W 3J10 1,710
2 , 715 L430 850 1,570, 995 1,705 Logo 1,945 11195 2J85
2-1/2 1,025 L670 1,165 1,775 1,30 1,875 1,460 elm 1,620 2270
1/2 3 L480 L790 1,715 1,945 11950 2,095 2J50 U85 2,345 2,270
3-1/
2 1,515 2,165 1,820 2,220 21120 2,270 2,550 2,335 2,975 2,400
4 IAM 2,165 21525 2220 31155 2,270 3,155 2,335 3,155 2AW
1 2-1/2 855 1,800 I'm 2255 4180 21705 1,455 3,030 1,725 3,3W
5/8
3 IJ40 2,325 IA95 21690 1,845 3A55 ZA45 3,305 2,240 3,950
4 2,060 3,145 21625 3,420 31190 3,690 3,385 3,835 3,580 3,980
5 3,325 3,750 3,940 4,010 4,555 4,270 4,885 4,355 5,215 4,440
1 3 LOBO 3A05 I= 3,420 11620 3,635 1,900 4,265 2,175 4,695
3/4
4 1,780 3AW 2,410 4,590 3=5 5,550 3,270 51630 3,505 5,705
5 2,835 41690 I 3295 5,400 3,755 61110 4,305 6,150 4,850 6.190
6 1 3,885 5,7454180 6210 4,473 6,670 1 5,355 61670 6,190 61670
1- Allowable Loads ore based on UM"Kb Load divided by a 4:
1 safe factor.
2- Spacing and edge distance shall be in accordance with Table No.
a
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0
WEDGE -BOLT ANCHOR B
HD
1,2 J , WAS "B" 8
3
O
A= LENGTH B=DIAMETER
TABLE No. 2 WEDGE4WT ANOHOR - Soadm INId EdamDlstaRhHx.
DISTANCE FOR FULL ANCHOR DISTANCE FOR REDUCED ANCHOR REDUCTD]N
CAPACITY (Crlied Distance) H CAPACITY (Minirtsxn Distance)1 FACTORS
SPACOM KTVEENN MCM -IOM 12d X 4d / 0.50 rx
SPACOEG X7VEM NOW - WM ' 12d " 4d 0.75 ^'
EDM DISTANCE - TENSA ed 3d 0.70
EDGE DISTAHM - RM 12d >I 3d 0.15
1- The listed values aro the minimum distances required to obtain the bad values Rated in Table No. 1. / /
d' equals Anchor Diameter. When adjacent anchors are different sizes or embedments, use largest value of 'd',
2- The fisted values are the minimun distances at which the anchor can be set, when load values aro
adjusted oppnopr5ately.
3- Load values in the tables are rm*Upkd by the reduction factor when anchom are installed at the
minimum distamsoliMedo*wr ilterpolatlownoy*a and f*%pocing or edge distances between thecriticalandminimumdistmm3. Multiple /
shell be ccokubbd separctehyr and
analt5plkd0u
0(mora than one spacing or edge diatonoe /
TBODUCT RRNNWwII
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REVISIONS BY
Cesar I. Castilllo P. E.
POST EMBEDMENT DETAIL
Consulting Engineer - Fl. 68447
10500 Waves Way, Parkland, FL 33076 REVISIONS BY
Ph: 954-803-8968 - cesorcostillopabon@gmail.com