HomeMy WebLinkAbout2870 WHIPTAIL LOOP; ; PCR16140; PermitJob Address: 2870 Whiptail Lp
Permit Type: BLDG-Migrated
Parcel No: 2091201000
Valuation: $0.00
Occupancy Group:
# Dwelling Units:
Bedrooms:
(ity of
Carlsbad
Print Date: 02/07/2020 Permit No: PCR16140
Closed - Finaled
07/15/2016
08/04/2016
02/07/2020
Work Class: BLDG-Migrated Status:
Lot #: Applied:
Reference #: Issued:
Construction Type Permit
Finaled:
Bathrooms.: Inspector:
Orig. Plan Check#: 1'1 Final
Plan Check #: Inspection:
Project Title:
Description: PCR - DEFFERED SUBMITTAL FOR STOREFRONT GLAZING BLD A
FEE AMOUNT
Total Fees: Total Payments To Date : Balance Due:
Building Division
1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov
(City of
Carlsbad
PLAN CHECK REVISION
APPLICATION
B-15
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
Plan Check Revision No. PCJ2 ((P 140 Original Plan Check No.
Project Address ' • Date
Contact 7' 7 o W H I -
s-
Ph Fax -4 e-Air
(19220-
4?
Contact Address 7 L , o t1' I) City S Zip z loca,
General Scope of Work
k,FP kE a -yj S— (—D 4115
Original plans prepared by an architect or engineer, revisions mu be signed & stañiped by that person.
1 . Elements revised:
EV(Plans01/calculations J Soils EJ Energy fl Other
2.
Describe revisions in detail
3.
List page(s) where
each revision is
shown
4.
List revised sheets
that replace
existing sheets
5L0 Or pv-1m i
7%(I3 crW
io4 PL43
Does this revision, in any way, alter the exterior of the project?
Does this revision add ANY new floor area(s)? E1 Yes
Does this revision affect any fire related issues? Yes
S. Is this a complete set? Yes E6Jo
E Yes
E No
E'No
Signature
1635 Faraday Avenue, Carlsbad, FA 920a8 fb: 760-602- 2719 E: 760-602-8558 Emag:building@carisbadca.gov
wwwcarlsbadca.gov
EsGil Corporation
In cPartnership with government for Bui(t(ing Saftty
DATE: 07/26/2016 0 APPLICANT
U JURIS.
JURISDICTION: Carlsbad U PLAN REVIEWER
U FILE
PLAN CHECK NO.: 15-3617 (PCR16-140) SET: I REV. V
PROJECT ADDRESS: 2864 Whlptall Loop, Bldg 'A'
PROJECT NAME: Office/ Warehouse Shell Building Storefront
El The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
El The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
EsGil Corporation staff did not advise the applicant that the plan check has been completed.
El EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Email:
Mail Telephone Fax In Person
REMARKS: Clouded correction made to sheet 100. Applicant to match City-held sets.
By: Dwight Ashman Enclosures:
EsGil Corporation
El GA LI EJ 0 MB LI PC 07/19/2016
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
Carlibad 15-3617 (PCR16-140)
07/26/2016
(DO NOT PAY— THIS IS NOTAN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3617 (PCR16-140)
PREPARED BY: Dwight Ashman DATE: 07/26/2016
BUILDING ADDRESS: 2864 Whiptail Loop, Bldg 'A'
BUILDING OCCUPANCY:
BUILDING
PORTION
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
Revision
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code 1GB ley Ordinance
Bldg. Permit Fee by Ordinance
Plan Check Fee by Ordinance
Type of Review: El Complete Review El Structural Only
El Repetitive Fee
IRepeats
* Based on hourly rate
El Other
Hourly I Hr.@*
EsGil Fee $86.00 I $86.001
Comments: Hourly for revision.
Sheet I of I
macvalue.doc +
CITY OF
CAR LSBAD
PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division
APPROVAL 1635 Faraday Avenue
(760) 602-4610 P29 www.carIsbadca.ov
DATE: 7/20/16 PROJECT NAME: Carlsbad Oaks N Lot 13 PROJECT ID: SDP 15-10
PLAN CHECK NO: PCR 16-140 SET#: ADDRESS: 2864/2870 Whiptail Lp APN: 209-120-10
This plan check review is complete and has been APPROVED by the Planning
Division.
By: Chris Garcia
A Final Inspection by the Planning Division is required J Yes Z No
You may also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check APPROVAL has been sent to: Bryan Metzger
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
PLANNING
760-602-4610
ENGINEERING
760-602-2750
FIRE PREVENTION
760-602-4665
Chris Sexton
760-602-4624
Chris.Sexton@carIsbadca.gov
Chris Glassen
760-602-2784
Christopher.GIassen@carIsbadca.gov
Greg Ryan
760-602-4663
Greorv.Rvan@carIsbadca.ov
LII Gina Ruiz
760-602-4675
Gina.Ruiz@carIsbadca.gov
[] ValRay Marshall
760-602-2741
VaIRay.MarshaII@carIsbadca.gov
Cindy Wong
760-602-4662
Cynthia.Won@carlsbadca.ov
Chris Garcia
760-602-4622
Chris.Garcia@carIsbadca.gov
[1] Linda Ontiveros
760-602-2773
Linda.Ontiveros@carlsbadca.gov
Dominic Fieri
760-602-4664
Dominic.Fieri@carIsbadca.gov
Remarks: Project consistent with approved SDP 15-10.
JASCO PACIFIC, INC.
341-A Industrial Way
Falibrook, Ca. 92028
www.jascopacific.com
TFW Construction
Submittal #25
Part I
CSI 08400
6/13/16
May 26, 2016
Breezway/Thrifly Glass
7312 Murdy Circle
Huntington Beach, CA 92647
Carlsbad Oaks North Lot 13- Bidgs A & B, 4239-5-16
Whiptail Loop
Carlsbad, CA 92010
Enclosed for your use are engineering calculations for the subject project.
The Reference and Design Criteria section outline the criteria used to analyze the system and its connections to
the building structure. Please review these criteria to insure that it is consistent with the project specifications.
Also the reference drawings should be compared with the calculations and revisions made where necessary
include provisions of the calculations.
'ki
A copy of these calculations should be submitted to the building structural engineer to insure that the
attachment locations and applied loadings can be accommodated by the building structure and that the drift of
the structure does not exceed the drift capacity of the glazing system.
It is important that all design drawings and calculations be approved by the architect, consultant, project
structural engineer, and City and County building departments prior to cutting any dies, ordering materials or
fabrication of any materials.
Please call if you have any questions or need additional information.
NO EXCEPTIONS TAKEN 0 FURNISH AS CORRECTED
SUBMIT SPECIFIC ITEM 0 REVISE AND RESUBMIT
REJECTED 0 NOT REVIEWED
Review is only for general conformance with the design concept of
the project and general compliance with the information included
in the Contract Documents. Any action shown is subject to the
requirements of the drawings and specifications. Contractor is
responsible for: correlating and confirming dimensions at the job
site; choice of fabrication processes and techniques of
construction; coordination of their work with that of other trades;
and performing the work in a safe and satisfactory manner.
WISEMAN + ROHY STRUCTURAL ENGINEERS
By. MS m,.: 06/28/2016
f Ice? Ito - (L(
James A. Sadler
Structural Engineer
Enclosur4
Jasco Pacific, Inc.
Structural Engineers
http:lljascopacific.com
STRUCTURAL CALCULATIONS
FOR:
WARE MALCOMB
project name
project no.______________________
EX NO EXCEPTIONS TAKEN 0 MAKE CORRECTIONS NOTED
0 FOR REVIEW ONLY 0 REVISE AND RESUBMIT
0 REJECIED 0 SUBMIT SPECIFIED ITEM
Review is only for general conformance with the design concept of the project and
general compliance with the information given in the contract documents. As action
shown is subject to the requirements of the plans and specifications. Contractor is
responsible for. dimensions which shall be confirmed and correlated at the job site;
fabrication processes and techniques of construction; coordination of his week with
that of all other trades; and the satisfactory performance of his work.
date _6/29/16 b,gms
WARE MALCOMB
6363 greenwich dr. suite 175. san diSgo. california. 92122 p. 858.638.7277 f. 858.638.7506
Breezway/Thrifty Glass
7312 Murdy Circle
Huntington Beach, CA 92647
(714) 766-6490
NO EXCEPTIONS TAKEN 0 FURNISH AS CORRECTEC
SUBMIT SPECIFIC ITEM 0 REVISE AND RESUBMIT
REJECTED 0 NOT REVIEWED
Review is only for general conformance with the design concept of
the project and general compliance with the information included
in the Contract Documents. Any action shown is subject to the
requirements of the drawings and specifications. Contractor is
responsible for: correlating and confirming dimensions at the jot
site; choice of fabrication processes and techniques of
construction; coordination of their work with that of other trade91
and performing the work in a safe and satisfactory manner.
WISEMAN + ROHY STRUCTURAL ENGINEERS
MS flnen 06/28/2016
Carlsbad Oaks North
Lot 13- Buildings A&B
Whiptail Loop
Carlsbad, CA 92010
Job Number: 4239-5-16
PREPARED FOR:
No.2114 LLI Exp. 930-17).
Digitally signed by James A.
Sadler
DN: cn=James A. Sadler,
o=Jasco Pacific, Inc., ou,
email=jimsadler@jascopacifi
c.cóm, cUS
Date: 2016'.'05.26 15:58:36
07I001
341-A Industrial Way, Falibrook, CA 92028
(760) 723-8135 Fax (760) 723-8136
Jasco Pacific, Inc
Structural Engineers
http:lljascopacificcom
STRUCTURAL CALCULATIONS
FOR:
WARE b'IALCOMB
project name
project no. lien.:_________________________________
NO IiXCEI9IONS TAKEN 0 MAKE CORRECTIONS NOTED
o POE REVIEW ONLY 0 REVISE AND RPSIJISMIT
0 REJECIED 0 SUBMIT SPEC] FISDarm
Review is only for general confonnance with the design con, cr1 of the project and
general compliance with the infonnalion gken in the contract documents. As action
shown is smkecl to the nrquiremnenmsof the plans and specifications. Contractor is
mcuponsible fey. dimensions which shall be conlirnrrd and convicted at 11w job site;
fabrication processes and techniques of conqmctioa; coordination of his work with
that of all other trades; and the satisfactory performance of Iris work.
date 6/29/16 gms
WARS MALCOMB
63638reenw1ch dr.saite 175.ron diego.caliform.ia.92122 550.638.7277 (.858.638.7506
Carlsbad Oaks North
Lot 13- Buildings A & B
Whiptail Loop
Carlsbad, CA 92010
Job Number: 4239-5-16
PREPARED FOR:
Breezway/Thrifty Glass
7312 Murdy Circle
Huntington Beach, CA 92647
(714) 766-6490
Digitally signed by James A.
. Sadler
DN: cn=James A. Sadler,
No.2174 o=Jasco Pacific, Inc., ou,
9-30-17) . email=jimsadler@jascopacifi
ucl
c.com, c=US
Date: 2016:05.26 15:58:36
-OTOO'
341-A Industrial Way, Falibrook, CA 92028
(760) 723-8135 Fax (760) 723-8136
Jasco Pacific, Inc.
Structural Engineers
http ://jascopacific.com
TABLE OF CONTENTS
Cover Sheet 1
Table of Contents 2
References & Design Criteria 3-4
General Notes 5-7
Windload 8-11
Elevations 12-17
Frame Analysis 18-33
Connection Analysis 34-59
Component Ref. & Section Properties 60-69
Technical Information 70-104
341-A Industrial Way, Falibrook, CA 92028
(760) 723-8135 Fax (760) 723-8136
Jasco Pacific, Inc.
Structural Engineers
http;//jascopacific.com
References
Design Criteria
341-A Industrial Way, Falibrook, CA 92028
(760) 723-8135 Fax (760) 723-8136
4239-05-16 05/26/2016 3 o 104
Carlsbad Oaks North Lot 13 - Bldgs A & B
Whiptaii Loop
Carlsbad, CA 92010
JOB NO. 4239-5-16
By: J.A. Sadler
Chk: D.A. Baum
References:
2013 California Building Code
Specification for Aluminum Structures:
The Aluminum Association; Aluminum Design Manual,
2010 Edition (AA ADM 1)
Design Criteria:
I. Material: Aluminum Extrusions 6063-T6 Fy=25 ksi E=10 100 ksi
2. Wind Loading: See sheets 8-1 1
PREPARED FOR:
Breezway/Thrifty Glass
7312 Murdy Circle
Huntington Beach, CA 92647
(714) 766-6490
PREPARED BY:
JASCO PACIFIC, INC.
341-A Industrial Way
Falibrook, Ca. 92028
(760) 723-8135
Jasco Pacific, Inc.
Structural Engineers
http:/Ijascopacific.com
General
Notes
341-A Industrial Way, Falibrook, CA 92028
(760) 723-8135 Fax (760) 723-8136
4239-05-16 05/26/2016 5 of 104
Carlsbad Oaks North Lot 13 - Bldgs A & B JOB NO. 4239-5-16
Whiptail Loop By: J.A. Sadler
Carlsbad, CA 92010 Chk: D.A. Baum
General Notes:
I. The following calculations are for the specific elements calculated on these sheets. Unless
specifically calculated the following were not reviewed:
Glass and glazing design other than ASTM B 1300-04.
Thermal forces, stresses and movement.
Sealant and sealant joint design.
Air and water penetration.
B. Capacity of building structure to support glazing system.
Any details not specifically shown on shop drawings.
Movement of building structure including LL deflection and drift.
Connection and stiffening elements shown on these calculations have been evaluated to be
structurally sound and in compliance with references listed on sheet 1. Before these elements are
fabricated it is the responsibility of the glazing system designer to determine if the elements will fit
together or can be assembled properly.
All approvals of these calculations by consultant, public agency, architect, etc. must be obtained
before dies are cut, material fabricated or shipped. Jasco Pacific, Inc. is not responsible for material
fabricated, shipped or erected prior to all approvals.
The capacity of the building structure to support the dead and wind loadings has not been evaluated.
A copy of these calculations should be submitted to the project structural engineer so that the
adequacy of the building structure can be evaluated.
Splice locations are assumed as shown on the reference shop drawings. If no splice is shown it is
assumed not to be there.
If connection configuration or materials differ from those used in this set of calculations it shall be
brought to the attention of Jasco Pacific, Inc. prior to fabrication or installation.
All shear blocks shall be aluminum with a drilled hole of maximum diameter equal to bolt diameter
plus 1/32".
All bolts, lag screws, and concrete anchors shall be installed with American standard plain washers
unless noted otherwise. All bolts shall be ASTM A307 or ASTM A304 unless noted otherwise.
PREPARED FOR:
Breezway/Thrifty Glass
7312 Murdy Circle
Huntington Beach, CA 92647
(714) 766-6490
PREPARED BY:
JASCO PACIFIC, INC.
341-A Industrial Way
Falibrook, Ca. 92028
(760) 723-8135
Carlsbad Oaks North Lot 13 - Bldgs A & B
Whiptail Loop
Carlsbad, CA 92010
JOB NO. 4239-5-16
By: J.A. Sadler
Chk: D.A. Baum
All drilled-in anchors shall be installed a minimum of 12 diameters on center and a minimum edge
distance of 6 diameters unless noted otherwise in the calculations. If "Special Inspection" is noted in
the calculations anchors shall be installed as set forth in Section 1704 of the CBC.
All welding shall be performed by certified welders in accordance with the AWS Code as follows:
:uiq:in,ii CODE
Aluminum AWS D1.2/D1.2M: 2010
Structural steel AWS D1.1/D1.1M: 2010
Light gauge (less than 3/16 in.) AWS DI.3: 2008
Reinforcing steel AWS D1.4:2011
Special inspection not required unless specifically required by code or specifically noted on the
calculations or drawings.
Internal steel stiffeners where specified shall be fabricated using ASTM A-36 steel for structural
shapes and ASTM A10I 1/A10I 1M for cold formed sections. Dimensions shown in these
calculations are approximate; actual fabricated size shall provide for a tight fit with a maximum of
1/8" clearance.
All welding of aluminum shall be in accordance with CBC Chapter 20. Welding of aluminum to
occur only at locations specifically shown on plans.
Where aluminum parts are in contact with or fastened to steel members or other dissimilar materials
the aluminum shall be kept from direct contact.
All glass and glazing shall meet the requirements for the CBC Chapter 24. Safety glazing shall be
used in all areas where required.
All glazing at a slope of 15 degrees or greater with the vertical shall meet the requirements of
Section 2405 CBC 2013.
Where connections are made to cold-formed metal framing the minimum thickness shall be
0.0451 in (18 ga) unless noted otherwise.
PREPARED FOR: PREPARED BY:
Brcezway/Thrifty Glass JASCO PACIFIC, INC.
7312 Murdy Circle 341-A Industrial Way
Huntington Beach, CA 92647 Fallbrook, Ca. 92028
(714) 766-6490 (760) 723-8135
Jasco Pacific, Inc.
Structural Engineers
http:/Ijascopacific.com
L1, A17T11 Tfl
341-A Industrial Way, Falibrook, CA 92028
(760) 723-8135 Fax (760) 723-8136
4239-05-16 05/26/2016 8 o 104
CBC 2013 Wind Load
Per section 1609A.6 (All heights method)
Basic—Wind—Speed 110 mph Exp. C
V 110 (Basic Wind Speed mph)
:= 1.04 ASCE7-10 Table 27.3-1
1.0 ASCE 7-10 Fig 26.8-1
'n, ,t 0.00256V2Kz'CjetK Equation 16-35
:= .6
Zone 4
Cnet 1 Table 1609A.6.2
net : 0.00256V2KiCnetK = —32.215 net = —19.329
Zone 5
Cnet 1.34 Table 1609A.6.2
net 0.00256V2KiCnetKzt = —43.168 Pnef fl = —25.901
4239-05-16 05/26/2016 9 o 104
DESIGN CRITERIA
4 I --
f 5>M
1. VERTICAL LOADS:
DEAD LOADS:
ROOF (WAREHOUSE) .......................13 PSF, ROOF (OFFICE) 17 PSF
LIVE LOADS: REDUCIBLE UNLESS NOTES OTHERWISE
ROOF (FLAT) ... ......... ............ 20 PSF
2. LATERAL LOADS:
A. WIND: PER ACSE 7-10(IBC 2012)
BASIC WIND SPEED-3 SECOND. GUST V3s) ........... 110MPH
TOPOGRAPHIC FACTOR (Kzt)..............................1.0
RISK CATEGORY ................. .................................. II
EXPOSURE CATEGORY.......................................0
ENCLOSURE CLASSIFICATION........ ENCLOSED
B. SEISMIC: PER ASCE.7-10 (IBC 2012)
OCCUPANCY CATEGORY...................................II
SEISMIC IMPORTANCE FACTOR (IE).................. 1.0
RHO(N-S) ....................................................... 1.0
RHO(E-W) ...................................................... 1.0.
MAPPED SPECTRAL RESPONSE ACCELERATIONS:
SS= 1.032G
SI=0.401G
SITE CLASS:.....................................................0
SPECTRAL RESPONSE COEFFICIENTS:
Sds= 0.748G
Sd1= 0.428G
SEISMIC DESIGN CATEGORY:...............................D
RESPONSE MODIFICATION FACTOR:..................... R=4.0
SEISMIC FORCE RESISTING SYSTEM:
INTERMEDIATE PRECAST SHEARWALLS
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
SEISMIC RESPONSE COEFFICIENT (CS)............... 0.187 (SHEARWALLS)
SHEARWALLS:
V= CS W = 0.187 W (STRENGTH)
V= CS* W/1.4= 0.1336W(ASD)
4239-05-16 05/26/2016 . 10 of 104
2. Other Design Loads: As indicated on. Drawings.
D. Deflection of Framing Members: At design wind pressure, as follows:
1. Deflection Normal to Wall Plane: Limited to edge of glass in a direction perpendicular to
glass plane not exceeding 1/175 of the glass edge length for each individual glazing lite
glazing lites to 3/4 inch, or an amount that restricts edge deflection of individual
whic
ver
iG1•PlLtdt0fl i/8 inch,
whichever is smaller.
a. Operable Units: Provide a minimum 1/16-inch clearance between framing
members and operable units.
E. Structural: Test according to ASTM E 330 as follows:
When tested at positive and negative wind-load design pressures, assemblies do not
evidence deflection exceeding specified limits.
When tested at 150 percent of positive and negative wind-load design pressures,
assemblies, including anchorage, do not evidence material failures, structural distress, or
permanent deformation of main framing members exceeding 0.2 percent of span.
Test Durations: As required by design wind velocity, but not less than 10 seconds.
F. Air Infiltration: Test according to ASTM E 283 for infiltration as follows:
Fixed Framing and Glass Area:
a. Maximum air leakage of 0.06 cflm'sq. ft. at a static-air-pressure differential of 6.24
lbf/sq. ft.
Entrance Doors:
Pair of Doors: Maximum air leakage of 1.0 cfm/sq. ft. at a static-air-pressure
differential of 1.57 lbf/sq. ft.
Single Doors: Maximum air leakage of 0.5 cfm/sq. ft. at a static-air-pressure
differential of 1.57 lbf/sq. ft.
G. Water Penetration under Static Pressure: Test according to ASTM E 331 as follows:
1. No evidence of water penetration through fixed glazing and framing areas when tested
according to a minimum static-air-pressure differential of 20 percent of positive wind-
load design pressure, but not less than 6.24 lbf/sq. ft.
H. Energy Performance: Certify and label energy performance according to NFRC as follows:
Thermal Transmittance (U-factor): Fixed glazing and framing areas shall have U-factor
of not more than [0.69 Btu/sq. ft. x h x deg F as determined according to NFRC 100.
Solar Heat Gain Coefficient: Fixed glazing and framing areas shall have a solar heat gain
coefficient of no greater than 0.45 as determined according to NFRC 200.
Condensation Resistance: Fixed glazing and framing areas shall have an NFRC-certified
condensation resistance rating of no less than 15 as determined according to NFRC 500.
CARLSBAD OAKS NORTH - LOT 13 084113-3 ALUM-FRAMED ENTR. & STOREFRONTS
CARSLBAD, CA OCTOBER 5, 2015
4239-05-16 05/26/2016 11 of 104
TA
Jasco Pacific, Inc.
Structural Engineers
http:IIjascopaciffc.com
Elevations
341-A Industrial Way, Falibrook, CA 92028
(760) 723-8135 Fax (760) 723-8136
4239-05-16 05/26/2016 12 of 104
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Jasco Pacific, Inc.
Structural Engineers
http;I/jascopaciflc.com
Frame
Analysis
341-A Industrial Way, Fallbrook, CA 92028
(760) 723-8135 Fax (760) 723-8136
4239-05-16 05/26/2016 18 of 104
-.2
-.3
ilm
Results for LC 1, wind
Z-direction Reaction Units are k and k-ft
Calrsbad Oaks
Carlsbad Oaks North
Sht 400 @ 19.3 psf
SK-2
CarlsbadOaksNorth(400)r3d
Dedm ivni
Shape: 1=1 2.758 at 5.801 ft
Material: gen_Pium
Length: 11.603 ft
I Joint: N59 Dy in J Joint: N35
Code Check: No Caic Dz m
Report Based On 97 Sections
.398 at 11.603 ft
A k Vy - k Vz k
-.343 at 0 ft
T k-ftMz - k-ft
My \ k-ft
-1.208 at 5.922 ft
0 at 5.922 ft
fa ksi
ft
fc ksi
0 at 5.922 ft
4239-05-16 05/26/2016 20 of 104
t3eam: MW
Shape: 1=1 .947 at 4.322 ft
Material: gen_Alurn
Length: 8.645 ft
I Joint: N30 Dy in
dJoint: NIO
Code check: No Cale Dz in
Report Based On 97 Sections
.281 at 8.645 ft
Moil AN
A _______________ k _______________ Vy k
Zrr
_____
-.287 at 0 ft
T - k-ft Mz k-ft
My k-ft
-.75 at 3.872 ft
0 at 3.872 ft
fa -ksi ft ksi W
O at 3.872 ft
TL 20 z L./pç.... ',q ~JZ
I$Lr
.c197
L7 TL 2a
o r'v
4239-05-16 05/26/2016 21 of 104
Lseam: M2U
Shape: 1=1 3.483 at 5.801 ft
Material: gen_Alum
Length: 11.603 ft
I Joint: N68 Dy in
J Joint: N66
Zr Code Check: No Cale Dz in
Report Based On 97 Sections
.461 at 11.603 ft
No
A k Vy k
-.437 at 0 ft
T k-ftMz k-ft
My k-ft
-1.53 at 5.801 ft
0at5.801 ft
fa ksi
Adffilllhlbk . ft ksi
fc*ksi
0at5.801 ft
TL
3:! .4'4-
WW
,'4,c 4/,)()OIt
4239-05-16 05/26/2016 22 of 104
14 ..
z x
.4...-'
-.5..-'
-.1•.•'
18. 4..'
1.7...
-.2 ...
.1
-.4....
-1.7. -.4.. '
.1.7...
4.
-.7.. 10
-.4..•'
-.2..'
Results for LC 1, wind
Z-direction Reaction Units are k and k-ft
__ _____
Carlsbad Oaks North L
Calrsbad Oaks Elev. Sht 401 @ 19.0 psf CarlsbadOaksNorth(401).r3d
16 230f 104
pe: 1=1 1.541 at 5.8 ft
Material: gen_Alum
Length: 8 34. ft
lJot: N128 Dy in
Dz in
Code Check: No Caic -.088 at 14.5 ft Report Based On 97 Sections
.364 at 13.05 ft
A k Vy k Vz _f .43i4 k
-.283 at 13.412 ft
.757 at 13.05 ft
T k-ft Mz k-ft My
y--
k -ft
-.662 at4.712ft
0 at 13.05 ft
fa ksi fCAL4kSI ft,TVYrvyvkSI
0at3.05ft
tc7
oSI1
-L •r?'! 3( ku zcz.
LJ DAL -
4239-05-16 05/26/2016 24 of 104
z x
-2.1
2.1
2.1
V
.. . .V
-.1
-.2
om ,
Results for LC I, wind
Z-direction Reaction Units are k and k-ft fi
Carlsbad Oaks North
L!!bad Oaks j. Shi CarIsbadOaksNorth4O2).r3d
2-O6 05/26/2016 25 of 104
beam: -m7
Shape: 1=8.5 .266 at 26.462 ft
Material: gen_Alum
Length: 34.8 ft
I Joint: N133 Dy in Dz in J Joint: N7
Code Check: No Caic -.208 at 34.8 ft Report Based On 97 Sections
1.685 at 13.05 ft
A k VY k Vz k
-1.499 at 26.1 ft
1.699 at 27.187 ft
T k-ft My - k-ft
Mz k-ft
-.737 at 31.175 ft
2.399 at 27.187 ft
fc ,a ksi
fa ksi
ft ksi
-2.399 at 27.187 ft
oP -
_r,(,Cl (,?Z$
c—
Oh.
4239-05-16 05/26/2016 27 of 104
rem: iviji
Shape: 1=6.75 1.602 at 23.2 ft
Material: gen.Alum
Length: 34.8 ft
I Joint: N63 Dz in J Joint: N62 Dy in
Code Check: No Caic
Report Based On 97 Sections .995 at 34.8 ft
1.041 at 13.412 ft
Vy2?/47k A k Vz k
IF:'
-1.16 at 13.775 ft
2.54 at 23.562 ft
T - k-ft Mz k4t My k-ft
-3.441 at 13.412 ft
6.118 at 13.412 ft
fa ksi
ksi
fc ksi
-6.118 at 13.412 ft
opt,- ;z3$
'fl1: J-_" i41- )9)f
--
-ç - --
- ZcS17
4239-05-16 05/26/2016 28 of 104
- Company
Designer
- Job Number:
Section Properties: 3/16 stiffnr for 0PG192275
Section Information:
Material Type = General
Shape Type = Arbitrary
Number of Shapes = I
Basic Properties:
Total Width = 1.750 in
Total Height = 4.125 in
Centroid, Xo = -0.000 in
Centroid, Yo = -0.000 in
X-Bar (Right)= 1.260 .
X-Bar (Left) = 0.490 in
V-Bar (Top) = 2.062 in •
V-Bar (Bot) = 2.063 in
Max Thick = 0.186 in
Equivalent Properties:
Area Ax = 1.306 ,nA2
Inertia, lxx =
••
3.144 in'4
Inertia, lyy = 0.366 mM
Inertia, lxy = 0.000 mM
Sx (Top) = 1.524 mnA3
Sx(Bot = 1.524
Sy (Left)
-
= 0.747 j3
Sy (Right) = 0.291 inA3
rx = 1.551 in
= 0.530 in
Plastic Zx = 1.841 inA3.
Plastic Zy = 0.523
Torsional J = <No Caic.>
As-xx Def = 1.000
As-yy Def = 1.000
-
As-xx Stress = 1.000
As-yy Stress -. = 1.000
16:50 PM
Checked By:______
Section Diagram
C:\RISA\SectionProJect3 Page 1
4239-05-16 05/26/2016 29 of 104
01'6 jq22?S
23
beam: MJ
Shape: 1=6.75 3.253 at 8.653 ft
Material: gen Alum
Length: 21.3 ft
I Joint: N65A Dz in
J Joint: N64 Dy - in
Code Check: No Calc
Report Based On 97 Sections -1.899 at 21 .3 ft
1.058 at 17.528 ft
A k Vz k VY1 k
-.993 at 0 ft
4.21 at 8.431 ft
T k-ft My k-ft
Mz k-ft
-.737 at 17.75 ft
7.485 at 8.431 ft
fa ksi
ft
sj
fc "-ksi
-7.485 at 8.431 ft
7L $i!A
OL4O j'J,c4 £Y01t
OPb12'7
4239-05-16 05/26/2016 L4J7 /'fJf1jiJ4yL.
O( 4- '• z x
-3...
-.1...•'
.1..'
-
-.4... •1'
-4 ....
....
-.4 •... -.1.'
I Results for LC 1, wind
Z-direction Reaction Units are k and k-ft
ISK-1
Carlsbad Oaks North
Calrsbad Oaks Sht 404 @ 19.3 psf rCarIsbad&aksNorth(404).r3d
755726i2OT 31 of 104
Dy
Beim: 'M3
Shape: 1=1
Material: gen_Alum
Length: 11.83 ft
I Joint: N7
J Joint: N9
Code Check: No Caic
Report Based On 97 Sections
2.909 at 5.915 ft
in
I __________________ in Dz
.353 at 11.83 ft
A k Vy k Vz k
-366 at .123 It
T k-ftl PAz
fa
Mv 2S 2fl
2 -- Jit— 3,47
z1?7
U;,F ZSS
42
4239-05-16 05/26/2016 32 of 104
brlO 2' L/(?$-? -•±!?','
'75 I)
.7Z7
i
1) ?).! MO z-cr
4239-05-16 05/26/2016 33 of 104
Jasco Pacific, Inc.
Structural Engineers
http://jascopacific.com
Connection
Analysis
341-A Industrial Way, Falibrook, CA 92,028
(760) 723-8135 Fax (760) 723-8136
4239-05-16 05/26/2016 34 of 104
Carlsbad Oaks North Lot 13 - Bldgs A & B
Whiptail Loop
Carlsbad, CA 92010
JOB NO. 4239-5-16
By: J.A. Sadler
Chk: D.A.Baum
S.
poll f
, jj, ot
SLOCKr
FIELD FASTEN V4 E'jjpX "M DRIL-FLEX by ELM MX FM AcI o
I8'OCUIO (I) MIDPOINT OPDID
?EID 5111M AD, PJM—
HELD APPLD CONTU6UU5—.-.s. SA4ANT $ DAC gog --
4r
LJ pp
L11
I IIAEIAWAVAVAI
PREPARED FOR: . PREPARED BY:
Breezway/Thrifiy Glass JASCO PACIFIC, INC.
7312 Murdy Circle 341-A Industrial Way
Huntington Beach, CA 92647 Falibrook, Ca. 92028
(714) 766-6490 (760) 723-8135
4239-05-16 05/26/2016 35 .0f 104
Carlsbad Oaks North Lot 13- Bldgs A & B
Whiptail Loop
Carlsbad, CA 92010
JOB NO. 4239-5-16
By: J.A. Sadler
Chk: D.A. Baum
425
_
- 5erTIl6&oc
-
KwikBoltTZ-CS3/8(2)
,, It . •.. 2.000 In., hnom = 2.313 In. Zi2. fl41V Carbon Steel
ESR-9i7
10/1/2015 1 6/1/2017
Design method ACI 3181 AC193
Ii
PREPARED FOR: PREPARED BY:
Breezway/Thrifty Glass JASCO PACIFIC, INC.
7312 Murdy Circle 341-A Industrial Way
Huntington Beach, CA 92647 Falibrook, Ca. 92028
(714) 766-6490 (760) 723-8135
4239-05-16 16
a,
I- n mi.]
www.hhlti.us Profis Anchor 2.6.4
Company: Page: 1
Specifier: Project: Carlsbad Oaks North
Address: Sub-Project I Pos. No.: 4239-5-6
Phone I Fax: I Date:
E-Mad:
Specifier's comments:
I Input data
Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2)
Effective embedment depth: her 2.000 In., hoom = 2313 in. .
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid; 1011/2015 15/1/2017
Proof; Design method ACI 318/ AC193
Stand-off installation: et, = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plate: lxx I, xl = 5.000 in. x 5:000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Profile: no profile
Base material: cracked concrete. 2500, f = 2500 psi; h = 420.000 in.
Reinforcement: tension: condition B. shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No.4 bar
Seismic loads (cat. C, D. E, or F) no
Geometry (in.] & Loading [Ib, ln.lb]
Z
Os
CPO
Input data and resutts must be checked for agreement with the existing conditions and for plausibtiltyl
PROFIS Anchor (C) 2003-2009 Huh AG, FL-9494 Schaan HUll is a registered Tredamerk of Huh AG. Schoan
4239-05-16 05/26/2016 37 of 104
www.hlltlus
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
WL;zli- :J 1i I
Profis Anchor 2.6.4
Page: 2
Project: Carlsbad Oaks North
Sub-Project t Pos. No.: 4239-5-16
Date:
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions (Ib)
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0 800 800 0
max. concrete compressive strain: -
max. concrete compressive stress: - (psi)
resulting tension force in (x/y)—(0.000/0.000): 0 [Ib]
resulting compression force In (xly)(0.000I0.000): 0 Jib)
3 Tension load
Load Nus (Ib] Capacity 4N jib] Utilization pM at NujN Status
Steel Strength* N/A N/A N/A N/A
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Strength** NIA NIA N/A N/A
*anchor having the highest loading**anchor group (anchors In tension)
Input data and results must be checked for agreement with the existing conditions and for plauslbilityl
PROFIS Anchor (c) 2003-2009 Mutt AG FL-9494 Sthaan Mliii is a registered Trademark of HilU AG. Schean
4239-05-16 05/26/2016 38 of 104
UI _
www.hiltLus Profis Anchor 2.6.4
Company: Page; 3
Specifier: Project: Carlsbad Oaks North
Address: Sub-Project I Pos. No.: 4239-5-16
Phone I Fax: Date:
E-Mail:
4 Shear load
Load Vus Jib] Capacity 4V jib] Utilization = Vua/#Vn Status
Steel Strength* 800 2337 35 OK
Steel. failure (with lever arm)* N/A
Pryout Strength** 800
Concrete edge failure in direction x+ 800
* anchor having the highest loading "anchor group (relevant anchors)
4.1 Steel Strength
Vw = ESR value refer to ICC-ES ESR-1917
4, Valeal 2t VU8 ACI 318-08 Eq. (0-2)
Variables
Aco.v (1n.2] futa [psi]
0.05 125000
N/A N/A N/A
1466 55 OK
829 97 OK
Calculations
V (Ib]
3595
Results
V [lb] 4, V= Pb] V,, [lb]
3595 0.650 2337 800
4.2 Pryout Strength
Vcp = kcp WetiN Wc.N 'l'cp.N Nb] ACI 318-08 Eq. (D-30)
$ Vcp 2: V AC[ 318-08 Eq. (D.2)
AN, see ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b)
=9 h ACI 318-08 Eq. (0-6)
1.0 ACI 318-08 Eq. (D-9)
\ 3he /
'1'Bd.N = 0.7 + 0.3 (iç!i) ~ 1.0 ACI 318-08 Eq. (0-11)
Wcp.N = MAX(.'k 1.0 AC 318-08 Eq. (0-13)
C. C50 /
Nb =k0 Iihj ACI 318-08 Eq. (D-7)
Variables
k, h51 [in.] eclN (in.] eN [in.] camm [in.]
1 2.000 0.000 0.000 2.500
WO c5 [in.] Ic0 x t [psi]
1.000 4:000 17 1 2500
Calculations
A [in.2J ANOO [in.2] Wecl.N Wac2.N yed.N W.N Nb [Ib]
33.00 36.00 1.000 1.000 0.950 1.000 2404
Results
Vp [lb] •concrew 4, V p (Ib] V. Pb]
2094 0.700 1466 800
Input data and results must be checked, for agreement with the existing conditions and for plausibility!
PROFIS Anthor (C) 2003-2009 141iti AG. FL-9494 Schaan Huh is a registered Trademark of HU AG, Schaan
4239-05-16 05/26/2016 39 of 104
www.hlltLus Profis Anchor 2.6.4
Company: Page: 4
Specifier: Project: Carlsbad Oaks North
Address: Sub-Project I Poe. No.: 4239-5-16
Phone I Fax: Date:
E-Mail:
4.3 Concrete edge failure In direction x+
Vth =
(ii) \jIOV /CV Wh.V Wpa5It5tV '4 v. ACI 318-08 Eq. (D-21)
V, ~: V.a ACI 318-08 Eq. (0-2)
A 5 see ACI 318-08, Part 0.6.2.1, Fig. RD.6.2.1(b)
Avo =4.5c1 ACI 318-08 Eq. (0-23)
Wuc,v = ( +2ev ) 1.0 ACI 318-08 Eq. (0-26)
56;
we.v = 0.7 + 0.3(T 2 ) ~ 1.0 ACI 318-08 Eq. (0-28)
= 2: 1.0 ACI 318-08 Eq. (0-29)
V. (7
(1)02 .i) x J? c ACt 318-08 Eq. (0-24)
Variables
Ci [in.] ca2 (In.] ecv (in.) Wc.v ha [in.]
2.500 - 0.000 1.000 420.000
l [In.] d [in.] fe [psi) 'Vsarallet.v
2.000 1.000 0.375 2500 1.000
Calculations
A 5 (in.2] Av. (in.2] ed.V WII,V Vb [lb]
28.13 28.13 1.000 1.000 1.000 1184
Results
Vch [lb] 4corcrete 4 V [lb] Vua [Ibi
1184 0.700 829 800
5 Warnings
Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be
sufficiently stiff, in order not to be deformed when subjected to the loading I Input data and results must be checked for agreement with the
existing conditions and for plausibiiltyl
Condition A applies when supplementary reinforcement is used. The cD factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to
your local standard.
Refer to the manufacturers product literature for cleaning and Installation instructions.
Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROMS Anchor (c) 2003.2009 HitiAG, FL-9494 Sthaan Hitti is a registered Trademark of Huh AG, Schaan
4239-05-16 05/26/2016 40 of 104
'm InJO
www.hilti.us Prof is Anchor 2.6.4
Company: Page: 5
Specifier Project: Carlsbad Oaks North
Address: Sub-Project I Pos. No.: 4239-5-16
Phone I Fax: I Date:
E-Mail:
6 Installation data
Anchor plate, steel: - Anchor type and diameter: Kwlk Bolt TZ - CS 3/8 (2)
Profile: no profile Installation torque: 300.000 in.lb
Hole diameter in the fixture: d, = 0.438 in. Hole diameter in the base material: 0.375 in.
Plate thickness (input): 0.500 in. Hole depth in the base material: 2.625 in.
Recommended plate thickness: not calculated Minimum thickness of the base material: 5.000 In.
Drilling method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to Instructions for use is required.
6.1 Recommended accessories
Drilling Cleaning Setting
Suitable Rotary Hammer • Manual blow-out pump Torque wrench
Properly sized drill bit • Hammer
Coordinates Anchor In.
Anchor x y c_it c,5 c,
1 0.000 0.000 - 2.500 - -
Input data and results must be checked for agreement with the existing conditions and for plauslbilityt
PROFIS Anchor ( C) 2003.2009 Hiltl AG. FL-9494Schaan 1-11111 Is a registered Trademark of 15111 AG, Schoen
4239-05-16 05/26/2016 41 of 104
I n'a I
www.hiltius Profis Anchor 2.6.4
Company: - Page: 6
Specifier. Project: Carlsbad Oaks North
Address: Sub-Project I Pos. No.: 4239-5-16
Phone I Fax: I Date:
E-Mail:
7 Remarks; Your Cooperation Duties
Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations In accordance with Hiltrs technical directions and operating, mounting and assembly instructions, etc., that must be strictly
compiled with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put In.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. HuLl will not be liable for consequences, such as the recovery of lost or damaged data or
programs, arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for piausibilityl
PROMS Anchor (C) 2003-2009 Huh AG, FL-9494 Sthaan Huh Is registered Trademark of 1-11111 AG, Schaan
4239-05-16 05/26/2016 42 of 104
MV
12Lj FS/4oi)
c!JG7fA)& 0(
Carlsbad Oaks North Lot 13 - Bldgs A & B
Whiptail Loop
Carlsbad, CA 92010
JOB NO. 4239-5-16
By: J.A. Sadler
Chic: D.A. Baum
PREPARED FOR:
Breezway/Thrifty Glass
7312 Murdy Circle
Huntington Beach, CA 92647
(714) 766-6490
PREPARED BY:
JASCO PACIFIC, INC.
341-A Industrial Way
Falibrook, Ca. 92028
(760) 723-8135
Carlsbad Oaks North Lot 13 — Bldgs A & B JOB NO. 4239-5-16
Whiptail Loop By: J.A. Sadler
Carlsbad, CA 92010 Chk: D.A. Baum
MON. ONE
Ii ,-0P2192611'
0 0 OFG2087 Cr61901
OPGI55I (7l811TIT)1 øtPLl19Oi.TTZWl3P (3) (2d'P.PJI.5. DCDe2Mui 062 815299jC2
o a
P23 I=2931917 L,.)
IOACCi58K0tC
cr01959
MUD ArFU9V
cr61919
/ co9mlliOlj5 SEALANT q \\X 45AOI2RROD
-V. •'• p Fd6IIN6 SIT OTh229 17 P.. .a
__
a' ...... . • a
Pa a . .
. ...........a . 9a...... .. .. .... a . . ... ...... . .. •- .. . . a .•. •: • . ...
a. . P .j.:.v" t .., ... • a
op
KWIK NUS-EZ (KH.EZ) 318(2112)
hef = 1.880 in., hnom = 2.500 in.
Carbon Steel
2_5D 7 ?_oO ESR.3027 6 1211/2015 1 12/1/2017
Design method ACI 318 !AC193
PREPARED FOR: PREPARED BY:
Breezway/Thrifty Glass JASCO PACIFIC, INC.
7312 Murdy Circle 341-A Industrial Way
Huntington Beach, CA 92647 FalIbrook, Ca. 92028
(714) 766-6490 (760) 723-8135
1 _ LZ I.mIZI
www.hIIU.us Profis Anchor 2.6.4
Company: Page: 1
Specifier: Project: Carlsbad Oaks North
Address: Sub-Project I Pos. No.: 4239-5-16
Phone I Fax: I Date:
E-Mail:
Specifiers comments:
I Input data
Anchor type and diameter: KWIK HUS-EZ (KH.EZ) 3/8 (2 112)
Effective embedment depth: h01= 1.860 in., hnom = 2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 12/1/2015 1 12/1/2017
Proof: Design method ACI 318/ AC193
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plate: I, x i x t = 5.000 in. x 5.000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Profile: no profile
Base material: cracked concrete, 2500, f,'= 2500 psi; h = 420.000 in.
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D. E, or F) no
Geometry (in.) & Loading [ibm in.lb]
--
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor (C) 2003-2009 Hilt! AG, FL-9494 Schoen Hill is a registered Trademark of Hilti AG, Schoen
4239-05-16 05/26/2016 45 of 104
I I
www.hiltius - Profis Anchor 2.6.4
Company: Page: 2
Specifier Project: Carlsbad Oaks North
Address: Sub-Project I Pos. No.: 4239-5-16
Phone I Fax: Date:
E-Mail:
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions (lbj
Tension force: (+Tenslon, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0 447 200 400
2 0 447 200 400
max. concrete compressive strain: - [%a)
max. concrete compressive stress: - [psi]
resulting tension force In (x1y)=(0.000/O.000): 0 [lb]
resulting compression force in (xiy)=(0.000/O.000): 0 [lbj
3 Tension load
Load N 1 jib] Capacity N5 [lb] Utilization RN N 55I4N Status
Steel Strength* N/A N/A N/A N/A
Pullout Strength N/A N/A N/A N/A
Concrete Breakout Strength** N/A N/A N/A N/A
anchor having the highest loading **anchor group (anchors in tension)
Input data and results muat be checked for agreement with the ea1a21n9 conditions and for plausibility!
PROMS Anchor (C) 2003.2009 Mliii AG, FL-9494 Scliaan Mliii is a registered Trademark of Hifli AG. Schaan
4239-05-16 05/26/2016 46 of 104
I I
LME6mW-mK._w
www.hiltLus Profis Anchor 2.6.4
Company: Page: 3
Specifier: Project: Carlsbad Oaks North
Address: Sub-Project I Pos. No.: 4239-5-16
Phone I Fax: i Date:
E-Mail:
4 Shear load
Load V jib] Capacity 4V [Ibi Utilization py a V,,14Vn Status
Steel Strength 447 3111 15 OK
Steel failure (with lever arm) N/A
Pryout Strength* 447
Concrete edge failure in direction xi- 566
* anchor having the highest loading anchor group (relevant anchors)
4.1 Steel Strength
V = ESR value refer to ICC-ES ESR-3027
VI 2~ Vue ACI 318-08 Eq. (D-2)
Variables
Ase.v [in?] f [psi]
0.09 120300
Calculations
V [lb)
5185
N/A N/A N/A
983 46 OK
817 70 OK
Results
Vsa [lb] 4!Meat + V [lb) Vua Jib)
5185 0.600 3111 447
4.2 Pryout Strength
V p = k [(A) 'Ved.N Wc.N tllcp,N Nb] ACI 318-08 Eq. (0-30)
V 2: V ACI 318-08 Eq. (0-2)
AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
ANr =9h ACI 318-08 Eq. (D-6)
ac.N = ( S 1.0 ACI 318-08 Eq. (0-9)
Wed.N = 0.7 + 0.3 f. 1.0 ACI 318-08 Eq. (0-11)
= MAX(2rn, !.ef) :91,0 ACI 318-08 Eq. (0-13) t4lcp,N
Nb = ke X 'Ji helis ACI 318-08 Eq. (D-7)
Variables
hat [in.] eciw [in.] e,w [in.] Camm [in.]
1 1.860 0.000 0.000 2.500
ilc.N cec [in.] l( f [PSI]
1.000 2.920 17 1 2500
Calculations
AN, [in.] ANCO [in.2) Wec2.N Wad.N Nb [lb]
20.93 31.14
10 5,
1.000 1.000 0.969 1.000 2156
Results
Vcp Jib) •cancrete Vcp [lb] Vua [lb)
1404 0.700 983 447
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor (c) 2003-2009 HtII AG. FL-9494 Schoan Htti Is a registered Trademark of HilU AG. Schaan
4239-05-16 05/26/2016 47 of 104
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Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Page:
Project:
Sub-Project I Pos. No.:
Date:
MMK
Profis Anchor 2.6.4
4
Carlsbad Oaks North
4.3 Concrete edge failure In direction x+
Av - Vthg
-
'Ilec.V '4'ed,V Wc1 jJhV jiaraHaI,v Vb
$ Vcb9 2: V
Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6.21(b)
A 0 = 4.5
2e,, +) 15 1.0
3Cai
= 0.7 + o.a(.-_) ~ 1.0
Vh.V he
= (7 (1)0.2 g) 4? c
ACI 318-08 Eq. (D-22)
ACI 318-08 Eq. (0-2)
AOl 318-08 Eq. (D-23)
ACI 318-08 Eq. (0-26)
ACI 318-08 Eq. (0-28)
ACI 318-08 Eq. (0-29)
ACI 318-08 Eq. (0-24)
Variables
; (in.) c (in.) etv [In.) Wc.v h8 [In.]
2.500 - 0.000 1.000 420.000
l [in.] X d [in.) f [psi] WpetatleLV
1.860 1.000 0.375 2500 1.000
Calculations
Avr(in.21 [In.2) Wec.V WedV wnv Vb [lb]
28.13 28.13 1.000 1.000 1.000 1167
Results
VCbg fib) $concrete Vcg [lb] Vua (Ib)
1167 0.700 817 566
5 Warnings
Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be
sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the
existing conditions and for plausibility'
Condition A applies when supplementary reinforcement Is used. The d factor is Increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement Is not used and for Pullout Strength and Pryout Strength. Refer to
your local standard.
Refer to the manufacturers product literature for cleaning and installation instructions.
Checking the transfer of loads Into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
Fastening meets the design criteria!
Input data end results must be checked for agreement with the existing conditions and for plausibilityl
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Company:
Specifier
Address:
Phone I Fax:
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I :J ''I
. Nil
Profis Anchor 2.6.4
Page: 5
Project: Carlsbad Oaks North
Sub-Project I Pos. No.: 4239-5-16
Date:
6 Installation data
Anchor plate, steel: - Anchor type and diameter: KWIK HUS-EZ (I<H-EZ) 3/8 (2 112)
Profile: no profile Installation torque: 480.001 in.lb
Hole diameter in the fixture: d1 = 0.500 In. Hole diameter in the base material: 0.375 In.
Plate thickness (input): 0.500 in. Hole depth in the base material: 2.750 in.
Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in.
Drilling method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.
6.1 Recommended accessories
Drilling Cleaning Setting
Suitable Rotary Hammer • Manual blow-out pump Torque wrench
Properly sized drill bit
Coordinates Anchor In.
Anchor x y c-X C, C, C.,
1 -1.250 0.000 - 5.000 - -
2 1.250 0.000 - 2.500 - -
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor (c) 2003-2009 HiS AG, FL-9494 Sthaan Hilli Ise registered Tradamarl of Huh AG, Sthaan
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Company: Page: 6
Specifier: Project: Carlsbad Oaks North
Address: Sub-Project I Pos. No.: 4239-5-16
Phone I Fax: I Date:
E-Mail:
7 Remarks; Your Cooperation Duties
Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hlltrs technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant HiltI product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hiltt on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of. lost or damaged data or
programs, arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibilityl
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4239-05-16 05/26/2016 50 of 104
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Carlsbad Oaks North Lot 13- Bldgs A & B
Whiptail Loop
Carlsbad, CA 92010
JOB NO. 4239-5-16
By: J.A. Sadler
Chk: D.A. Baum
CGiCc,41
PREPARED FOR:
Breezway/Thrifty Glass
7312 Murdy Circle
Huntington Beach, CA 92647
(714) 766-6490
4239-05-16
PREPARED BY:
JASCO PACIFIC, INC.
341-A Industrial Way
Falibrook, Ca. 92028
(760) 723-8135
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4239-05-16 05/26/2016 52 of 104
Carlsbad Oaks North Lot 13 - Bldgs A & B
Whiptail Loop
Carlsbad, CA 92010
JOB NO. 4239-5-16
By: J.A. Sadler
Chk: D.A. Baum
Set. 1/552.. 4'
PREPARED FOR:
Breezway/Thrifty Glass
7312 Murdy Circle
Huntington Beach, CA 92647
(714) 766-6490
PREPARED BY:
JASCO PACIFIC, INC.
341-A Industrial Way
Falibrook, Ca. 92028
(760) 723-8135
I 98IP
2./c5Z'
Carlsbad Oaks North Lot 13 - Bldgs A & B
Whiptail Loop
Carlsbad, CA 92010
JOB NO. 4239-5-16
By: J.A. Sadler
Cbk: D.A.Baum
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PREPARED FOR: PREPARED BY:
Breezway/Thrifty Glass JASCO PACIFIC, INC.
7312 Murdy Circle 341-A Industrial Way
Huntington Beach, CA 92647 Falibrook, Ca. 92028
(714) 766-6490 (760) 723-8135
Carlsbad Oaks North Lot 13 - Bldgs A & B
Whiptail Loop
Carlsbad, CA 92010
JOB NO. 4239-5-16
By: J.A. Sadler
Chk: D.A. Baum
ote:
.P 0,,3s,((Zt,4
exposed bolts screws and hardware on fins and Sunshades Le 316 stainless steel
e2 oaç2
V S2 !'
)7Z$1 2,c
PREPARED FOR:
Breezway/Thrifiy Glass
7312 Murdy Circle
Huntington Beach, CA 92647
(714) 766-6490
PREPARED BY:
JASCO PACIFIC, INC.
341-A Industrial Way
Falibrook, Ca. 92028
(760) 723-8135
4
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4239-5-16
J.A. Sadler
D.A. Baum
1
Carlsbad Oaks North Lot 13- Bldgs A & B JOB NO.
Whiptail Loop By:
Carlsbad, CA 92010 Chic:
Note:
ll exposed bolts screws and; hardware on fins and sunshades1 e o be 316 stainless steel
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PREPARED FOR: PREPARED BY:
Breezway/Thrifty Glass JASCO PACIFIC, INC.
7312 Murdy Circle 341-A Industrial Way
Huntington Beach, CA 92647 Fallbrook, Ca. 92028
(714) 766-6490 (760) 723-8135
4239-05-16 05/26/2016 56 of 104
Carlsbad Oaks North Lot 13 - Bidgs A & B
Whiptail Loop
Carlsbad, CA 92010
JOB NO. 4239-5-16
By: J.A. Sadler
Chk: D.A.Baum
!W1
PREPARED FOR: PREPARED BY:
Breezway/Thrifty Glass
7312 Murdy Circle
Huntington Beach, CA 92647
(714) 766-6490
4239-05-16
JASCO PACIFIC, INC.
341-A Industrial Way
Falibrook, Ca. 92028
(760) 723-8135
Carlsbad Oaks North Lot 13 - Bldgs A &B JOB NO. 4239-5-16
Whiptail Loop By: J.A. Sadler
Carlsbad, CA 92010 Chk: D.A. Baum
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PREPARED FOR: PREPARED BY:
Breezway/Thrifly Glass JASCO PACIFIC, INC.
7312 Murdy Circle 341-A industrial Way
Huntington Beach, CA 92647 Falibrook, Ca. 92028
(714) 766-6490 (760) 723-8135
4239-05-16 05/26/2016 58 of 104
Carlsbad Oaks North Lot l3-BldgsA&B
Whiptail Loop
Carlsbad, CA 92010
JOB NO.
By:
Chk:
4239-5-16
J.A. Sadler
D.A. Baum
.Ja%44, ~Lid4vi'
Vb SU see-i&:.
Q1j: 0 3k.
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PREPARED FOR: PREPARED BY:
Breezway/Thrifty Glass JASCO PACIFIC, INC.
7312 Murdy Circle 341-A Industrial Way
Huntington Beach, CA 92647 Falibrook, Ca. 92028
(714) 766-6490 (760) 723-8135
4239-05-16 05/26/2016 59 of 104
Jasco Pacific, Inc.
Structural Engineers
http //jascopacific1com
Component Ref.
Section Properties
341 -A Industrial Way, Falibrook, CA 92028
(760) 723-8135 Fax (760) 723-8136
4239-05-16 05/26/2016 60 of 104
Basic Properties:
Total Width = 2.250 in
Total Height = 4.750 in
Centroid, Xo = 0.000 in
Centroid,Vo = 0.000 in
X-Bar (Right) = 1.125 in
X-Bar (Left) .: = 1.125 in
V-Bar (Top) = 2.375 In
V-Bar (Bot) = 2.375 In
Max Thick .= 0.250 in
Equivalent Properties:
Area, Ax = 1.805 - inh2
Inertia, lxx = 6.725 jflA4
Inertia lyy = 1.275 inA4
Inertia, lxy = 0.000 - inA4
Sx (Top) = 2.831 inA3
Sx (Bot) = 2.831 inA3
Sy (Left) = 1.134
Sy(Right) 1.134 inA3
rx 1.930 in
ry = 0.841 in
Plastic Zx = 3.254 jA3
Plastic Zy = 1.371 in'3
Torsional J = <No Caic.>
As-xx Del = 1.000
As-yy Del 1.000
As-xx Stress = 1.000
As-yy Stress = 1.000
Vs
Section Diagram
- ompary
Designer : 15:49 PM
- Job Number: Checked By:______
Section Properties: OPG192275
Section Information:
Material Type = 'Gen" e-r-a- eneral -
Shape Type = Arbitrary
Number of Shapes = I
C:\RlSA\SectionProject2 Page 1
4239-05-16 05/26/2016 61 of 104
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4239-05-16 05/26/2016 62 of 104
Company
Designer
- Job Number:
Section Properties: finn
Section Information:
Material Type = General
Shape Type = Arbitrary
Number of Shapes = 1
Basic Properties:
Total Width = 2.250 in
Total Height = 18000 In
Centroid, Xo = -0.000 in
Centroid, Yo = -0.000 in
X-Bar (Right) = 1.125 in
X-Bar (Left) = 1.125 in
-
V-Bar Crop = 9.000 in
Y-Bar (Bot) = 9.000 in
Max Thick = 0.080 in
Equivalent Properties:
Area, Ax = 3.214 1flA2
Inertia, lxx = 104.61 in'4
Inertia, lyy = 3.514 in A4
Inertia, Ixy = 0.000 in'4
Sx(Top) = 11.623 in A3
Sx (Bot) = 11.623 inA3
Sy
-
3.123 in A3
Sy .(Right) = 3.123 inA3
DC = 5.705 in
ry = 1.046 in
PlasticZx = 15.956 in43
Plastic Zy 3.300 in A3
Torsional J = <No Caic.>
As-xx Def = -1 .000
As-yy Def = 1.000
As-xx Stress = 1.000
As-yy Stress = 1.000
14:59 Pl
Checked By:______
Section Diagram
C:\RlSA\SectionProjectl Page 1
4239-05-16 05/26/2016 63 of 104
ENOS Ills
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0 = 30 P.S.F. (720 Pa) Detail: Design Criteria
E = 40 P.S.F.(720Pa) Scale: N.T.S. SHEET I OF 3
I =3236 IN'
S= 1.290 IN' S2= 0.186 IN'
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Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves.
FRAMING-ARCADIA-A0451-WINDLOAD.pdf As of: 01/16113
..... 4239-05-16 05/26/2016 65 of 104
I
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66 of 104
TABLE 11
STAINLESS STEEL- Alloy Groups 1,2 and 3. Condition CW
Nominal D A(S) A(R) Allowable Shear Sealing (Pounds) Minimum Material Thickness to Equal Tensile
Capacity of Fastener (in.) Thread Nominal Tensile Thread Allowable
Tension
Diameter & Thread
Diameter Stress Area Root Area (Pounds)
-
Thread/Inch (Inch) (Sq. In.) (Sq. In.) Single Double 1/8" St. 1/8" Al. 1/8" Al. A36 6063-T5 6063-T6 (Pounds) (Pounds) A36 6063-T5 6063-T6
#6-32 0.1380 0.0091 0.0078 364 180 360 1201 276 414 0.126 ..-0.274 0.198
#8-32 0.1640 0.0140 0.0124 560 286 573 1427 328 492 0.162 0.368 0.261
#10-24 0.1900 0.0175 0.0152 700 351 702 1653 380 570 0.170 0.372 0.267
#12-24 0.2160 0.0242 0.02.14 968 494 988 1879 432 648 0.200 0.450 0.321
114-20 0.2500 0.0318 0.0280 1272 647 1293 2175 500 750 0.226 0.541 0.360
5/16-18 0.3125 0.0524 0.0469 2096 1083 ..,2166 2719 625 938 0.284 --- 0.459
318-16 0.3150 0.0775 0.0699 3100 1614 3229 3262 750 1125 0.341 ... 0.553
1(16-14 0.4375 0.1063 0.0961 4252 2219 4439 3806 875 1313 0.395 ... 0.642
1/2-13 0.5000 0.1419 0.1292 5676 2984 5967 4350 1000 1500 0.456 ... 0.745
9/16-12 05625 0.1819 0.1664 7276 3843 7686 4894 1125 1688 0.510 - - - 0.836
5/8-11 0.6250 0.2260 0.2071 9040 4783 9566 5437 1250 1875 0.563 - - - 0.923
3/410 0.7500 0.3.345 0.3091 11289 6023 12046 6525 1500 2250 0.590 ... 0.963
7/8-9 0.8750 0.4617 0.4286 15582 8352 16703 7612 1750 2625 0.686 - - - 1.123
1.8 1.0000 0.6057 0.5630 20442 10970 21941 8700 2000 3000 0.178 ... 1.276
DIAMETER 1.-2269 For Diameters 3/4' and Over
UpThru 5/8" 3/4" and Over A(R) = 0. 7854 [D
- F, = 0.75F5
F. (Mm. Ultimate Tensile Strength) 110,000 psi 85,000 psi A(S) = 0.7854 [D - 0.9741) 2 Allowable tension = 0.75F,(A(S)l
F, (Min. Tensile Yield Strength) 65,000 psi 45,000 psi
F, (Allowable Tensile Stress) 40,000 psi 33,750 psi 0.75 = F (Allowable Shear Stress) 23,094 Psi 19,486 psi For Diameters Up Thru 5/8':
F, = 0.40F,
Allowable tension = 0.40FJA(S)l Allowable shear (Single) = F,[A(R)]
F. 0.40
Allowable shear (Single) =- 0.40 '.-F,,(A(R))
In Tables 9 ibm 15, for Group Type and Condition Definitions see pages 21 and 22.
TABLE 12
STAINLESS STEEL - Alloy Groups 1,2 and 3, Condition SE
Nominal 0
Nominal A(S) A(R) . Allowable Allowable Shear Beating (Pounds) Minimum Material Thickness to Equal Tensile
Capacity of Fastener (In.) Thread Thread Tensile Thread Tension Diameter &
Threadllncb. DiameterStress Area
(Sq. In.)
Root Area
(Sq. In.) (Pounds) Single Double 1/8 (Inch) (Pounds) (Pounds) M6 6063-T5 6063-T6 A36 6063-T6
416-32 0.1380 0.0091 0.0078 437 216 432 1201 276 414 0.144 0.231
#8-32 0.1640 0.0140 0.0124 672 344 687 1427 328 492 0.188 ' 0.308
#10-24 0.1900 0.0175 0.0152 840 421 842 1653 380 570 0.195 0.313
#12-24 0.2160 0.0242 0.0214 1162 593 1186 1879 432 648 0.232 0.377
1/4-20 0.2500 0.0318 0.0280 1526 776 1552 2175 500 750 0.261 0.422
5/16-18 0.3125 0.0524 0.0469 2515 1300 2599 2719 625 938 0.330 0.539
318-16 0.3750 0.0775 0.0699 3720 1937 3874 3262 750 1125 0.396 0.651
7/16-14 0.1063 0.0961 5102 2663 5326 3806 875 1313 0.460 0.756
1/2-13 05000 0.1419 0.1292 6811 3580 7161 4350 1000 1500 0.532 0.878
9/16-12 0.5625 0.1819 0.1664 8731 4611 9223 4894 1125 1688 0.596 0.985
5/8-11
.0.4375
0.6250 0.2260 0.2071 10 84 8 5739 11479 5437 1250 1875 0.657 1.089
3/4.10 0.7500 0.3345 0.3091 14718 7852 15704 6525 i 1500 2250 0.739 1.225
7/8-9 0.8750 0.4617 0.4286 20315 10888 21776 7612 I 1750 2625 0.860 1.431
1-8 1.0000 0.6057 0.5630 26651 14302 28604 8700 J 2000 3000 0.977 1.626
DIAMETER
Up Thou 518" 3/4' and Over F10.40F,
A(R) = 0.785410 - 1.269J 2
F. (Min. Ultimate Tensile Strength) 120,000 psi 110,000 psi Allowable tension0.40F5[A(S)
F5 (Min. Tensile Yield Strength) 95,000 psi 75,000 psi
F, (Allowable Tensile Stress) 46,000 psi 44,000 psi
3
0.40 FvrFu P. (Allowable Shear Stress) 27,713 psi 25,403 psi 0.9743] A(S) = 0.7854[D - _______
Allowable shear 0.40 (Single)7.- F,[A(R)]
4239-05-16 05/26/2016 67 of 104
B. Unified Coarse Threads
TABLE .
SAE Grade 2 Steel for Diameters Up thou 9/16"
ASTM A 307 Steel for Diameters 5/8" and Over
1) Minimum Material Thickness to
Nominal Nominal A(S) A(R) Allowable Allowable Shear Beating (Pounds) Equal Tensile Capacity of Fastener
Thread Thread Tensile Stress Thread Tension
Diameter &
Thread/inch Diameter Area
(Sq. In.)
Root Area (Sq. In.) (Pounds) Single Double 1/8" SL 1/8" Al 1)8 Al. A36 6063-T5 6063.T6 (Inch) (Pounds) (Pounds) A36 6063-T5 6063-T6
#6-32 0.1380 0.0091 0.0078 269 133 261 1201 276 414 0.101 0.211 0.154
98-32 0.1640 0.0140 0.0124 414 212 424 1427 328 492 0.128 0.280 0.202
#10.24 0.1900 0.0175 0.0152 518 260 520 1653 380 570 0.136 0.286 0.209
#12-24 0.2160 0.0242 0.0214 1 716 366 731 1879 432 648 0.159 0.344 0.248
1/4-20 0.2500 0.0318 0.0280 941 479 957 iir 500 750 .0.180 0.385 0,279
5/16-18 0.3125 0.0524 0.0469 1551 802 1603 2719 625 938 0.225 0.492 0.354
"3/8-16 0.3750 0.0775 0.0699 2294 1195 2389 3262 150 1125 0.268 0.537 0.425
7/16-14 04375 0.1063 0.0961 3146 1642 3285 3806 875 1313 0.311 0.740 0.494
1/2-13 0.5000 0.1419 0.1292 4200 2208 4416 4350 1000 1500 0.357 0.860 0.571
9/16-12 0.5625 0.1819 0.1664 5384 2844 5687 4894 1125 1688 0.399 0.965 0.640
5/8-11 0.6250 0.3068 0.2071 6136 3068 6136 5437 1250 1875 0.411 0.985 0.655
3/4-10 0.7500 0.4418 0.3091 8836 4418 8836 6525 1500 2250 0.484 1.170 0.766
7/8-9 0.8750 0.6013 0.4286 12026 6013 12026 7612 1750 2625 0.555 1.348 0.892
1.8.1 1.0000 1 0.7854 1 0.5630 15708 7854 15708 1 8700 1 2000 3000 0.627 1.526 1.010
SAE GRADE 2 ASThI A 307 For Diameters up stint 9/16"
F (Mm. Ultimate Tensile Strength) 74,000 psi 60,000
20,000 psi*.A(R) = 0.78 54[D
2
- 1.2269
I
F1 = O.4oF
F, (Allowable Tensile Stress) 29,600 psi N
F, (Allowable Shear Stress) 17,090 psi 10,000 psi* Allowable tension = 0.40F [A(S)]
A(S) = 0.7854[D - ______ 0.9743] 2 0.40 F.
= N
Allowable &bear (Sipg1e)=,40 F,[A(R)]
TABLE6
SAE Grade Steel for Diameters Up thou 9/16"
ASTM A 449 Steel for Diameters Wand Over
Minithum Material
Nominal D Nominal A(S) Tensile A(R) Allowable Allowable Shear Beating (Pounds) Thickness to Equal
Tensile Capacity of Thread Thread
Stress Area
Thread
Tension Fastener (In.) Diametezk Diameter (Sq. In) Root Area
Tinead/Incli (Inch) (Sq. In.) (Pounds)Single Double 1/8" St. 1/8" Al. 1/8" AL 6063-T6 A36 6063.T6 (Pounds) (Pounds) A36 6063-T5
#6-32 0.1380 0.0091 0.0078 437 216 432 1201 276 414 0.144 0.231
#8-32 0.1640 0.0140 0.0124 672 344 687 1427 328 492 0.188 0.308
#10-24 0.1900 0.0175 0.0152 840 421 842 1653 380 570 0.195 0.313
#12-24 .0.2160 0.0242 0.0214 1162 593 1186 1879 432 648 0.232 0.377
1/4.20 0.2500 0.03.8 0.0280 1526 776 1552 2175 500 750 0.261 0.422
5(16-18 0.3125 0.0524 0.0469 2515 1300 2599 2719 625 938 0.330 0.539
3/8-16 0.3750 0.0775 0.0699 3720 1937 3874 3262 750 1125 . 0.396 0.651
7116-14 0.4375 0.1063 0.0961 5102 2663 5326 3806 875 1313 0.460 0.756
11243 03000 0.1419 0.1292 6811 3580 7161 4350 1000 1500 0.532 0.878
9/16-12 03625 0.1819 0.1664 8731 4611 9223 4894 1125 1688 0.596 0.986
5/8-11 0.6250 0.3068 0.2071 12149 6259 12517 5437 1250 1875 0.132 . 1.220
3/4-10 0.7500 0441.8 0.3091 17495 9013 18025 6525 1500 2250 6.867 1.452
7/8-9 0.850 0.6013 0.4286 23811 12267 24533 7612 1750 2625 0.998 1.674
1-81 1.0000 0.7854 0.5630 31102 15022 32044 8700 2000 3000 1.129 1.894
SAE GRADE 5 ASlivi A 449 For Diameters up thru 9/16"
1.2269)2 F1= 0.40F0 A(R) = 0.7854[D
- F (Mm. Ultimate Tensile Strength) 120,000 psi 120,000 psi* N J F1 (Allowable Tensile Stress) 48,000 psi 39,600 psi* Allowable tension = 0.40F [A(S)]
F, (Allowable Shear Stress) 27,713 psi 20,400 psi*
______ 0.40 A(S)07854[D'-0.974312
Fv =W-F. N j
Allowable shear (Single) =40 F,[A(R)]
For Diameters 5/8" and over: A(S) = 0.7858D2*
*For fasteners 5/8" diameter and greater, values, formulas and procedures used are taken from AISC, 'Manual of Steel Construction." 9th Edition
(See page 023 for additional notes.)
MU M1,15-i irZoirZiii.
505 TABLE 23
STEEL- SAE Grade 2
D K Minimum Material Thickness to
Nominal Nominal Basic A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener
Thread Thread Minçr Thread Tension _______ _______ (In.)
Single Double
_______
1/8" St.
_______
1/8" Al. 118" Al. A36 6063-T5 6063-T6
Diameter &
Thread/inch Diameter Diameter Root Area
(Sq. In.) (Pounds)
(Inch) (Inch) (Pounds) (Pounds) A36 6063-T5 6063-T6
#6-20 0.1380 0.0997 0.0078 231 133 267 1201 276 414 0.091 0.185 0.137
#8-18 0.1640 0.1257 0.0124 367 212 424 1427 328 492 0.117 0.252 0.182
#10-16 0.1900 0.1389 0.0152 450 260 520 1653 380 570 0.124 0.254 0.187
#12-14 0.2160 0.1649 1 0.0214 633 366 731 1879 1 432 648 0.145 0.309 0.224
114-14 0.2500 0.1887 0.0280 829 479 957 2175 500 750 0.165 0.345 0.252
5/16-12 0.3125 0.2443 0.0469 1388 802 1603 2719 625 938 0.207 0.446 0.323
3/8-12 0.3750 0.2983 0.0699 2069 1195 2389 3262 750 1125 0.248 0.581 0.390
F, = 0.40P
A(R) = 0.78540
F (Minimum Ultimate Tensile Strength) 74,000 psi Allowable tension = 0.40F,[A(R)]
F1 (Minimum Tensile Yield Strength) 57,000 psi Where: A(R) = Thread Root Area, sq. in.
K = Basic Minor Diameter, in. 0.4
F,= 0 F
0.4
Allowable shear (Single) = 0 F[A(R)] yr
TABLE 24
STEEL- SAE Grade 5
D K Minimum Material Thickness to
Nominal Nominal Basic A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener
Thread Thread Minor Thread Tension ________ ______ ______ (In.)
Diameter &c
Thread/Inch Diameter Diameter Root Area
(Sq. In.) (Pounds) Single Double 1/8" St. 1/8" Al. 1/8" Al. A36 6063-T5 6063-T6 (Inch) (Inch) (Pounds) (Pounds) A36 6063-T5 6063-T6
#6-20 0.1380 0.0997 0.0078 374 216 432 1201 276 414 0.128 0.281 0.202
#8-18 0.1640 0,1257 0.0124 595 344 687 1427 328 492 0.170 --- 0.276
#10-16 0.1900 0.1389 0.0152 730 421 842 1653 380 570 0.175 0.386 0.277
#12-14 0.2160 0.1649 0.0214 j 1027 593 1186 1879 432 648 0.210 0.475 0.338
1/4-14 0.2500 0.1887 0.0280 1344 776 1552 2175 500 750 0236 ... 0.377
5/16-12 0.3125 0.2443 0.0469 2251 1300 2599 2719 625 938 0.301 -.- 0.489
3/8-12 0.3750 0.2983 0.0699 3355 1937 3874 3262 750 1125 0.364 -. - 0.593
F, = 0.40F
A(R) = 785410
F (Minimum Ultimate Tensile Strength) 120,000 psi Allowable tension = 0.40F[A(R)]
F. (Minimum Tensile Yield Strength) 92,000 psi Where: A(R) = Thread Root Area, sq. in.
K =Basic Minor Diameter, in. 0.4
F,,= 0 F,
0.4
Allowable shear (Single) = 0 F[A(R))
VT
4239-05-16 05/26/2016 69 of 104
A AIttA PTD A 001 Page 37
Jasco Pacific, Inc.
Structural Engineers
http://jascopacific.com
Technical
Information
341-A Industrial Way, Falibrook, CA 92028
(760) 723-8135 Fax (760) 723-8136
4239-05-16 05/26/2016 70 of 104
ICC-ES Evaluation Report ESR-3332
Reissued September 2015
This report is subject to renewal September 2016.
www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council®
DIVISION: 0500 00—METALS
Section: 05 05 23—Metal Fastenings
REPORT HOLDER:
INFASTECH DECORAH LLC
ELCO CONSTRUCTION PRODUCTS
1302 KERR DRIVE
DECORAK, IOWA 52101
(800) 435-7213
www.elcoconstruction.com
infoElcoinfastech.com
EVALUATION SUBJECT:
DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS
ADDITIONAL LISTEE:
HILTI, INC.
5400 SOUTH 122ND EAST AVENUE
TULSA, OKLAHOMA 74146
(800) 879-8000
www.us.hilti.com
PRODUCT NAME: KWIK-FLEJC® SELF DRILLING SCREWS
1.0 EVALUATION SCOPE
Compliance with the following codes:
I 2012, 2009 and 2006 International Building Code° (IBC)
2012 and 2009 International Residential Code® (I RC)
Property evaluated:
Structural
2.0 USES
Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural
Fasteners are used in engineered connections of cold-
formed steel members. The fasteners may be used under
the IRC when an engineered design is submitted for review
in accordance with IRC Section R301.1.3.
3.0 DESCRIPTION
3.1 General:
Elco Dril-Flex® and Hilt! Kwik-Flex® Self-Drilling Structural
Fasteners are proprietary, self-drilling tapping screws that
have a dual heat treatment and that are coated with a
corrosion-preventive coating identified as Silver Stalgard®.
The drill point and lead threads of the screws are heat-
treated to a relatively high hardness to facilitate drilling and
thread forming. The balance of the fastener is treated to a
lower hardness complying with the hardness limits for SAE
J429 Grade 5 screws and the hardness limits for ASTM
A449-10 Type 1 screws. The threaded portion of the screw
with the lower hardness is considered the load-bearing
area, used to transfer loads between connected elements.
See Figures 10, 11 and 12. Table I provides screw
descriptions (size, tpi, length), nominal diameters, head
styles, head diameters, point styles, drilling capacities and
length of load-bearing area.
3.1.1 EDX445 (Type 1): The EDX445 screw is a #10,
coarse threaded screw with a phillips pan head. See
Figure 1.
3,1.2 EAF430, EAF460, EAF470, EAF480 (Type 2):
These screws are #10, coarse threaded screws with an
indented hex washer head. See Figure 2.
3.1.3 EAF62I, EAF64I, EAF68I, EAFGSO, EAF7I6
(Types 3 and 4): These screws are #12, coarse threaded
screws with an indented hex washer head. See Figure 3.
3.1.4 EAF755 (Type 5): The EAF755 screw is a #12, fine
threaded screw with an indented hex washer head. See
Figure 4.
3.1.5 EAF8I6, EAF84I, EAF846 (Type 6): These
screws are I44nch-diameter, coarse threaded screws with
an indented hex washer head. See Figure 5.
3.1.6 EAF865, EAF876, EAF886, EAF890 (Type 7):
These screws are 114-inch-diameter, fine threaded screws
with an indented hex washer head. See Figure 6.
3.11 EAF888 (Type 8): The EAF888 screw is a 1/4-inch-
diameter, tine threaded screw with an indented hex washer
head. The lead threads have a design identified by the
manufacturer as Round Body Taptite®. See Figure 7.
3.1.8 EAFSOO, EAF9I0 (Types 9 and 10): These screws
are /4-inch-diameter, partially threaded, fine threaded
screws with an indented hex washer head.
3.1.9 EAF940 (Type 11): The EAF940 screw is a
inch-diameter, fine threaded screw with an indented hex
washer head. The lead threads have a design identified by
the manufacturer as Round Body Taptite®. See Figure 8.
3.1.10 EAF960, EAF970 (Type 12): These screws are
5/ie-inch-diameter, fine threaded screws with an indented
hex washer head. At the lead end of the screw, the shank
of the screw is notched to form a shank slot See Figure 9.
3.2 Screw Material:
The screws are formed from alloy steel wire complying with
ASTM F2282 Grade lF14037. The screws are heat-treated
to a through-hardness of 28 to 34 HRC. The drilling point
and lead threads are heat-treated to a minimum of 52
HRC.
ICC.ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed. nor are they to be construed
as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC, express or implied, as
to anyfinding or other mailer in this report, or as to any product covered by the report.
CoP4 2jlCf vaJuation Service, LLC. All rights reserved. 05/26/2016 71 &1646
ESR-3332 I Most Widely Accepted and Trusted Page 2 of 6
3.3 Connected Material: member of the connection. The drillinri function nf the
The connected steel materials must comply with one of the
standards listed in Section A2 of AISI SIDO (AISI NAS for
the 2006 IBC) and have the minimum thickness, yield
strength and tensile strength shown in the tables in this
report
4.0 DESIGN AND INSTALLATION
4.1 Design:
Elco Dril-Flex8 and Hilti Kwik-Flex5 Self-Drilling Structural
Fasteners are recognized for use in engineered
connections of cold-formed steel construction. Design of
the connections must comply with Section E4 of AISI SlOG
(AISI-NAS for the 2006 IBC). Nominal and available
fastener tension and shear strengths for the screws are
shown in Table 2. Available connection shear, pull-over
and pull-out capacities are given in Tables 3, 4 and 5,
respectively. For tension connections, the lowest of the
available fastener tension strength, pull-over strength and
pull-out strength, in accordance with Tables 2, 4 and 5,
respectively, must be used for design. For shear
connections, the lower of the available fastener shear
strength and the shear (bearing) strength, in accordance
with Tables 2 and 3, respectively, must be used for design.
Connections subject to combined tension and shear
loading must be designed in accordance with Section E4.5
of AISI SIOO (AISI-NAS for the 2006 IBC). Connected
members must be checked for rupture in accordance with
Section ES of AISI S100.
The values in the tables are based on a minimum
spacing between the centers of fasteners of three times
the nominal diameter of the screw, and a minimum
distance from the center of a fastener to the edge of any
connected part of 1.5 times the nominal diameter of the
screw. See Table 6. When the direction to the end of the
connected part is parallel to the line of the applied force,
the allowable connection shear strength determined in
accordance with. Section E4.3.2 of Appendix A of AISI
S1 00 (AISI-NAS for the 2006 IBC) must be considered.
When tested for corrosion resistance in accordance with
ASTM B117, the screws meet the minimum requirement
listed in ASTM F1941, as required by ASTM C1513, with
no white corrosion after three hours and no red rust after
twelve hours.
4.2 Installation:
Installation of Elco DriI-Flex® and Hilti Kwik-Flex® Self-
Drilling Structural Fasteners must be in accordance with
the manufacturer's published installation instructions and
this report The manufacturer's published installation
instructions must be available at the jobsite at all times
during installation.
Screw length and point style must be selected by
considering, respectively, the length of load-bearing area
and the drilling capacities shown in Table 1. The fasteners
must be installed without predrilling holes in the receiving
fastener must be completed prior to the lead threads of the
fastener engaging the metal. When the toter connection
thickness exceeds the maximum drilling capacity shown in
Table 1, clearance holes must be provided in the attached
material to reduce the thickness to be drilled by the screw.
Clearance holes must be 13164 /66, 17/64 and 21, inch (5.2,
5.9, 6.7 and 8.3 mm) in diameter for #10, #12, 1/4-inch-
diameter and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm)
fasteners, respectively. The screw must be installed
perpendicular to the work surface using a 1,200 to 2,500
rpm screw gun incorporating a depth-sensitive or torque-
limiting nose piece. The screw must penetrate through the
supporting metal with a minimum of three threads
protruding past the back side of the supporting metal.
5.0 CONDITIONS OF USE
The Elco Dril-Flex® and Hilti Kwik-Flex0 Self-Drilling
Structural Fasteners described in this report comply with,
or are suitable alternatives to what is specified in, those
codes listed in Section 1.0 of this report, subject to the
following conditions:
5.1 The fasteners must be installed in, accordance with
the manufacturer's published installation instructions
and this report. If there is a conflict between the
manufacturer's published installation instructions and
this report, the more severe requirements govern.
5.2 The allowable connection capacities specified in
Section 4.1 are not to be increased when the
fasteners are used to resist short-duration loads, such
as wind or seismic forces.
5.3 The utilization of the nominal connection capacities
contained in this evaluation report, for the design of
cold-formed steel diaphragms, is outside the scope of
this report.
5.4 Drawings and calculations verifying compliance with
this report and the applicable code must be submitted
to the code official for approval. The drawings and
calculations are to be prepared by a registered design
professional when required by the statutes of the
jurisdiction in which the project is to be constructed.
6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC-ES Acceptance Criteria
for Tapping Screw Fasteners (AC1 18), dated June 2012.
7.0 IDENTIFICATION
The Elco Dril-Flex® and Hilti Kwik-Flex® self-drilling tapping
screws are marked with a "L-' on the top surface of the
screw heads, as shown in Figures 1 through 9. Packages
of self-drilling tapping screws are labeled with the report
holder or listee name (Elco Construction Products or
Hilti, Inc.) and address, product brand name (Drll-Fle)8 or
Kwik-Flex5), product number or item number, size and
length, point style and the evaluation report number
(ESR-3332).
4239-05-16 05/26/2016 72 of 104
ESR-3332 I Most Widely Accepted and Trusted Page 3 of 6
I j
TABLE 1-ELCO DRIL-FLEX SELF-DRILLING STRUCTURAL FASTENERS
TYPE
ELCO
PRODUCT
NUMBER
, . EM
'ER
DESCRIPTION (nom. size-tpi x
length)
NOMINAL
DIAMETER
(in.)
HEAD
STYLE'
HEAD
DIAMETER
(In.)
POINT
STYLE
DRILLING
CAPACITY
(in.)
LENGTH OF
LOAD
BEARING
AREA'
(In.) Mm. Max.
1 EDX445 03409732 #10-16x3/4 0.190 PPH 0.365 2 0.11 0.110 0.38
EAF430 00408123 #10-167/4 0.190 IHWH 0.399 3 0.11 0.150 0.38
2 EAF460 03489672 #10-16x1'/2 0.190 IHWH 0.399 3 0.11 0.150 1.00
EAF470 03458234 #10-16x2 0.190 IHWH 0.415 3 0.11 0.150 1.50
EAF480 03492651 #10-16x2'12 0.190 IHWH 0.399 3 0.11 0.150 1.83
EAF621 00087572 #12-14x1/8 0.216 IHWH 0.415 3 0.11 0.1.87 0.38
EAF641 00087646 #12-101 0.216 II-IWH 0.415 3 - 0.11 10.187 0.50
EAF681 00087647 #12-14x1'/2 0.216 IHWH 0.415 3 0.11 1 0.187 1.00
AF690 00008595 #12-102 0.216 IHWH 0.415 3 0.11 0.187 1.50
4 EAF715 03011177 #12-14x3 0.216 IHWH 0.500 2 0.11 0.110 2.35
5 EAF755 03458235 #12-2413/4 0.216 IHWH 0.415 5 0.11 0.500 0.80
EAF816 00087648 1/4-14x1 0.250 IHWH 0.500 3 0.11 0.210 0.45
6 EAF841 00087649 '/4-14x1'12 0.250 IHWH 0.500 3 0.11 0.210 0.95
EAF848 00008598 '/4-14x2 0.250 IHWH 0.500 3 0.11 0.210 1.45
EAF865 03011203 '/4-20X1'/B 0.250 IHWH 0.500 4 0.11 0.312 0.50
EAF876 00000451 '/4-20X11/.2 0.250 lHWH 0.500 4 0.11 0.312 0.83
EAF886 . 00000452 '/4-20x2 0.250 IHWH 0.500 4 0.11 0.312 1.33
EAF890 00010436 1/4-20x21/2 0.250 IHWH 0.500 4 0.11 O.M1 1.83
8 EAF888 03458238 '/4-20x1 3/4 0.250 IHWH 0.500 5 0.11 0.500 0.80
9 EAF900 03414194 '14-20x33/8 0.250 IHWH 0.500 3 0.11 0.210 2.70
10 EAF910 03463594 '/4 20x4 0.250 IHWH 0.500 4 : 0.11 0.312 3.50
11 EAF940 03011230 5/16-18x1112 0.313 0.600 3 0.11 0.312 0.80
12 EAF960 03006009 51,e-24x1'/2 0.313
_IHWH
IHWH 0.600 ______ 0.11 0.312 0.80
EAF970 03432628 5/16-24x2 0.313 _IHWH 0.600 4 0.11 0.312 1 1.25
For SI: 1 inch = 25.4 mm.
'Head styles: lHWH = Indented Hex Washer Head; PPH = Phillips Pan Head.
2The Length of Load Bearing Area is based on the length of the threaded portion of the screw that is heat treated to HRC 28-34, and
represents the limit of the total thickness of the connected elements. See Sections 3.1 and 4.2 and Figures 10 through 12 for further
clarification.
TABLE 2-FASTENER SHEAR AND TENSION STRENGTH, pounds-force'
SCREW
TYPE
SCREW
SIZE
NOMINAL STRENGTH
(TESTED)
ALLOWABLE STRENGTH (ASD)
Q=3
DESIGN STRENGTH (LRFD)
Shear, P,. Tension, P,, Shear,PSJQ Tension,P,J0 Shear, 012 Tension,QP,
1 #10-16 1526 2273 509 758 763 1138
2 #10-16 1463 2276 488 759 732 1138
34 #12-14 1992 3216 664 1072 996 1608
5 #12-24 2503 4177 834 1392 1252 2088
6 '/-14 2692 4363 897 1454 1346 2182
7, 9,10 1/20 2659 4729 886 1576 1330 2364
8 1/4.20 2617 4619 872 1540 1308 2309
11 /1618 4568 8070 1523 2690 2284 4035
12 /,6-24 5471 8757 1824 2919 2736 4379
For SI: 1 inch =25.4mm, I 1bf4.4N,
'For tension connections, the lower of the available fastener tension strength, pullover strength, and pull-out strength found in Tables 2, 4
and 5, respectively, must be used for design.
2For shear connections, the lower of the available fastener shear strength and the allowable shear (bearing) capacity found in Tables 2 and 3, respectively, must be used for design.
3Nominal strengths are based on laboratory tests.
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E5R.3332 I Most Widely Accepted and Trusted Page 4 of 6
TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force"
SCREW
TYPE . DESIGNATION
SCREW OMINAL
DIAMETER
(in.)
DESIGN THICKNESS (in.)'
0.048.0.048 0.048.0.075 0.060-0.060 0.075.0.075
ALLOWABLE STRENGTH (ASP)
1 #10-16 0.190 289 289 404 - - - - 2 #10-16 0.190 369 395 453 - - - - 3,4 #12-14 0.216 356 573 513 497 - - - 6 1/4-14 0.250 377 626 520 661 638 - - 7,8 '/4-20 0.250 386" 528" 5338 670' 1 5958 624' 554' 11 '/,,-lB 0.313 408 622 561 891 1 - - - 12 'l,,-24 0.313 - - - - 1347 984 887
DESIGN STRENGTH (LRFD) 1 #10-16 0.190 433 433 605 - - - - 2 #10-16 0.190 590 631 724 - - - - 3,4 #12-14 0.216 569 917 820 795 - - -
6 '/4-14 0.250 603 1001 833 1058 1021 7,8 7/4-20 0.250 617" 842" 852' 1072' 952' 9999 886' 11 '/,,-18 0.313 653 996 897 1425 - - - 12 'I,,-24 0.313 - - - - 2155 1575 1419 For SI: 1 inch = 25.4 mm. I lbf = 4.4 N, I ksl = 6.89 Mpa.
'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S1 00.
2For shear connections, the lower of the available fastener shear strength and the available shear (bearing) capacity must be used for design.
'Values are based on steel members with a minimum yield strength of F, =33 ksi and a minimum tensile strength of F0 =45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table.
'Unless otherwise noted, when, both steel sheets have a minimum specified tensile strength F. 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F4 2! 65 ksi steel, multiply tabulated values by 1.44. 'The first number is the thickness of the steel sheet in in contact with the screw head (top sheet). The second number is the thickness of the
steel sheet not in contact with the screw head (bottom sheet).
'When both steel sheets have a minimum specified tensile strength of F.55 ksi (e.g. ASTM A653 88 Grade 40), multiply tabulated values by 1.22.
'When both steel sheets have a minimum specified tensile strength of F. 52 ksi (e.g. ASTM A653 SS Grade 37)., multiply tabulated values by 1.15. 'When both steel sheets have a minimum specified tensile strength of F. 2:58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29.
TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds.forcel3M5
SCREW
TYPE
SCREW
DESIGNATION
NOMINAL
DIAMETER
(In.)
MINIMUM
EFFECTIVE
PULL-OVER
DIAMETER
DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD I (in.) _____ I
0.048 0.060 (in.)
0.075
.
3, 0.105 I '6" I ., .I 'i I 14" I 46
ALLOWABLE STRENGTH (ASD)
_ _____ 1 #10-16 0.190 0.357 386 4812 4812 4812 481 - - - 2 #10-16 0.190 0.384 415 4812
.
4812 4812 4812 - - -
3.4 #12-14 0.216 0.398 430 537 672 7342 7342 7342 - -
5 #12-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342
6 '/4-14 0.250 0.480 518 648 810 11262 11262 11262 - -
7,8 l4-20 0.250 0.480 - 648 . 810 11262 11262 11262 11262 11262
11 /16-18 0.313 n/a2 - - - 11692 11692 - -
12 5/,,-24 0.313 n/a2 - - 1.3262 13262 13262 13262 13262
DESIGN STRENGTH_(LRFD)
_____ 1 #10-16 0.190 0.357 578 723 7812 7812 7812 - - -
2 #10-16 0.190 0.384 622 778 .
7812 7812 -7812 - - -
3,4 012-14 0.216 0.398 645 806 1007 11922 11922 11922 -
5 #12-24 0.216 0.398 645 806 1007 11922 11922 11922 11:922 11.922
6 '/4-14 0.250 0.480 - 778 972 1215 1701 18392 18392 - - 7,8 1/4-20 0.250 0.480 - 972 1215 1701 18302 18302 18302 18302
11 5/16-18 0.31.3 n/a' - - - 18712 18712 - - -
12 ',-24 /, 0.313 n/a2 - - - 21212 21212 21212 21212 21212
For SI: 1 inch = 25.4 mm, 1 lbf= 4.4 N, I ksi = 8.89 Mpa.
'Available strengths are based on calculations in accordance with AISI S100, unless otherwise noted.
'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S1 00, or on the
shear strength of the integral, washer. Increasing values for higher steel tensile strength per Note 6 is not allowed.
'For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design.
'Values are based on steel members with a minimum yield strength of F. =33 ksi and a minimum tensile Strength of F4 = 45 ksi. 'Available capacity for other member thickness may be determined by interpolating within the table.
'For steel with a,Lnigium tensile strength F4 58 ksi, multiply 1.29 and for steel with a minimum tensile str4ttou ksi s4a3gltJltabtDated values by 1.44. UILUILU I U
ESR-3332 I Most Widely Accepted and Trusted Page 5 of 6
TABLE 5—TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds-force'4'
SCREW
TYPE
SCREW
DESIGNATION
NOMINAL
DIAMETER
DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (in.)
0.048 1 0.060 1 0.075 1 0.105
ALLOWABLE STRENGTH (ASD)_____
I #10-16 0.190 136 193 236 307 297 - -
2 #10-16 0.190 136 193 236 307 297 - -
3,4 #12-14 0.216 132 205 264 328 510 665 - -
6 '4-14 0.250 131 207 255 342 561 899 - -
7, 8,9, 10 'I-20 0.250 - 2046 2606 4238 524 914 1044 1208
It 0.313 - - - 520 707 - - -
12 /,-24 0.313 - - - 459 637 724 1 1189 1424
DESIGN STRENGTH (LRFD)
______
1 #10-16 0.190 217 309 378 492 476 - - -
2 #10-18 0.190 217 309 378 492 476 - - -
3,4 #12-14 0.216 211 328 423 55 816 1064 - -
6 114 0.250 210 331 409 548 897 1439 - -
7,8,9, 10 /4-20 0.250 - 3266 4166 6776 838 1462 1670 1930
11 5408 0.313 - - - 832 1131 1 - - -
12 /,-24 0.313 - - - 735 1019 1159 1 1903 2279
For SI: 1 inch = 25.4 mm, I Ibf = 4.4 N, I ksi = 6.89 Mpa.
'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI $100.
2For tension connections, the lowest of the available pull-out,. pull-over, and fastener tension strength must be used for design.
3Values are based on steel members with a minimum yield strength of F = 33 ksi and a minimum tensile strength of F. =45 ksi.
4AvailabIe capacity for other member thickness may be determined by interpolating within the table.
5Unless otherwise noted, for steel with a minimum tensile strength F. 2: 58 ksi. multiply tabulated values by 1.29 and for steel with a minimum
tensile strength F., 2: 65 kst steel, multiply tabulated values by 1.44.
6When both steel sheets have a minimum specified tensile strength of F. 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15.
?When both steel sheets have a minimum specified tensile strength of F., k 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29.
TABLE 6—MINIMUM FASTENER SPACING AND EDGE DISTANCE
BASIC SCREW
DIAMETER FASTENED MINIMUM SPACING MINIMUM EDGE
DISTANCE MINIMUM EDGE DISTANCE FOR
(Inch) MATERIAL (3d) (15d) FRAMING MEMBERS (3d)
0.190
(#10) Steel 9.,, /16 (16
0.216
(#12) Steel ii /16,, /9 11 /16
/4 Steel 34 /6" 3/4
1/16 i Steel IS ,, 5/16" 1,,, '2 18 116
For SI: 1 inch = 25.4 mm.
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FIGURE 1-410-16 PHILLIPS PAN HEAD FIGURE 7—I-20 INDENTED HEX WASHER HEAD TYPE I SCREW ROUND BODY TAPTITE
TYPE 8 SCREW
ILWT
FIGURE 2-410-16 INDENTED HEX WASHER HEAD FIGURE 8-51.e.18 INDENTED HEX WASHER HEAD TYPE 2 SCREW ROUND BODY TAPTITE
TYPE 11 SCREW
Ixv
FIGURE 3—#12-14 INDENTED HEX WASHER HEAD FIGURE 9—Ii,-24 INDENTED HEX WASHER HEAD TYPE 3 AND 4 SCREW WITH SHANK SLOT
TYPE 12 SCREW
MAXIMUM
LOAD BEARING AM
FIGURE 4-412-24 INDENTED HEX WASHER HEAD
TYPE 5 SCREW
FIGURE 5_h1414 INDENTED HEX WASHER HEAD
TYPE 6 SCREW
FIGURE 10—PHILLIPS PAN HEAD AND INDENTED
HEX WASHER HEAD LOAD BEARING AREA
MAXIMUM
EARING
AREA
FIGURE 11—INDENTED HEX WASHER HEAD WITH
SHANK SLOT LOAD BEARING AREA
I I MAXIMUM
F—+--- LOAD BEARING
AREA
I Ih.WV
FIGURE 0-1120 INDENTED HEX WASHER HEAD FIGURE 12—INDENTED HEX WASHER HEAD ROUND BODY
TYPE 7 SCREW TAPTITE LOAD BEARING AREA
4239-05-16 05/26/2016 76 of 104
ICC-ES Evaluation Report ESR.1917*
Reissued May 2015
This report is subject to renewal May 2017.
www.icc-es.orq 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council®
DIVISION: 0300 00—CONCRETE
Section: 03 16 00—Concrete Anchors
DIVISION: 050000—METALS
Section: 05 05 19—Post-Installed Concrete Anchors
REPORT HOLDER:
HILT[, INC.
7250 DALLAS PARKWAY, SUITE 1000
PLANO, TEXAS 75024
(800) 879-8000
www.us.hiiti.com
HiItiTechEngius.hilti.com
EVALUATION SUBJECT:
HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL
ANCHORS IN CRACKED AND UNCRACKED CONCRETE
1.0 EVALUATION SCOPE
Compliance with the following codes:
2015, 2012, 2009 and 2006 International Building
Code5 (IBC)
2012, 2012, 2009 and 2006 International Residential
Code5 (I RC)
1 2013 Abu Dhabi International Building Code (ADIBC)t
'The ADIBC is based on the 2009 (BC. 2009 (DC code sections referenced in this report are the same sections in the AOIBC.
Property evaluated:
Structural
2.0 USES
The Hilti Kwik Bolt TZ anchor (KB-TZ) is used to resist
static, wind, and seismic tension and shear loads in
cracked and uncracked normal-weight concrete and sand-
lightweight concrete having a specified compressive
strength, f's, of 2,500 psi to 8,500 psi (17.2 MPa to
58.6 MPa) [minimum of 24 MPa is required under ADIBC
Appendix L, Section 5.1.1].
The 318-inch- and 1/2-inch-diameter (9.5 mm and
12.7 mm) carbon steel KB-TZ anchors may be installed in
the topside of cracked and uncracked normal-weight or
sand-lightweight concrete-filled steel deck having a
minimum member thickness, hmI,,,dk, as noted in Table 6
of this report and a specified compressive strength, f's, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) [minimum of
24 MPa is required under ADIBC Appendix L, Section
5.1.1].
The I5-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch diameter (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB-TZ
anchors may be installed in the soffit of cracked and
uncracked normal-weight or sand-lightweight concrete over
metal deck having a minimum specified compressive
strength, f's, of 3,000 psi (20.7 MPa) (minimum of 24 MPa
is required under ADIBC Appendix L, Section 5.1.11.
The anchoring system complies with anchors as
described in Section 1901.3 of the 2015 IBC, Section 1909
of the 2012 IBC, and Section 1912 of the 2009 and 2006
IBC. The anchoring system is an alternative to cast-in-
place anchors described in Section 1908 of the 2012 IBC,
and Section 1911 of the 2009 and 2006 IBC. The anchors
may also be used where an engineered design is
submitted in accordance with Section R301.1.3 of the IRC.
3.0 DESCRIPTION
3.1 KB-TZ:
KB-TZ anchors are torque-controlled, mechanical
expansion anchors. KB-TZ anchors consist of a stud
(anchor body), wedge (expansion elements), nut, and
washer. The anchor (carbon steel version) is illustrated in
Figure 1. The stud is manufactured from carbon steel or
AlSI Type 304 or Type 316 stainless steel materials.
Carbon steel KB-TZ anchors have a minimum 5 pm
(0.0002 inch) zinc plating. The expansion elements for the
carbon and stainless steel KB-TZ anchors are fabricated
from Type 316 stainless steel. The hex nut for carbon steel
conforms to ASTM A563-04, Grade A. and the hex nut for
stainless steel conforms to ASTM F594.
The anchor body is comprised of a high-strength rod
threaded at one end and a tapered mandrel at the other
end. The tapered mandrel is enclosed by a three-section
expansion element which freely moves around the
mandrel. The expansion element movement is restrained
by the mandrel taper and by a collar. The anchor is
installed in a predrilled hole with a hammer. When torque
is applied to the nut of the installed anchor, the mandrel is
drawn into the expansion element, which is in turn
expanded against the wall of the drilled hole.
3.2 Concrete:
Normal-weight and sand-lightweight concrete must
conform to Sections 1903 and 1905 of the IBC.
3.3 Steel Deck Panels:
Steel deck panels must be in accordance with the
configuration in. Figures 5A, 58, 5C and 50 and have a
minimum base steel thickness of 0.035 inch (0.899 mm).
Steel must comply with ASTM A653/A653M SS Grade 33
"Revised July 2015
icr.ps Ifvalual ion I?eporLi are no, lobe construed as representing aesthetics or any other attributes no, spec,flcally adifrexsed, nor are they 10 be construed as an endorsement a/the subject of the report or a recommendation ji'r its use. There is no warranty by ICC Evaluation Service, LlL express or implied. as to anyfinding or oilier mailer in this report. or as to any product covered by the report. g'•
Copyright® 2015 Page 1 of 14
4239-05-16 05/26/2016 77 of 104
ESR-1917 I Most Widely Accepted and Trusted Page 2 of 14
and have a minimum yield strength of 33,000 psi
(228 MPa).
4.0 DESIGN AND INSTALLATION
4.1 Strength Design:
4.1.1 General: Design strength of anchors complying with
the 2015 IBC, as well as Section R301.1.3 of the 2015 IRC
must be determined in accordance with ACI 318-14
Chapter 17 and this report.
Design strength of anchors complying with the 2012 IBC
as well as Section R301.1.3 of the 2012 IRC, must be
determined in accordance with ACI 318-11 Appendix 0
and this report.
Design strength of anchors complying with the 2009 IBC
and Section R301.1.3 of the 2009 IRC must be determined
in accordance with ACI 318-08 Appendix D and this report.
Design strength of anchors complying with the 2006
IBC and Section R301.1.3 of the 2006 IRC must be in
accordance with AC! 318-05 Appendix D and this report.
Design parameters provided in Tables 3, 4, 5 and 6 of
this report are based on the 2015 IBC (AC! 318-14) and
the 2012 IBC (AC! 318-11) unless noted otherwise in
Sections 4.1.1 through 4.1.12. The strength design of
anchors must comply with AC! 318-14 17.3.1 or AC! 318-
11 0.4.1, as applicable, except as required in ACI 318-14
17.2.3 or AC! 318-11 0.3.3, as applicable.
Strength reduction factors, 0, as given in ACI 318-14
17.3.3 or ACI 318-11 0.4.3, as applicable, and noted in
Tables 3 and 4 of this report, must be used for load
combinations calculated in accordance with Section 1605.2
of the IBC and Section 5.3 of AC! 318-14 or Section 9.2 of
AC! 318-11, as applicable. Strength reduction factors, q as
given in ACI 318-11 0.4.4 must be used for load
combinations calculated in accordance with AC! 318-11
Appendix C. An example calculation in accordance with
the 2015 and 2012 IBC is provided in Figure 7. The value
of f'c used in the calculations must be limited to a maximum
of 8,000 psi (55.2 MPa), in accordance with AC! 318-14
17.2.7 or ACI 318-11 D.3.7, as applicable.
4.1.2 Requirements for Static Steel Strength In
Tension: The nominal static steel strength, Nss, of a single
anchor in tension must be calculated in accordance with
ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable.
The resulting Nsa values are provided in Tables 3 and 4 of
this report. Strength reduction factors 0 corresponding to
ductile steel elements may be used.
4.1.3 Requirements for Static Concrete Breakout
Strength in Tension: The nominal concrete breakout
strength of a single anchor or group of anchors in tension,
Ncb or Ncbg, respectively, must be calculated in accordance
with AC! 318-14 17.4.2 or AC! 318-11 0.5.2, as applicable,
with modifications as described in this section. The basic
concrete breakout strength in tension, Nb, must be calculated in accordance with AC! 318-14 17.4.2.2 or AC!
318-11 0.5.2.2, as applicable, using the values of he, and
kcr as given in Tables 3, 4 and 6. The nominal concrete
breakout strength in tension in regions where analysis
indicates no cracking in accordance with AC! 318-14
17.4.2.6 or AC! 318-11 0.5.2.6, as applicable, must be
calculated with as given in Tables 3 and 4 and with
c,N = 1.0.
For carbon steel KB-TZ anchors installed in the soffit of
sand-lightweight or normal-weight concrete on steel deck
floor and roof assemblies, as shown in Figures 5A, 513 and
SC, calculation of the concrete breakout strength is not
required.
4.1.4 Requirements for Static Pullout Strength in
Tension: The nominal pullout strength of a single anchor
in accordance with AC! 318-14 17.4.3.1 and 17.4.3.2 or
AC! 318-11 D.5.3.1 and 0.5.3.2, respectively, as
applicable, in cracked and uncracked concrete, Npc, and
Np,uncr, respectively, is given in Tables 3 and 4. For all
design cases Y',p = 1.0. In accordance with AC! 318-14
17.4.3 or AC! 318-11 D.5.3, as applicable, the nominal
pullout strength in cracked concrete may be calculated in
accordance with the following equation:
Np = NP,CT.JjO (lb. psi) (Eq-1)
= NP4 (N, MPa) 1 F72
In regions where analysis indicates no cracking in
accordance with AC! 318-14 17.4.3.6 or AC! 318-11
0.5.3.6, as applicable, the nominal pullout strength in
tension may be calculated in accordance with the following
equation:
Np.r = Np.tinr.,J o (lb, psi) (Eq-2) 2,50
= Np,uncr4j (N, MPa)
Where values for Nper or Np,u c- are not provided in Table
3 or Table 4, the pullout strength in tension need not be
evaluated.
The nominal pullout strength in cracked concrete of the
carbon steel KB-TZ installed in the soffit of sand-
lightweight or normal-weight concrete on steel deck floor
and roof assemblies, as shown in Figures 5A and 58, is
given in Table 5. In accordance with ACI 318-14 17.4.3.2
or AC! 318-11 D.5.3.2, as applicable, the nominal pullout
strength in cracked concrete must be calculated in
accordance with Eq-1, whereby the value of Np,dftkcr must be substituted for Np.cr and. the value of
3,000 psi (20.7 MPa) must be substituted for the value of
2,500 psi (17.2 MPa) in the denominator. In regions where
analysis indicates no cracking in accordance with ACI 318-
14 17.4.3.6 or ACI 31.8-11 0.5.3.6, as applicable, the
nominal strength in uncracked concrete must be calculated
according to Eq-2, whereby the value of Np,dekfl,, must be
substituted for Npuncrand the value of 3,000 psi (20.7 MPa)
must be substituted for the value of 2,500 psi (17.2 MPa) in
the denominator. The use of stainless steel KB-TZ anchors
installed in the soffit of concrete on steel deck assemblies
is beyond the scope of this report.
4.1.5 Requirements for Static Steel Strength in Shear:
The nominal steel strength in shear, V. of a single anchor
in accordance with AC! 318-14 17.5.1.2 or AC! 318-11
0.6.1.2, as applicable, is given in Table 3 and
Table 4 of this report and must be used in lieu of the
values derived by calculation from AC! 318-14 Eq.
17.5.1.2b or AC! 318-11: Eq. D-29, as applicable. The
shear strength VIk of the carbon-steel KB-TZ as
governed by steel failure of the KB-TZ installed in the soffit
of sand-lightweight or normal-weight concrete on steel
deck floor and roof assemblies, as shown in Figures 5A,
56 and 5C, is given in Table 5.
4.1.6 Requirements for Static Concrete Breakout
Strength in Shear: The nominal concrete breakout
strength of a single anchor or group of anchors in shear,
Vb or V, respectively, must be calculated in accordance
with. ACI 31.8-14 17.5.2 or AC! 318-11 D.6.2, as applicable,
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ESR-191 7 I Most Widely Accepted and Trusted Page 3 of 14
with modifications as described in this section. The basic described in Sections 4.1.6 and 4.1.7 of this report. In
concrete breakout strength, ½, must be calculated in accordance with ACI 318-14 17.5.1.2 or ACI 318-11
accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal
0.6.2.2, as applicable, based on the values provided in steel strength for seismic loads, V,eq described in Table 3
Tables 3 and 4. The value of te used in ACI 318-14 Eq. and Table 4 or Vs& deck described in Table 5 must be used
17.5.2.2a or ACI 318-11 Eq. 0-33 must be taken as no in lieu of t'0, as applicable.
greater than the lesser of hef or 8d8.
For carbon steel KB-TZ anchors installed in the soffit of
sand-lightweight or normal-weight concrete on steel deck
floor and roof assemblies, as shown in Figures 5A, 5B and
5C, calculation of the concrete breakout strength in shear
is not required.
4.1.7 Requirements for Static Concrete Pryout
Strength in Shear: The nominal concrete pryout strength
of a single anchor or group of anchors, V, or V,
respectively, must be calculated in accordance with ACI
318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, modified
by using the value of kp provided in Tables 3 and 4 of this
report and the value of Ncb or Ncbg as calculated in Section
4.1.3 of this report.
For carbon steel KB-TZ anchors installed in the soffit of
sand-lightweight or normal-weight concrete over profile
steel deck floor and roof assemblies, as shown in Figures
5A, 513, and 5C, calculation of the concrete pry-out
strength in accordance with ACI 318-14 17.5.3 or ACI 318-
11 D.6.3 is not required.
4.1.8 Requirements for Seismic Design:
4.1.8.1 General: For load combinations including seismic,
the design must be performed in accordance with ACI 318-
14 17.2.3 or ACI 318-11 0.3.3, as applicable. Modifications
to ACI 318-14 17.2.3 shall be applied under Section
1905,1.8 of the 2015 IBC. For the 2012 IBC, Section
1905.1 .9 shall be omitted. Modifications to ACI 318 (-08,
-05) 0.3.3 shall be applied under Section 1908.1.9 of the
2009 IBC, or Section 1908.1.16 of the 2006 IBC, as
applicable.
The anchors comply with ACI 318-14 2.3 or ACI 318-11
0.1, as applicable, as ductile steel elements and must be
designed in accordance with ACI 318-14 17.2.3.4,
17.2.3.5, 17.2.3.6 or 17.2.3.7; or ACI 318-11 D.3.3.4,
0.3.3.5, 0.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, 0.3.3.5 or
0.3.3.6; or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable.
Strength reduction factors, are given in Tables 3 and 4
of this report. The anchors may be installed in Seismic
Design Categories A through F of the IBC.
4.1.8.2 Seismic Tension: The nominal steel strength
and nominal concrete breakout strength for anchors in
tension must be calculated in accordance with ACI 318-14
17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, as
applicable, as described in Sections 4.1.2 and 4.1.3 of this
report. In accordance with ACI 318-14 17.4.3.2 or ACI: 318-
11 D.5.3.2, as applicable, the appropriate pullout strength
in tension for seismic loads, Npeq, described in Table 4 or
Np,eci cr described in Table 5 must be used in lieu of N, as
applicable. The value of Np,,eq or Npdeckcr may be adjusted
by calculation for concrete strength in accordance with
Eq-1 and Section 4.1.4 whereby the value of Nf,.deck,c,' must
be substituted for Np,cr and the value of 3,000 psi
(20.7 MPa) must be substituted for the value of 2,500 psi
(17,2 MPa) in the denominator. If no values for Npeq are
given in Table 3 or Table 4, the static design strength
values govern.
4.1.8.3 Seismic Shear: The nominal concrete breakout
strength and pryout strength in shear must be calculated in
accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-
11 0.6.2 and D.6.3, respectively, as applicable, as
4.1.9 Requirements for Interaction of Tensile and
Shear Forces: For anchors or groups of anchors that are
subject to the effects of combined tension and shear
forces, the design must be performed in accordance with
ACI 318-14 17.6 or ACI 318-11 D.7, as applicable.
4.1.10 Requirements for Minimum Member Thickness,
Minimum Anchor Spacing and Minimum Edge
Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI
318-11 0.8.1 and 0.8.3, respectively, as applicable, values
of Smin and Cn as given in Tables 3 and 4 of this report
must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11
0.8.5, as applicable, minimum member thicknesses hmin as
given in Tables 3 and 4 of this report must be used.
Additional combinations for minimum edge distance, Cmjn.
and spacing, Smin, may be derived by linear interpolation
between the given boundary values as described in
Figure 4.
For carbon steel KB-TZ anchors installed on the top of
normal-weight or sand-lightweight concrete over profile
steel deck floor and roof assemblies, the anchor must be
installed in accordance with Table 6 and Figure 50.
For carbon steel KB-TZ anchors installed in the soffit of
sand-lightweight or normal-weight concrete over profile
steel deck floor and roof assemblies, the anchors must be
installed in accordance with Figure 5A, 5B and 5C and
shall have an axial spacing along the flute equal to the
greater of 3hror 1.5 times the flute width.
4.1.11 Requirements for Critical Edge Distance: In
applications where c < Cac and supplemental reinforcement
to control splitting of the concrete is not present, the
concrete breakout strength in tension for uncracked
concrete, calculated in accordance with ACI 318-14 17.4.2
or ACI 318-11 D.5.2, as applicable, must be further
multiplied by the factor Pq,.N as given by Eq-1:
cp,N = C.0 (Eq-3)
whereby the factor 1PCQ,N need not be taken as less
than 1.5he,
. For all other cases, W,N = 1.0. In lieu of Ow
using ACI 318-14 17.7.6 or ACI 318-11 0.8.6, as
applicable, values of cic must comply with
Table 3 or Table 4 and values of cacdck must comply with
Table 6.
4.1.12 Sand-lightweight Concrete: For ACI 318-14, ACI
318-11 and 318-08, when anchors are used in sand-
lightweight concrete, the modification factor An or A,
respectively, for concrete breakout strength must be taken
as 0.6 in lieu of ACI 318-14 17.2.6 (2015 IBC), ACI 318-11
0.3.6 (2012 IBC) or ACI 318-08 0.3.4 (2009 IBC). In
addition the pullout strength Nper, Np,uncr and Np.eq must be
multiplied by 0.6, as applicable.
For ACI 318-05 (2006 IBC), the values Nb, Np,cr,
and Vb determined in accordance with this report must
be multiplied by 0.6, in lieu of ACI 318-05 D.3.4.
For carbon steel KB-TZ anchors installed in the soffit of
sand-lightweight concrete-filled steel deck and floor and
roof assemblies, this reduction is not required. Values are
presented in Table 5 and installation details are show in
Figures 5A, 5B and 5C.
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4. Allowable Stress Design (ASD): instructions and this report. In case of conflict, this report
4.2.1 General: Design values for use with allowable
stress design (working stress design) load combinations
calculated in accordance with Section 1605.3 of the IBC,
must be established as follows:
Tpjloweble.ASD =
a
VeJ!OWaWe.ASD -
- _ 95VJL
a
where:
TaJIOWabIe.ASD = Allowable tension load (Ibf or kN).
V9110 Watjte.ASD = Allowable shear load (Ibf or kN).
ON. = Lowest design strength of an anchor
or anchor group in tension as
determined in accordance with ACI
318-14 Chapter 17 and 2015 IBC
Section 1905.1.8, ACI 318-11
Appendix D. ACI 318-08 Appendix 0
and 2009 IBC Section 1908.1.9, ACI
318-05 Appendix D and 2006 IBC
Section 1908.1.16, and Section 4.1 of
this report, as applicable (Ibf or N).
qWn = Lowest design strength of an anchor
or anchor group in shear as
determined in accordance with ACI
318-14 Chapter 17 and 2015 IBC
Section 1905.1.8, ACI 318-11
Appendix D, ACI 318-08 Appendix 0
and 2009 IBC Section 1908.1.9, ACI
318-05 Appendix D and 2006 IBC
Section 1908.1.16, and Section 4.1 of
this report, as applicable (Ibf or N).
= Conversion factor calculated as a
weighted average of the load factors
for the controlling load combination. In
addition, c must include all applicable
factors to account for nonductile
failure modes and required over-
strength.
The requirements for member thickness, edge distance
and spacing, described in this report, must apply. An
example of allowable stress design values for illustrative
purposes in shown in Table 7.
4.2.2 Interaction of Tensile and Shear Forces: The
interaction must be calculated and consistent with ACI
318-14 17.6 or ACI 318-11 0.7, as applicable, as follows:
For shear loads V9 ii0, 5 0.2 Vailowable,ASO, the full allowable
load in tension must be permitted.
For tension loads :5 0.2Taj,ra61e,A$o, the full allowable
load in shear must be permitted.
For all. other cases:
Tapptieä + 11.2 (Eq-4) Tal1ow4bLeASD Vnjtowabe,.4SD
4.3 Installation:
governs. Anchors must be installed in holes drilled into the
concrete using carbide-tipped masonry drill bits complying
with ANSI B212.15-1994. The minimum drilled hole depth
is given in Table 1. Prior to installation, dust and debris
must be removed from the drilled hole to enable installation
to the stated embedment depth. The anchor must be
hammered into the predrilled hole until hnom is achieved. The nut must be tightened against the washer until the
torque values specified in Table I are achieved. For
installation in the soffit of concrete on steel deck
assemblies, the hole diameter in the steel deck not
exceed the diameter of the hole in the concrete by more
than 118 inch (3.2 mm). For member thickness and edge
distance restrictions for installations into the soffit of
concrete on steel deck assemblies, see Figures 5A, 58
and 5C.
4.4 Special Inspection:
Periodic special inspection is required in accordance with
Section 1705.1.1 and Table 1705.3 of the 2015 IBC and
2012 IBC; Section 1704.15 and Table 1704.4 of the 2009
IBC; or Section 1704.13 of the 2006 IBC, as applicable.
The special inspector must make periodic inspections
during anchor installation to verify anchor type, anchor
dimensions, concrete type, concrete compressive strength.
anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor
embedment and adherence to the manufacturer's printed
installation instructions. The special Inspector must be
present as often as required in accordance with the
"statement of special inspection." Under the IBC, additional
requirements as set forth in Sections 1705, 1706 and 1707
must be observed, where applicable.
5.0 CONDITIONS OF USE
The Hilti KB-TZ anchors described in this report comply
with the codes listed in Section 1.0 of this report, subject to
the following conditions:
5.1 Anchor sizes, dimensions, minimum embedment
depths and other installation parameters are as set
forth in this report.
5.2 The anchors must be installed in accordance with the
manufacturer's published instructions and this report.
In case of conflict, this report governs.
5.3 Anchors must be limited to use in cracked and
uncracked normal-weight concrete and sand-
lightweight concrete having a specified compressive
strength., Pc, of 2.500 psi to 8,500 psi (17.2 MPa to
58.6 MPa) [minimum of 24 MPa is required under
ADIBC Appendix L, Section 5.1.1], and cracked and
uncracked normal-weight or sand-lightweight concrete
over metal deck having a minimum specified
compressive strength, fNc, of 3,000 psi (20.7 MPa)
[minimum of 24 MPa is required under ADIBC
Appendix 1, Section 5.1.1].
5.4 The values of f0 used for calculation purposes must
not exceed 8,000 psi (55.1 MPa).
5.5 Strength design values must be established in
accordance with Section 4.1 of this report.
6 Allowable design values are established in Installation parameters are provided in Tables I and 6 and 5.
accordance with Section 4.2. Figures 2, 5A, 513, 5C and 50. Anchor locations must
comply with this report and plans and specifications 5.7 Anchor spacing and edge distance as well as approved by the code official. The Hilti KB-TZ must be minimum member thickness must comply with Tables installed in accordance with manufacturer's published 3, 4, and 6, and Figures 4, 5A, 513, 5C and 51).
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5.8 Prior to installation, calculations and details 5.13 Use of zinc-coated r.rhnn steel anchors is Iiid +rs
demonstrating compliance with this report must be
submitted to the code official. The calculations and
details must be prepared by a registered design
professional where required by the statutes of the
jurisdiction in which the project is to be constructed.
5.9 Since an ICC-ES acceptance criteria for evaluating
data to determine the performance of expansion
anchors subjected to fatigue or shock loading is
unavailable at this time, the use of these anchors
under such conditions is beyond the scope of this
report.
5.10 Anchors may be installed in regions of concrete
where cracking has occurred or where analysis
indicates cracking may occur (ft> fr) subject to the
conditions of this report.
5.11 Anchors may be used to resist short-term loading duo
to wind or seismic forces in locations designated as
Seismic Design Categories A through F of the tBC,
subject to the conditions of this report
5.12 Where not otherwise prohibited in the code, KB-TZ
anchors are permitted for use with fire-resistance-
rated construction provided that at least one of the
following conditions is fulfilled:
Anchors are used to resist wind or seismic forces
only.
Anchors that support a fire-resistance-rated
envelope or a fire- resistance-rated membrane are
protected by approved fire-resistance- rated
materials, or have been evaluated for resistance to
fire exposure in accordance with recognized
standards.
Anchors are used to support nonstructural
elements.
dry, interior locations.
5.14 Use of anchors made of stainless steel as specified in
this report are permitted for exterior exposure and
damp environments.
5.15 Use of anchors made of stainless steel as specified in
this report are permitted for contact with preservative-
treated and fire-retardant-treated wood.
5.16 Anchors are manufactured by Hilt AG under an
approved quality-control program with inspections by
ICC-ES.
6.0 EVIDENCE SUBMITTED
6.1 Data in accordance with the ICC-ES Acceptance
Criteria for Mechanical Anchors in Concrete Elements
(AC193), dated June 2012, (editorially revised April
2015), which incorporates requirements in ACt 355.2-
07 / ACI 255.2-04 for use in cracked and uncracked
concrete.
6.2 Quality-control documentation.
7.0 IDENTIFICATION
The anchors are identified by packaging labeled with the
manufacturer's name (Hilti, Inc.) and contact information,
anchor name, anchor size, and evaluation report number
(ESR-1917). The anchors have the letters KB-TZ
embossed on the anchor stud and four notches
embossed into the anchor head, and these are visible after
installation for verification.
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mandrel dog point
e
6 nut
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TABLE 1—SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS)
SETTING
INFORMATION Symbol Units Nominal anchor diameter (in.)
4 I 12 I 3/4
Anchor O.D. da In. 0.375 0.5 0.625 0.75
(d4)2 (mm) (9.5) (12.7) (15.9) (19.1)
Nominal bit
diameter d In. la 1j 2 5 /5 a /4
Effective mm. het
In. 2 2 3J4 3'4 4 34 414 embedment (mm) (51) (51) (83) (79) (102) (95) (121)
Nominal in. 2I 3 /8 3 /a 411 ON 5I1a
embedment hm.(mm) (59) (60) (91) (91) (113) (110) (142)
In. 2/ 2/ 4 3% 4 4' 41/3 53/ Mm. hole depth ho (mm) (67) (67) (102) (95) (121) (114) 1 (146)
Mm. thickness of
fm Th
In. 11 3 . lj —!i;;-- 3/4 1/0 1618
fastened pare (6) (19) (6) (9) (19) (3) (41)
Required ft-lb 25 40 60 110
Installation torque (Nm) (34) (54) (81) (149)
Mm. dia. of hole In. !16 9sj IB 11, lie 13 . lie In fastened part (mm) (11.1) (14.3) (17.5) (20.6)
Standard anchor In. 3 34 I 5 3% 4/3 I 5'I2 I 7 I 46 6 I 8112
I 10 51/3 8 I 10
lengths CDrth (mm) (76) I (95) I (127) ((95) f (114) (140) (178) (121) (152) I(216) I(254) (140) (203) (254)
Threaded length In. Ie I ii I 24 1/a I 2% 33/a I 474 11/.2 2/4 I 5114 6I4 113 4 I 6
(Ind. dog point) tIIved (mm) (22) I (41) I
I (73) (41) I (60) (86) I (124) (38) (70) I I (133) (171) (38) (102) F
(152)
Unthreaded tuft In. 21/a 21/a 31/ 4
length (mm) (54) (54) (83) (102)
'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a
thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC.
UNC thread
FIGURE 1—.HILTI CARBON STEEL KWIK BOLT TZ (KBTZ)
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4
h0
FIGURE 2—KB-TZ INSTALLED
TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS)
Length ID marking A I B I C D E F G H I .1 K L M N 0 p Q I R I S I I U V W on bolt head
Length of From 11/2 2 21/2 3 31/i 4 41/2 5 51/. 6 6% 7 7% 8 8% 9 9 Y21 10 Ill 112 13 14 15 anchor,
rmfl Uptobut
(inches)not 2 2% 3 3% 4 4% 5 51/2 6 6% 7 7% 8 8% 9 9% 10 11 12 13 14 15 16 including
FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT
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TABLE 3-DESIGN INFORMATION, CARBON STEEL KB-TZ
DESIGN INFORMATION Symbol Units ____________ Nominal anchor diameter
2, /2 5,5 3 /4
Anchor 0.0. da(d,) in. 0.375 0.5 0.625 0.75
(mm) (9.5) (12.7) (15.9)
Effective mm. embedment1 In. 2 2 33/
1 3/ 4 4214
(mm) (51) 1 (51) (83) (79) _(I 02) (95) (121)
Mm, member thickness2 h, In. 4 6 6 8 8I 11 1 1 5 6 8 6
(mm) (102) (127) (102) (152) (152) (203) (127) (152) . (203) (152) (203) (203)
Critical edge distance in. 43/s 4 51/ 4I.2 71/ 6 8i4 6/4 10 I 8 9
(mm) (111) I (102) (140) (114) (191) . (152) (165) (222) (171) _ (254) ____________ I (203) (229)
In. 212 2 / 2I -'iwi;- 3/4 43/ 41,
Mm. edge distance
Cm4, (mm) (64) (70) (60) (92) (83) (121) (105)
for s in. 5 53/4 5% -6111, 5/ 10'12 Sh
(mm) (127) (146) (146) (156) (149) (287) 1 (225)
in. 21/2 2/4 24/ 3/.3 3 5 4
Mm. anchor spacing
Salk,
_______ (mm) (64) (70) (80) (89) (76) (127) (102)
In. 357
for c a
41/s 3112 '-s -- 4'/4 9 /2 75/4
(mm) (92) (105) (89) (121) (108) (241) (197)
Mm. hole depth in concrete in. 2% 2% 4 4 41/
(mm) (67) (67) (102) (98) (121) (117) (146)
Mm. specified yield strength " lb/in2 100,000 84,800 84,800 84.800
(N/mm2) (690) (585) (585) (585)
Mm. specified ult. strength lb/in2 125,000 106,000 106.000 106,000
(862) (731) (731) (731)
Effective tensile stress area AM.N In'
(mm2)
0.052 0.101 (0.182 0.237
(33.6) (65.0) 104.6) (152.8)
Steel strength In tension NM l lb 6.500 10.705 25.120 17,170
(kN) (28.9) (47.6) (76.4) (111.8)
Steel strength in shear V, l b 3,595 5.495 13,675 8,090
(kN) (16.0) (24.4) (36.0) (60.8)
Steel strength in shear, seismic3 VM lb 2,255 5.495 7,600 11,745
(kN) (10.0) (24.4) (33.8) (52.2)
Pullout strength uncracked
concrete4 NA
lb 2.515
NA I 5,515 NA I 9,145 8,280 I 10,680
(kN) (11.2) (24.5) 1 (40.7) (36.8) (47.5)
Pullout strength cracked concrete lb 2,270 NA I 4,915 NA NA I NA I NA (kN) (10.1) i (21,9)
Anchor category2 i
Effectiveness factor uncracked concrete 24
Effectiveness factor k, cracked concrete 17
1.0
Coefficient for pryout strength, k,5 1.0 2.0
Strength reduction factor 0 for tension, steel failure
modes8 0.75
Strength reduction factor 010r shear, steel failure modes° 0.65
Strength reduction 0 factor for tension, concrete failure
modes or pullout, Condition 88 0.65
Strength reduction I factor for shear, concrete failure
modes, Condition B 0.70
Axial stiffness in service load fiww I lb/in. 700.000
range 10 ftc. lb/in. 500.000
ior at: 1 inch = 25.4 mm, 1 lbT = 4.45 N, I psi = 0.006895 MPa. For pound-inch units: 1 mm = 0.03937 inches.
'See Fig. 2.
'For sand-lightweight or normal-weight concrete over metal deck, see Figures 5A, SB, 5C and 50 and Tables 5 and S.
'See Section 4.1.8 of this report.
'For all design cases 1I,p-1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report.
5see ACI 3la-14 17.3.3 or ACI 318-11 0.4.3, as applicable.
'See ACI 318-14 17.4.2.2 orACl 316-11 0.5.2.2, as applicable.
"For all design cases 'C.N =1.0. The appropriate effectiveness factor for cracked concrete (ku) or uncracked concrete (k,,,,) must be used.
8The KB-TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 0.1. as applicable.
9For use with the toad combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in
conformance with ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c), as applicable, Is not provided, or where pullout or p,yout strength governs. For cases where the
resence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used.
°Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application.
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TABLE 4-DESIGN INFORMATION, STAINLESS STEEL KB-TZ
DESIGN INFORMATION Symbol Units Nominal anchor diameter
'a 112 514 3/4
Anchor O.D. de(doj in. 0.375 0.5 0.625 0.75
(mm) (9.5) (12.7) (15.9) (19.1)
Effective mm. embedment' hot
in. 2 2 31/ 4 33/ 43/
(mm) (51) (51) (83) (79) (102) (95) (121)
Mm. member thickness in. I 6 6 1 8 5 618 I 618 8
(mm) (102)
4 1
E(127)
i
(102) i I (152) (152) (203) (127) (152) I (203) (152) (203) (203)
edge distance In. 4/s 10Criticef 5/ 41/7! 6 7 Bl 6
(mm) (111)(140) (114) (191) I (152) (178) (225) (152) (254) (178) (229)
in. 2/2 2'18 2% 3I4 2.3/8 41/4 4
Mm. edge distance ________ (mm) (64) (73) (54) (63) (60) 1 (108) (102)
for s 2:in. 5 53/4 5 /4 81/2
(mm)
51/ 5/3 10
(127) (146) (133) (140) (140) (254) (216)
in. 21/ 27/a 2 2/4 2/ 5 4
Mm. anchor spacing ________ (mm) (57) (73) (51) (70) (60) (127) (102)
for a In. 31/ 4'/2 3'4 "7 4/4 9'4 7
(mm) (89) 1 (114) 1 (83) (105) (108) (241) (178)
Mm. hole depth in concrete ho in. 2/ 2'4 4 4/ 4'/
(mm) (67) (67) (102) (98) (121) (117) 1 (146)
Mm. specified yield strength lb/i7 92.000 92,000 92,000 76,125 fy (N/mm?) (634) (634) (634) (525)
Mm. specified ult. Strength lb/in2 115.000 115,000 115,000 101,500
(N/mm2) (793) (793) (793) (700)
Effective tensile stress area A tm In2
0.052 0.101 0.162 0.237
(mm2) (33.6) (65.0) (104.8) (152.8)
-
Steel strength in tension N,4 l b 5,988 11.554 24,055 17,880
(kN) (26.8) (51.7) (82.9) (107.0)
Steel strength in shear Via
lb 4.720 6.880 9,876 15.711
(kN) (21.0) (30.6) (43.9) (69.9)
Pullout strength in tension,
seismic2
lb NA 2.735 I NA i NA NA
(kN) (12.2)
Steel strength in shear, seismic? V,,,.,., lb 2,825 6.880 9,350 12.890
(kN) (12.6) (30.8) (41.6) (51.3)
Pullout strength uncracked
concrete
lb 2.630 NA 5.780 NA I NA I 12,040oo
(kN) (11.7) (25.6) (53.6)
Pullout strength cracked
concretconcrete
lb 2.340 3,180 NA NA I
5,840 8,110 I I NA (kN) (10.4) (14.1) (26.0) (36.1) I
Anchor category" 1 2 1
Effectiveness factor ks.,,, uncracked concrete 24
Effectiveness factor k. cracked concretes 17 24 17 17 J 17 J 24 J 17
YC,Nkwm,/kcr8 1.0
Strength reduction factor #for tension, steel failure 0.75 modes7
Strength reduction factor 0 for shear, steel failure modes7 0.65
Strength reduction O factor for tension, concrete failure 0.85 0.55 0.65 modes, Condition Be
Coefficient for pryoot strength, k,,, 1.0 2.0
Strength reduction 0 factor for shear, concrete failure 0.70 modes. Condition B
Axial stiffness in service load I lb/in. 120,000
range lb/in. 90,000
For SI: 1 inch = 25.4 mm. I lbf = 4.45 N, 1 psi = 0.006895 MPe For pound-inch units: 1 mm = 0.03937 inches.
'See Fig. 2.
2See Section 4.1.8 01 this report. NA (not applicable) denotes that this value does not controUor design.
3For all design cases P,.p 1.0 NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report.
4See ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable.
'See ACI 318-14 17.4.2.2 orACI 318-11 D.5.2.Z, as applicable.
6For all design cases Wc,N = 1.0. The appropriate effectiveness factor for cracked concrete (k,,) or uncracked concrete (k,,,,,) must be used.
The KB-TZ is a ductile steel element as defined by ACI 318 D.1.
"For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in
conformance with ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c), as applicable, is not provided, or where pullout or prycut strength governs. For cases where the
presence of supplementary reinforcement
can be verified, the strength reduction factors associated with Condition A may be used.
9Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application.
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0) I C I Ehmin I 'i3 J ____ (5 I cats a. I In I
Sd fl
hk ham I I I C jgfl
edge distance c
FIGURE 4-I1SITERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING
TABLE 5-HILTI KWIK BOLTTZ (KB.TZ) CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIESIA7.8
DESIGN INFORMATION Symbol Units ___
Aflchor Diameter
1J 5j /4
Effective Embedment Depth hot in. 2 2 31/4 314 4 33/4
Minimum, Hole Depth h0 in. 2/ 2/ 4 334 43/4 4'/2
LoadsAccording to Figure 5A
Pullout Resistance, uncracked NpAedwnci concrete lb 2,060 2,060 3,695 2,825 6,555 4,255
Pullout Resistance, cracked concrete NPAackcr lb 1,460 1.460 2,620 2,000 4,645 3,170
Steel Strength in Shear lb 2,130 3,000 4,945 4,600 6,040 6,190
Steel Strength in Shear, Seismic 8 Vs4q lb 1,340 3,000 4,945 4,320 5,675 5,315
Loads Accordingto Figure 58
Pullout Resistance, uncracked Npjekjjncr lb 2,010 2,010 3,695 2,825 5,210 4,255
Pullout Resistance, cracked concrete 6 Npiectcr lb 1,425 1,425 2,620 2,000 3,875 3170
Steel Strength in Shear lb 2.060 2,080 4,065 4,600 5,615 6,190
Steel Strength in Shear, Seismic 8 Va,decj.eq lb 1,340 1,460 4,065 4,320 5,275 5,315
Loads _According _to Figure 5C
Pullout Resistance, uncracked
concrete
Npdeclujncr lb 1,845 1,865 3,375 4,065
Pullout Resistance cracked concrete 5 NpdecI,c, lb 1,660 1,325 3,005 2,885
Steel Strength in Shear Vsadwk lb 2,845 2,585 3,946 4,705
Steel Strength in Shear Seismic8 V240eq lb 1,790 2,585 3,945 4,420 "
'Installations must comply with Sections 4.1.10 and 4.3 and Figures 5A, SB and 5C of this report.
2 The values for $p in tension and in shear can be found in Table 3 of this report.
The characteristic pullout resistance for concrete compressive strenhs greater than 3,000 psi may be increased by
multiplying the value in the table by (f' J 3000)1° for psi or (f'S 20.7) for MPa [minimum of 24 MPa is required under
ADIBC Appendix L, Section 5.1.1].
Evaluation of concrete breakout capacity in accordance with ACl 318-14 17.4.2, 17.5.2 and 17.5.3 or ACI 318-11
D.5.2, D.6.2, and D.6.3, as applicable, is not required for anchors installed in the deck soffit.
5The values listed must be used in accordance with Section 4.1.4 of this report.
6The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report.
7lhe values listed must be used in accordance with Section 4.1.5 of this report.
5The values listed must be used in accordance with Section 4.1.8.3 of this report. Values are applicable to both static
and seismic load combinations.
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MIN. 20 GAUGE
STEEL W-DECK
LOWER
FLUTE
(RIDGE)
"0
orrtI.
TYP.
Minimum 5/8" Typical
Mm. 2.1/2" for 3/8,1/2
and 5/8x3-1/8
Mm. 3-1/4 for 5/8x4
and 3/4x3-3/4
- iimum
Gauge
el W-Deck
Max. 3"
ESR-1917 I Most Widely Accepted and Trusted Page 11 of 14
, I
TABLE 6—HILTI KWIK BOLT TZ (KB.TZ) CARBON. STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON
THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D1 .23
DESIGN INFORMATION Symbol Units Nominal anchor diameter
3 Ia 12
Effective Embedment Depth h, in. 2 2
Nominal Embedment Depth h,0,,, in. 2/
Minimum Hole Depth h0 in. 25/a 2%
Minimum concrete thickness' hlftdk in. 31/4 31/4
Critical edge distance in. 41/2 6
Minimum edge distance in. 3 41/
Minimum spacing Saftaink.10P in. 4 61/2
Required Installation Torque T,,,,, ft-lb 25 40
installation must comply with Sections 4.1.10 and 4.3 and Figure 5D of this report.
2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of h,,,,,, and s,,,,. 3Design capacity shall be based on calculations according to values in Table 3 and 4 of this report.
4Applicable for 31144n --'. h,,,,,,4,,j, <4-in. For h,,,,,,,5 k 44nch use setting information in Table 3 of this report.
5Minimum concrete thickness refers to concrete thickness above upper flute. See Figure SD.
FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES'
'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied.
FIGURE 58—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES'
'Anchors may be placed in the upper or tower flute of the steel deck profile provided the minimum hole clearance is satisfied.
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"10!
j..........MIN .3.000 PSI NORMAL ÔRSAND- LIGHTWEIGHT CONCRETE
_\_I WiL\_r MIN ... . MIN. 2OGUAGE
1 314 MIN 3-1/2 —
STEEL W-DECK
MIN. 2-112" 3/4"MIN.-- M1N6'TYP
---------•-• LOWER
FLUTE
(RIDGE)
FIGURE SC—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES - B DECK12 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in
the lower flute may be installed with a maximum '/8-inch offset in either direction from the center of the flute. The offset distance may be
increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied.
2Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper
flute is minimum 31/4-inch and the minimum hole clearance of 810-inch is satisfied.
MIN. 3,000 PSI NORMAL OR SAND- Lici-fIWEIOI-cr CONCRE1E
_..ic \
. IN
(VALL EY)
- MIN. 200UAGE
1-3/4- MIN 3-1/2 I STEEL W DECK
MIN. 2-112' MIN 6'TYP
.LOWER
FLUTE
(RIDGE)
FIGURE SD—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES1,2
'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck.
2Applicable for 31I44n -0. h <4-in. For 4-inch use setting information In Table 3 of this report.
TABLE 7—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES
Allowable tension (Ibf)
Nominal Anchor
diameter (in.) Embedment depth (in.)
Carbon Steel Stainless Steel
= 2,500 psi
Carbon Steel Stainless Steel
318 2 1,105 1,155
1/2 2 1,490 1,260
31/4 2,420 2,530
'8
31/8 2,910 2,910
4 4,015 4,215
33/4 3,635 1 3,825
43/4 4,690 5,290
For SI: I lbf = 4.45 N. I DSi. = 0.00689 MPa 1 osi = 0.00689 MPa 1 inch =254 mm.
'Single anchors with static tension load only.
2Concrete determined to remain uncracked for the life of the anchorage.
3Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading).
30% dead load and 70% live load, controlling load combination 1.20 + 1.6 L.
5CalcuIation of the weighted average for a = 0.3*1.2 + 0.7*1.6 = 1.48.
Of ', = 2,500 psi (normal weight concrete).
7 Cal = c c eh
9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c) is not provided, as
applicable.
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1. Hamner drill a hole to the same nominal 2. Clean hole.
diameter as the Kwik Bolt 17. The hate depth
must equal the anchor embedment listed in
Table I. The fixture may be used as a d(illing
template to ensure proper anchor location.
3. Drive the Kwlk Bolt TZ into the We using 4.Tighten the not to the required
a hammer. The anchor must be driven installation torque.
until the nominal embedment is
achieved.
FIGURE 6—INSTALLATION INSTRUCTIONS
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A
Given: At vA
Two 144nch carbon Steel KB-TZ anchors under static tension
load as shown - 'J -.--,-
- hQ,=325 In.
Normal weight concrete = 3,000 psi 4
No supplementary reinforcement (Condition B per ACI 318-14 17 3 3(c) or ACI 318-11 D 4 3(c) as applicable)
Assume cracked concrete since no other information is available - " -
-i 15h of
Needed: Using Allowable Stress Design (ASO) the calculate - allowable tension load for this configuration. 5 her I c' 4 .
A-A
Calculation per ACI 318-14 Chapter 17, ACI 318-11 Appendix D and this report. ACI 318-14 ACI 318-Il Report
Ret Rat Ref.
Step 1. Calculate steel capacity: t6N = iiinAj = 0.75 x 2 x 0.101 x 106,000 = 16,0591b 17.4.1.2 0.5.1.2 §4.1.2
Check whether %a is not greater than 1.9f,a and 125,000 psi. 17.3.3(a) D.4.3(a) Table 3
Step 2. Calculate concrete breakout strength of anchor in tension:
N,,8 = 17.4.2.1 D.5.2.1 § 4.1.3 Nco
Step 2a. Verily minimum member thickness, spacing and edge distance:
6 in. -0. 6 in. .. ok $rn 2.375, 5.75
2375 \ 17.7 0.8 Table 3
slope = = -3.0 Fig. 4 3.5-2.375
For c,,=4in
2.375 controls 3.5, 2.375
Smin = 5.75 -[(2375- 4.0)(-3.0)] = 0.875< 2.375in <6in.. ok 0.875 'L
Step 2b. For AN check 1.5h,1 = 1.5(3.25) = 4.88 in> C 3.0h,1 = 3(3.25) = 9.75 in> s 17.4.2.1 0.5.2.1 Table 3
Step 2c. Calculate A, and Aft for the anchorage:
= 9h1 = 9 x (3.25)2 = 95.11n.2 17.4.2.1 D.5.2.1 Table 3
ANC = (1.5h, -f c)(3h, + s) = [1.5 x (3.25) + 41[3 x (3.25) + 6] = 139.8in.2 < 2A :. ok
Step 2d. Determine 'ec,N: ej,.j = 0.'. 'I'ec,N = 1.0 17.4.2.4 0.5.2.4 -
Step 2e. Calculate Nb:Nb = kAj7h/ = 17 )C 1.0 X ,/UU X 3.25' = 5,456 lb 17.4.2.2 D.52.2 Table 3
Step 21. Calculate modification factor for edge distance: IVeIJ,N = 0.7 i 0.3 0.95 17.4.2.5 0.5.2.5 Table 3 1 5(3 25)
Step 2g. Calculate modification factor for cracked concrete: =1.00 (cracked concrete) 17.4.2.6 0.5.2.6 Table 3
Step 2h. Calculate modification factor for splitting: =1.00 (cracked concrete) cP, - -
§ 4.1.10
Table 3
Step 2i. Calculate ØN: N 9 =0.65 x x 1.00 x 0.95 x 1.00 x 5,456 = 4,952 lb 173.3(c) D.4.3(c) Table 3
00 Step 3. Check pullout strength: Table 3, #nN,rc = 0.65 x 2 5 lb ,515 x = 7,852 lb >4,952 .'. OK 17.4.3.2 D.5.3.2 § 4.1.4
17.3.3(c) 0.4.3(c) Table 3
Step 4. Controlling strength:#No. = 4,952 lb < 4nNm 'C q$N .. fWcbg controls 17,3.1.2 D.4.1.2 Table 3
Step 5. To convert to ASD, assume U = 1.20 + 1.6L: T, =42
= 3,346 lb. - - § 4.2
..
FIGURE 7-EXAMPLE CALCULATION
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ICC-ES Evaluation Report ESR-3027
Reissued December 2015
Revised February 2016
This report is subject to renewal December 2017.
www.icc-es.orq 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council®
DIVISION: 0300 00—CONCRETE
Section: 03 16 00—Concrete Anchors
OMSIOM: 0500 00—METALS
Section: 0505 19—Post-Installed Concrete Anchors
REPORT HOLDER:
HILTI, INC.
7250 DALLAS PARKWAY, SUITE 1000
PLANOI TEXAS 75024
(800) 879-8000
www.us.hiltl.com
HiltiTechEnus.hiIti.com
EVALUATION SUBJECT:
HILT1 KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I
(KH-EZ I) CARBON STEEL SCREW ANCHORS FOR
USE IN CRACKED AND UNCRACKED CONCRETE
1.0 EVALUATION SCOPE
Compliance with the following codes:
a 2015, 2012, 2009, and 2006 International Building Code®
(IBC)
a 2015, 2012, 2009, and 2006 International Residential
Code® (IRC)
2013 Abu Dhabi International Building Code (ADIBC)t
'The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in
this report are the same sections in the ADIBC.
Property evaluated:
Structural
2.0 USES
The Hilti KWIK HUS-EZ (KH-EZ) screw anchors are used to
resist static, wind and seismic tension and shear loads in
cracked and uncracked normal-weight and lightweight
concrete having a specified strength, f's, of 2,500 psi to
8,500 psi (17.2 MPa to 58.6 MPa); and cracked and
uncracked normal-weight or sand-lightweight concrete over
steel deck having a minimum specified compressive
strength, f',, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is
required underADlBC Appendix L, Section 5.1.1].
The KWIK HUS-EZ I (KH-EZ I) screw anchors are used to
resist static, wind and seismic tension and shear loads only
in cracked and uncracked normal-weight and lightweight
concrete having a specified strength, f, of
2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked
and uncracked normal-weight or sand-lightweight concrete
over steel deck having a minimum specified compressive
strength, ftt,, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is
required under ADIBC Appendix L, Section 5.1.1].
The Hilti KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I
(KH-EZ I) screw anchors are an alternative to anchors
described in Section 1901.3 of the 2015 IBC, Sections 1908
and 1909 of the 2012 IBC, Sections 1911 and 1912 of the
2009 and 2006 IBC. The anchors may also be used where
an engineered design is submitted in accordance with
Section R301.1.3 of the IRC.
3.0 DESCRIPTION
3.1 KWIK HUS-EZ (KH-EZ):
Hilti KWIK HUS-EZ (KH-EZ) anchors are comprised of a
body with hex washer head. The anchor is manufactured
from carbon steel and is heat-treated. It has a minimum
0.0003-inch-thick (8 pm) zinc coating In accordance with DIN EN ISO 4042. The anchoring system is available in a
variety of lengths with nominal diameters of 1/4 inch, inch, 1/2 inch, 51s inch and 3/4 Inch. A typical KWIK HUS-EZ (KH-EZ) is illustrated in Figure 2.
The hex head is larger than the diameter of the anchor
and is formed with serrations on the underside. The anchor
body is formed with threads running most of the length of
the anchor body. The anchor is installed in a predrilled hole
with a powered impact wrench or torque wrench. The
anchor threads cut into the concrete on the sides of the hole
and interlock with the base material during installation.
3.2 KWIK HUS-EZ I (KH-EZ I):
The KWIK HUS-EZ I (KH-EZ I) anchors are comprised of a
body with a long internally threaded (1/4 inch or inch internal thread) hex washer head. The anchor is
manufactured from carbon steel and is heat-treated. It has a
minimum 0.00034nch-thick (8 urn) zinc coating in
accordance with DIN EN ISO 4042. The anchoring system
is available in two lengths and a nominal diameter of 1/4 inch. A typical KWIK HUS-EZ I (KH-EZ I) is illustrated in
Figure 3.
The over-sized hex head is larger than the diameter of the
anchor and is formed with serrations on the underside. The
anchor body is formed with threads running most of the
length of the anchor body. The anchor is installed in a
predrilled hole with a powered impact wrench or torque
wrench directly to the supporting member surface. The
anchor threads cut into the concrete on the sides of the hole
and interlock with the base material during installation.
Icc-ES &aleialit,i Reports are not to be construed as representing ties rhelics or any other ann bates no, specifically addressed, nor are they in he o,;xtn ted
________ as an endoinernent of the subject oft/ic report or a reeonuuendat,on for its use. There is no warranty by IM E,.oluaiian Service, J.LC express or implied, as ________ to any Finding or other mailer in this report, or as to any product covered liv the report. Mr
Copyright® 20161CC Evaluation Service, LLC. All rights reserved. Page 1 of 14
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Shear design values in this report for the KWIK HUS EZ I
(KH-EZ 1) are for threaded inserts with Fu equal to or greater
than 125 ksi. For use with inserts with F less than 125 ksi,
the shear values are multiplied by the ratio of Fu of insert
and 125 ksi.
3.3 Concrete:
Normal-weight and lightweight concrete must conform to
Sections 1903 and 1905 of the IBC.
3.4 Steel Deck Panels:
Steel deck panels must comply with the configurations in
Figure 5 and have a minimum base steel thickness of
0.035 inch (0.889 mm). Steel must comply with ASTM
A653/A653M SS Grade 33 and have a minimum yield
strength of 33.000 psi (228 MPa).
4.0 DESIGN AND INSTALLATION
4.1 Strength Design:
4.1.1 General: Design strength of anchors complying with
the 2015 IBC, as well as Section R301.1.3 of the 2015 IRC
must be determined in accordance with ACI 318-14 Chapter
17 and this report.
Design strength of anchors complying with the 2012 IBC
as well as Section R301.1.3 of the 2012 IRC must be
determined in accordance with ACI 318-11 Appendix D and
this report.
Design strength of anchors complying with the 2009 IBC
and Section R301.1.3 of the 2009 IRC must be determined
in accordance with ACI 318-08 Appendix 0 and this report.
Design strength of anchors complying with the 2006 IBC
and 2006 IRC must be in accordance with ACI 318-05
Appendix 0 and this report.
Design parameters provided in Table 2 through Table 7 of
this report are based on the 2015 IBC (ACI 318-14) and
2012 IBC (ACI 318-11) unless noted otherwise in Sections
4.1.1 through 4.1.12.
The strength design of anchors must comply with ACI
318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as
required in ACI 318-14 17.2.3 or ACI 318-11 0.3.3, as
applicable. Strength reduction factors, 6, as given in ACI
318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and
noted in Tables 3 and 4 of this report, must be used for load
combinations calculated in accordance with Section 1605.2
of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of
ACI 318-11, as applicable. Strength reduction factors, 0, as
given in ACI 318-11 D.4.4 must be used for load
combinations calculated in accordance with ACI 318-11
Appendix C.
The value of fo used in the calculations must be limited to
a maximum of 8,000 psi (55.2 MPa), in accordance with ACI
318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. An
example calculation in accordance with the 2015 and 2012
IBC is provided in Figure 6.
318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using
the values of he and k, as given in Tables 3 and 7 of this
report. The nominal concrete breakout strength in tension in
regions where analysis indicates no cracking in accordance
with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as
applicable, must be calculated with the value of kucr as given in Table 3 and with qJC,N = 1.0.
For anchors installed in the lower or upper flute of the
soffit of sand-lightweight or normal-weight concrete-filled
steel deck floor and roof assemblies, as shown in Figure 5,
calculation of the concrete breakout strength in accordance
with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable,
is not required.
4.1.4 Requirements for Static Pullout Strength in
Tension, N: The nominal pullout strength of a single
anchor in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2
or ACI 318-11 D.5.3.1 and 0.5.3.2, as applicable, in cracked
and uncracked concrete, Np.c,, and Npuncr, respectively, Is
given in Table 3. In lieu of ACI 318-14 17.4.3.6 or ACI
318-11 D.5.3.6, as applicable, PC,P = 1.0 for all design
cases. In accordance with ACI 318-14 17.4.3 or ACI 318-11
D.5.3, as applicable, the nominal pullout strength in cracked
concrete may be adjusted according to Eq.-1:
= .soo(-) (lb. psi) (Eq-1)
Np,cr (A)'
17,2 (N, MPa)
where fr is the specified concrete compressive strength and
n is the factor defining the influence of concrete
compressive strength on the pullout strength. For the
/4-inch-diameter anchor at I inches nominal embedment
in cracked concrete, n is 0.3. For all other cases, n is 0.5.
In regions where analysis indicates no cracking in
accordance with ACI 318-14 17.4.3.6 or ACI 318-11
0.5.3.6, as applicable, the nominal pullout strength in
tension may be adjusted according to Eq-2:
= (.&L)'1 (lb, psi) (Eq-2)
I
ItNp.,t = Np,u,wr (j-j) (N, MPa)
where f' is the specified concrete compressive strength and
n is the factor defining the influence of concrete
compressive strength on the pullout strength. For the
1/4-inch-diameter anchor at a nominal embedment of
118 inches in uncracked concrete, i is 0.3. For all other
cases, n is 0.5.
Where values for Np.cror Npuncr are not provided in Table 3
of this report, the pullout strength in tension need not be
considered.
The nominal pullout strength in tension of the anchors
installed in the soffit of sand-lightweight or normal-weight
concrete filled steel deck floor and roof assemblies, as
4.1.2 Requirements for Static Steel Strength in shown in Figure 5, is provided in Table 5 for KWIK
HUS-EZ and Table 6 for KWIK HUS-EZ I. In accordance Tension, N: The nominal static steel strength, iV, of a with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as single anchor in tension calculated in accordance with ACI applicable, the nominal pullout strength in cracked concrete 318-14 17.4.12 or ACI 31.8-11 D.5.1.2, as applicable, is must be calculated according to Eq-1, whereby the value of given in Table 3 of this report. Strength reduction factors,Ø, must be substituted for Npc, and the value of corresponding to brittle steel elements must be used. 3,000 psi (20.7 MPa) must be substituted for the value of
4.1.3 Requirements for Static Concrete Breakout 2,500 psi (17.2 MPa) in the denominator. In regions where
Strength in Tension, Nb or Ncbg: The nominal concrete analysis indicates no cracking in accordance with ACI
breakout strength of a single anchor or a group of anchors 318-14 17.4.3.6 or ACI 318-11 5.3.6, as applicable, the
in tension, Nb and N, respectively, must be calculated in nominal strength in uncracked concrete must be calculated
accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as according to Eq-2, whereby the value of must be applicable, with modifications as described in this section. substituted for Np,Dxr and the value of 3,000 psi (20.7 MPa)
The basic concrete breakout strength of a single anchor in must be substituted for the value of 2,500 psi (17.2 MPa) in
tension, Nb, must be calculated in accordance with ACI the denominator.
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4.1.5 Requirements for Static Steel Shear Capacity, and in Tables 3 and 6 for KWIK HUS-EZ I, respectively,
Vsa: The nominal steel strength in shear, V, of a single must be used in lieu of N. Np.eq or Npdeck.c, may be adjusted anchor in accordance with ACI 318-14 17.5.1.2 or ACI by calculations for concrete compressive strength in
318-11 D.6.1.2, as applicable is given in Table 4 of this accordance with Eq-1 of this report in addition for
report and must be used in lieu of the values derived by concrete-filled steel deck floor and roof assemblies the
calculation from AC! 318-14 Eq. 17.5.1.2b or AC! 318-11 value of 3,000 psi (20.7 MPa) must be substituted for the
Eq. D-29, as applicable. The strength reduction factor,q value of 2,500 psi (17.2 MPa) in the denominator. Where
corresponding to brittle steel elements must be used. The values for Np,eq are not provided in Table 3 of this report, the
nominal shear strength Vss,awk, of anchors installed in the pullout strength in tension for seismic loads need not be
soffit of sand-lightweight or normal-weight concrete filled evaluated.
steel deck floor and roof assemblies, as shown in Figure 5, 4.1.8.3 Seismic Shear: The nominal concrete breakout
is given In Table 5 for KWIK HUS-EZ and Table 6 for KWIK strength and pryout strength in shear must be calculated in HUS-EZ I. Shear values for KWIK HUS-EZ I (KH-EZ I) are accordance with AC! 318-14 17.5.2 and 17.5.3 or ACI for threaded inserts with Fu 2t 125 ksi. For use with inserts 318-11 0.6.2 and D.6.3, respectively, as applicable, as with F less than 125 ksi, the shear values are multiplied by described in Sections 4A.6 and 4.1.7 of this report. In the ratio of Fu of insert and 125 ksi. accordance with AC! 318-14 17.5.1.2 or ACI 318-11 D.6.1.2,
4.1.6 Requirements for Static Concrete Breakout
Strength in Shear, Vs,, or V: The nominal concrete
breakout strength of a single anchor or group of anchors in
shear, Vcb or V 9, respectively, must be calculated in
accordance with AC! 318-14 17.5.2 or AC! 318-11 D.6.2, as
applicable, with modifications as described in this section.
The basic concrete breakout strength in shear, Vô, must be
calculated in accordance with ACI 318-14 17.5.2.2 or ACI
318-11 0.6.2.2, as applicable, using the values of to and cia
(d0) given in Table 4.
For anchors installed in the lower or upper flute of the
soffit of sand-lightweight or normal-weight concrete-filled
steel deck floor and roof assemblies, as shown in Figure 5,
calculation of the concrete breakout strength in accordance
with ACI 318-14 17.5.2 or AC! 318-11 D.6.2 is not required.
4.1.7 Requirements for Static Concrete Pryout
Strength In Shear, V, or V,: The nominal concrete
pryout strength of a single anchor or group of anchors, Vq,
or V, respectively, must be calculated in accordance with
AC! 318-14 17.5.3 or ACI. 318-11 0.6.3, as applicable, using
the coefficient for pryout strength, kcp provided in Table 4
and the value of Ncb or Ncbg as calculated in Section 4.1.3 of
this report.
For anchors installed in the lower or upper flute of the
soffit of sand-Lightweight or normal-weight concrete-filled
steel deck floor and roof assemblies, as shown in Figure 5,
calculation of the concrete pryout strength in accordance
with ACI 318-14 17.5.3 or ACI 318-11 D.6.3 is not required.
4.1.8 Requirements for Seismic Design:
4.1.8.1 Genera!: For load combinations including seismic,
the design must be in accordance with ACI 318-14 17.2.3 or
AC! 318-Il D.3.3, as applicable. Modifications to ACI
318-14 17.2.3 shall be applied under Section 1905.1.8 or
the 2015 IBC. For the 2012 IBC, Section 1905. 1.9 shall be
omitted. Modifications to AC! 318 (-08, -05) 0.3.3 shall be
applied under Section 1908.1.9 of the 2009 IBC, or Section
1908.1.16 of the 2006 !BC, as applicable.
(Eq-3) Cac
where the factor '4'CP,N need not be taken as less than
ief. For all other cases, 1PcpN = 1.0. In lieu of using AC!
Cac
318-14 17.7.6 or AC! 318-11 0.8.6, as applicable, values of
Cc must comply with Tables 3 and 7.
must be calculated in accordance with ACI; 318-14 17.4.1 4.1.12 Lightweight Concrete: For the use of anchors in
and 17.4.2 or AC! 318-11 0,5.1 and D.5.2, respectively, as lightweight concrete, the modification factor Aa equal to 0.8A
applicable, as described in Sections 4.1.2 and 4.1.3 of this l d t all values of " affecting N report. In accordance with AC! 318-14 17.4.3.2 or ACI is applied 0 a ing Nn and vn.
318-11 D.5.3.2, as applicable, the appropriate value for For AC! 318-14 (2015 lBC), ACI 318-11 (2012 IBC) and pullout strength in tension for seismic loads, Np,eq or Np.decicr AC! 318-08 (2009 IBC), A shall be determined in
described in Tables 3 and 5 for KWIK HUS-EZ, respectively; accordance with the corresponding version of AC! 318.
4239-05-16 05/26/2016 93 of 104
as applicable, the appropriate value for nominal steel
strength for seismic loads, Vseeq or Vvadeckeq described in
Tables 4 and 5 for KWIK HUS-EZ, respectively; and in
Tables 4 and 6 for KWIK HUS-EZ I, respectively, must be
used in lieu of V.
4.1,9 Requirements for Interaction of Tensile and
Shear Forces: For anchors or groups of anchors that are
subject to the effects of combined tensile and shear forces,
the design must be determined in accordance with ACI
318-14 17.6 or ACI 318-11 D.7, as applicable.
4.1.10 Requirements for Minimum Member Thickness,
Minimum Anchor Spacing and Minimum Edge Distance:
In lieu of ACI 318-14 17.7.1 and 17.7.3 or AC! 318-11 0.8.1
and D.8.3. as applicable, values of Smjn and Cm/n, respectively, as given In Table 2 of this report must be used.
In lieu of ACI 318-14 17.7.5 or AC! 31.8-11 13.8.5, as
applicable, minimum member thicknesses, hmjn as given in
Table 2 must be used. Additional combinations for minimum
edge distance, cmm, and minimum spacing distance, Smin, may be derived by linear interpolation between the given
boundary values as defined in Table 2 of this report.
For anchors installed through the soffit of steel deck
assemblies, the anchors must be installed in accordance
with Figure 5 and shall have an axial spacing along the flute
equal to the greater of 3h, or 1.5 times the flute width.
For V4-inch and 3/e4nch KWIK HUS-EZ (KK-EZ) anchors
installed on the top of steel deck assemblies, values of
Cac,aectop, Sm,n,decI(op, and Cmin,deck,jop, as given in Table 7 of
this report must be used.
4.1.11 Requirements for Critical Edge Distance, cac: In
applications where c <Cac and supplemental reinforcement
to control splitting of the concrete is not present, the
concrete breakout strength in tension for uncracked
concrete, calculated in accordance with ACI 318-14 17.4.2
or ACI 318-11 D.5.2, as applicable, must be further
multiplied by the factor 1Pcp,N as given by
Eq-3:
The anchors comply with ACI 318-14 2.3 or ACI 318-11
0.1, as applicable, as brittle steel elements and must be
designed in accordance with AC! 318-14 17.2.3.4 or
17.2.3.5; AC! 318-11 0.3.3.4 or 0.3.3.5; AC! 318-08 0.3.3.5
or 0.3.3.6; or AC! 318-05 0.3.3.5. as applicable.
4.1.8.2 Seismic Tension: The nominal steel strength and
r,,,minI concrete hrkrii$ afraniiH, rr r,,"hnrc, in fncr,r.
ESR-3027 I Most Widely Accepted and Trusted Page 4 of 14
For ACt 318-05 (2006 IBC), A shall be taken as 0.75 for all
lightweight concrete and 0.85 for sand-lightweight concrete.
Linear interpolation shall be permitted if partial sand
replacement is used. In addition, the pullout strengths
Np,uncr, and Neq shall be multiplied by the modification factor.
Aa, as applicable.
For anchors installed in the soffit of sand-lightweight
concrete-filled steel deck and floor and roof assemblies,
further reduction of the pullout values provided in this report
is not required.
4.2 Allowable Stress Design (ASD):
4.2.1 General: Design values for use with allowable stress
design load combinations calculated in accordance with
Section 1605.3 of the IBC must be established using the
following equations:
- Tallowab1S0 -
_ V,,oweb,AsD #vfi
where:
KWIK HUS-EZ I (KH-EZ I) must be installed in accordance
with the manufacturer's published instructions and this
report. In case of conflict, this report governs. Anchors
must be installed in holes drilled into concrete perpendicular
to the surface using carbide-tipped masonry drill bits
complying with ANSI B212.15-1994. The nominal drill bit
diameter must be equal to that of the anchor. The minimum
drilled hole depth is given in Table 2. Prior to installation,
dust and debris must be removed from the drilled hole using
a hand pump, compressed air or a vacuum. The anchor
must be installed into the predrilled hole using a powered
impact wrench or installed with a torque wrench until
the proper nominal embedment depth is obtained. The
maximum impact wrench torque, T&npactnex and maximum
installation torque, T,nst,maK for the manual torque wrench
must be in accordance with Table 2. The KWIK HUS-EZ
(KH-EZ) and KWIK HUS-EZ 1 (KH-EZ I) may be loosened
by a maximum of one turn and retightened with a torque
wrench or powered impact wrench to facilitate fixture
attachment or realignment. Complete removal and
reinstallation of the anchor is not allowed.
= Allowable tension load (lb, N)
VBIIOJNaIJIeASD = Allowable shear load (lb, N)
ON. = Lowest design strength of an anchor or
anchor group in tension as determined in
accordance with ACI 318-14 Chapter 17
and 2015 IBC Section 1905.1.8, ACI 318-
11 Appendix 0, ACI 318-08 Appendix D
and 2009 IBC Section 1908.1.9, ACI 318-
05 Appendix D and 2006 IBC Section
1908.1.16, and Section 4.1 of this report,
as applicable.
aV = Lowest design strength of an anchor or
anchor group in shear as determined in
accordance with ACI 318-14 Chapter 17
and 2015 IBC Section 1905.1.8, ACI 318-
11 Appendix D. ACI 318-08 Appendix 0
and 2009 IBC Section 1908.1.9, ACI 318-
05 and 2006 [BC Section 1908.1.16, and
Section 4.1 of this report, as applicable.
a = Conversion factor calculated as a
weighted average of the load factors for
the controlling load combination. In
addition, a must include all applicable
factors to account for nonductile failure
modes and required over-strength.
Limits on edge distance, anchor spacing and member
thickness as given in Table 2 of this report must apply. An
example of Allowable Stress Design tension values is given
in Table 8 and Figure 6.
4.2,2 Interaction of Tensile and Shear Forces: The
interaction must be calculated and consistent with ACI
318-14 17.6 or ACI 318 (-11,,-08, -05) D.7, as follows:
For shear loads V0i1i :5 0.2Va1I0w&,!e,ASD, the full allowable
load in tension Tøjlowable.ASD shall be permitted.
For tension loads Tappi,erj 15 0.2 TaUowab1eASD, the full allowable
load in shear Vellowab!e.ASO shall be permitted.
For all other cases:
Tamed +_Vd 1.2 (Eq-6) Tg,wabIe,s
4,3 Installation:
For installation in the soffit of concrete on steel deck
assemblies, the hole diameter in the steel deck must not
exceed the diameter of the hole in the concrete by more the
/8 Inch (3.2 mm). For member thickness and edge distance
restrictions for installations into the soffit of concrete on
steel deck assemblies, see Figure 5.
For installation of Y4-Inch and 31s-inch KWIK HUS-EZ
(KH-EZ) anchors on the top of steel deck assemblies, see
Table 7 for installation setting information.
4.4 Special Inspection:
Periodic special inspection is required, in accordance with
Section 1705.1.1 and Table 1705.3 of the 2015 IBC and
2012 IBC; Section 1704.15 of the 2009 IBC; or Section
1704.13 of the 2006 IBC, as applicable. The special
inspector must be on the site periodically during anchor
installation to verify anchor type, anchor dimensions, hole
dimensions, concrete type, concrete compressive strength,
drill bit type and size, hole dimensions, hole cleaning
procedures, anchor spacing(s), edge distance(s), concrete
member thickness, anchor embedment, installation torque,
impact wrench power and adherence to the manufacturer's
printed installation instructions and the conditions of this
report (in case of conflict, this report governs). The special
inspector must be present as often as required in
accordance with the statement of special inspection."
Under the IBC, additional: requirements as set forth in
Sections 1705, 1706 and 1707 must be observed, where
applicable.
5.0 CONDITIONS OF USE
The Hilti KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I
(KH-EZ I) concrete anchors described in this report are
suitable alternatives to what is specified in, those codes
listed in Section 1.0 of this report, subject to the following
conditions:
5.1 The anchors must be installed in accordance with the
manufacturer's published installation instructions and
this report. In case of conflict, this report governs.
5.2 Anchor sizes, dimensions, and minimum embedment
depths are as set forth in this report.
5.3 Anchors must be installed in accordance with Section.
4.3 of this report in uncracked or cracked
normal-weight concrete and lightweight concrete
Installation parameters are provided in Tables 1, 2 and 7 having a specified compressive strength, f's. of 2,500
and Figures 1, 4A, 49 and 5. Anchor locations must comply psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of
with this report and plans and specifications approved by 24 We is required under ADIBC Appendix L, Section
the code official. The Hilti KWIK HUS-EZ (KH-EZ) and 5.1.1], and cracked and uncracked normal-weight or
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-,
sand-lightweight concrete over metal deck having a
minimum specified compressive strength, f, of
3,000 psi (20.7 MPa) [minimum of 24 MPa is required
under ADIBC Appendix L, Section 5.1.1].
5.4 The value of fo used for calculation purposes must not
exceed 8,000 psi (55.2 MPa).
5.5 Strength design values must be established in
accordance with Section 4.1 of this report.
5,6 Allowable stress design values must be established in
accordance with Section 4.2 of this report.
5.7 Anchor spacing(s) and edge distance(s), and minimum
member thickness, must comply with Table 2 and
Figure 5 of this report.
58 Reported values for the KWIK HUS-EZ I (KH-EZ I) with
an internally threaded hex washer head do not
consider the steel insert element which must be
verified by the design professional. Shear design
values in this report for the KWIK HUS-EZ I (KH-EZ I)
are for threaded inserts with Fu equal to or greater than
125 ksi. For use with inserts with Fu less than 125 ksi,
the shear values are multiplied by the ratio of Fu of
insert and 125 ksi.
5.9 Prior to installation, calculations and details
demonstrating compliance with this report must be
submitted to the code official. The calculations and
details must be prepared by a registered design
professional where required by the statutes of the
jurisdiction in which the project is to be constructed.
5.10 Since an ICC-ES acceptance criteria for evaluating
data to determine the performance of anchors
subjected to fatigue or shock loading is unavailable at
this time, the use of these anchors under such
conditions is beyond the scope of this report.
5.11 Anchors may be installed in regions of concrete where
cracking has occurred or where analysis indicates
cracking may occur (l>f,), subject to the conditions of
this report.
5.12 Anchors may be used to resist short-term loading due
to wind or seismic forces, subject to the conditions of
this report.
5.13 Anchors are not permitted to support fire-resistance-
rated construction. Where not otherwise prohibited in
the code, anchors are permitted for use with fire-
resistance-rated construction provided that at least one
of the following conditions is fulfilled:
Anchors are used to resist wind or seismic forces
only.
Anchors that support gravity load—bearing structural
elements are within a fire-resistance-rated envelope
or a fire-resistance-rated membrane, are protected
by approved fire-resistance-rated materials, or have
been evaluated for resistance to fire exposure in
accordance with recognized standards.
Anchors are used to support nonstructural elements.
5.14 Anchors have been evaluated for reliability against
brittle failure and found to be not significantly sensitive
to stress-induced hydrogen embrittlement.
5.15 Use of carbon steer anchors is limited to dry, interior
locations.
5.16 Special inspection must be provided in accordance
with Sections 4.4.
5.17 KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I)
anchors are manufactured by Hilti AG, under a quality
control program with inspections by ICC-ES.
6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC-ES Acceptance Criteria for
Mechanical Anchors in Concrete Elements (Ad 93), dated
October 2015, which incorporates requirements in ACI
355.2-07 I ACI 355.2-04, for use In. cracked and uncracked
concrete; and quality control documentation.
7.0 IDENTIFICATION
The HILTI KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I
(KH-EZ I) anchors are identified by packaging with the
manufacturers name (Hilti, Inc.) and contact information,
anchor name, anchor size, and evaluation report number
(ESR-3027). The anchors with hex washer head have
KH-EZ. HILTI, and anchor size and anchor length
embossed on the anchor head. Identifications are visible
after installation, for verification.
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TABLE 1—KWIK HUS-EZ (KH-EZ) AND KWIK HUS.EZ I (KH-EZ I) PRODUCT INFORMATION
Name and Size Diameter Total Length - under the
anchor head (l,)
Minimum Nominal
Embedment (haom)
KH-EZ '/,,' xl le° 1'/,- /4 ('/4" UNC-20 -Internal Thread Length - .375") 1 /8
KH-EZ / xl -'/a"131,' 3/ UNC-16 -Internal Thread Length -.453") l4° el." 14"
KH-EZ '/ x2 /2" I / /4 ('li" UNC.20 -Internal Thread Length - .375°) 21/2" 21/2"
KH-EZ 'Ii," x2 '/2° I /" 'Is" (/e" UNC-1 6-Internal Thread Length - .453°) 21/2" 21/
KH-EZ '/4"xl 7I9 /4 1 /8 1 /6
Kl1EZ 14 x2/8 1,
- 2/°
KH-EZ 1/4"x3° /" 3°
KH-EZ '/4"x3'/2" 1/4.31/a 16184
KH-EZ 'I4°x4" 1/4w 4° 1i6"
KH-EZ /,"x17/d' 4" - 14"
KH-EZ 'I"X2'Ie" i" 21I8" 1 /8"
KH-EZ 3/(x3" 318. 3" 21/2"
KH-EZ 318°x3'I2" I, 31/2" 21/2"
KH-EZ 3/e" x4" /8" 4° 31/4'
KH-EZ 318"x5° 3j 35/a
KH-EZ 147x2'I2" 112. / 21I2" 21!4"
KH-EZ ."x3" I2" 3" 2'/°
KH-EZ '/2"X3'I2" /2" - 31/2" 3"
KH-EZ '/2"x4" /2 4" 3"
KH-EZ 1/2°x4'/2" 1/ 4112" 3"
KH-EZ 112"x5" 5" 3"
KH-EZ '/2"x6"
.I"
1/2 6"
KH-EZ 5/8°x3'/2" /8 31/2" 31/4"
KH-EZ 5/6°x4" 16" 4° 31/O
KI-f-EZ 'I8"x5'/2" -
5j, 5'!2° 31/s
KH-EZ 519"X6'/2" /8° 61I2" 31/4"
KH-EZ 5/,"x8" 18 8" 3/4"
KH-EZ 3/4"x4'/2" 3/4 4112"
KH-EZ /4X5 /2 3/4w
- 5'/2' 4
KH-EZ 314"x7" 3/40 7" 4•
KH-EZ 3/4"x8" 8" 4"
KH-EZ 314°x9" 3/4" /4 9°
- For SI: 1 inch = 25.4 mm.
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I •I
dh
tch
d bil
FIGURE 1—KWD( HUS EZ ANCHOR
-
-I
HUS *4 CONCRETE Li'I. SCREW ANCHOR FIGURE 3—HILTIItiI
FIGURE 4A—INSTAL4ATION INSTRUCTIONS - HILTI KWII( HUS EZ (KH-EZ)
ZEN All
NO
-
FIGURE 413—INSTALLAT1ON INSTRUCTIONS - HILTI KWIK HUS EZ I (KH-EZ I)
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TABLE 2-KWIK HUS-EZ (KH-EZ) AND KWlK HUS-EZ I (KH-EZ I) INSTALLATION INFORMATION AND ANCHOR SPECIFICATION'
Nominal Anchor Diameter (Inches)
Characteristic Symbol Units 1/4
(KH-EZ I)
1/4 3, 1, 5/5
3/4
Head Style -
Internally Standard Hex Standard Hex Standard Hex Standard Hex Standard Hex
- Threaded Head Head Head Head Head
Nominal Diameter d5 In. 1 /8 1/2 '8 /4
Drill Bit Diameter dbe in. 11 3/ / 5/8 3
Minimum Baseplate dh in. N/A6
[
3/8 1/2 5 /8 3 / 74 Clearance Hole Diameter
Maximum Installation
Torque
T 4 ft-lbf 18 19 40 45 85 115
Maximum Impact Wrench
Torque Rating3 Tniac1.m ft-lbf 114 137 114 137 114 450 137 450 450 4.50
Minimum Nominal h,,,, in. 1fa 2'I i5 1 2'I2 1 /8 21/2 3'I4 2I4 3 41/4 3'14 5 4 6'/ Embedment depth
Effective Embedment Depth h, in. 1.18 1.92 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84
Minimum Hole Depth h,. in. 2 2I 2 2/ 17/a 2/4 3'I2 2/ 33/s 45/s 35/s 53/s 43/s 6l
Critical Edge Distance2 cec in. 2.00 2.78 2.00 2.78 2.63 2.92 3.75 2.75 3.75 5.25 3.63 5.82 4.41 7.28
Minimum Spacing at Critical ,I in. 1.50 2.25 3.0 Edge distance?
Minimum Edge Distance2 in. 1.50 1.75
Minimum Spacing Distance 5' in. 3.0 4.0 at Minimum Edge Distance2
Minimum Concrete
Thickness in. 3.25 14.125 325 4.125
[
3.25 4 4.75 4.5 4.75 6.75 5 7 6 8125
14 Internal 3
Wrench socket size - Thread in. ___________ Not Applicable Internal KH-EZ I Model
Thread
lj
Wrench socket size.- i n. N/A
1 7/as I
s/is I I 3/4 , I 11/8 KH-EZ Model - I I I / Internal - 5 8 Max. Head height - Thread in. Not Applicable Internal KH-EZ I Model
Thread
Max. Head height - in. N/A 0.24 0.35 0.49 0.57 0.70
Effective tensile stress area ' (A)5 in.2 0.045 0.086 0.161 0.268 0.392
Minimum specified ultimate
ft. psi 125,000 106,975 120,300 112,540 90,180 81,600 strength
For SI: 1 inch =25.4mm, 1 ft-lbf= 1.356 N-m, 1 psi =6.89 kPa, I in? =645mm, I lb/in = 0.175 N/mm.
'The data presented in this tablets to be used in conjunction with the design criteria of ACl 318-14 Chapter 17 or ACI 318-11 Appendix D. as
applicable.
2For installations through the soffit of steel deck into concrete (see Figure 5) anchors installed in the lower flute may be installed with a maximum 1 inch offset in either direction from the center of the flute.
3Because of variability in measurement procedures, the published torque of an impact tool may not correlate properly with the above setting torques.
Over-torquing can damage the anchor and/or reduce its holding capacity.
4Tnstj,,e, applies to installations using a calibrated torque wrench.
5The notation in parenthesis Is for the 2006 IBC.
6The KWIK HUS-EZ I (KH-EZ t) version is driven directly to the supporting member surface.
?Additional combinations for minimum edge distance, cj., and minimum spacing distance, s, or may be derived by linear interpolation between the given boundary values.
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TABLE 3-41 ILTI KWlK HUS-EZ (KH-EZ) and KWII( HUS-EZ I (KH-EZ I) TENSION STRENGTH DESIGN DATA'3"7
Nominal Anchor Diameter(inches)
Characteristic Symbol Units
14 3 1,
(KH-EZ 1)
___________________
4 6 /2 I 1
3/4
5
Anchor Category 3 I I i 1,2 or 3
Head Style - Internally Standard Hex Standard Hex Standard Hex Standard Hex I Standard Threaded Head Head Head Head Hex Head
Nominal h,,0,,, in. 1/5 I 2/ 1/s f 2/ 1/8 21/2 j 31/ 2'/4 41/ 'l4 Embedment Depth I
__________________________ Steel Strength in Tension (ACI 318-14 17.4.1 or ACI 318-11 0.5.1)
Tension Resistance N,,,,
of Steel
lb. 5,660 9.200 10,335 18,120 24,210 32,015
Reduction Factor for
- 0.65 Steel Strength"
Concrete Breakout Strength in Tension (ACI 318-14 17.4.2 or ACI 318-11 0.5.2)
Effective ho in. 1_la I 1.92 1.18 I 1.92 1.11 1.86 I 2.50 :1.52 2.16 3.22 2.39 3.88 2.92 4.84
Critical Edge
Distance c-V in. 2.00
Embedment Depth
T 2.78 2.00 I 2.78 2.63 I 2.92 2.75 5.25 3.63 5.82 4.417.28
Effectiveness Factor
- Uncracked k,,,,,,, - 24 27
Concrete
Effectiveness Factor k,,, - 17
- Cracked Concrete
Modification factor
for cracked and W,,, - 1.0
uncracked concrete°
Reduction Factor for
Concrete Breakout Ø,, - 0.45 0.65 0.45 0.65
Strength23
Pullout Strength in Tension (Non SeismicApplications) (ACI 318-1417.4.3_or AC1318-IID.5.3)
- Characteristic -
pullout strength. N,,,,,,,,,7 lb. 1,3058 2,3505 1,305 2,350 N/A N/A N/A N/A N/A N/A N/A N/A I'N/AJN/A uncracked concrete
(2,500psi)
Characteristic
pullout strength,
cracked concrete N,,,' lb. 6656 1,1655 6656 1,165' 725 N/A N/A N/A N/A N/A N/A N/A N/A N/A
(2500 psi)
Reduction factor for 2.3 ° - 0.45 0.65 0.45 0.65 pullout strength
Pullout Strength in Tension (Seismic Applications) (ACI 318-1417.4.3 or ACI 318-110.5.3)
Characteristic
Pullout Strength,
Seismic N.,,87 lb. 5356 1,165 5358 1,1656 7255 N/A N/A N/A N/A N/A N/A N/A N/A
(2,500 psi)
Reduction Factor for
Pullout Strength" 0.9 0.45 0.65 0.45 0.65
(2,500 psi)
-
Axial Stiffness in Service Load Range
Uncracked Concrete /3,,,,,, 760,000
Cracked Concrete /3 293,000
For Si: 1 inch 25.4mm, ltt-lbt=1.355 N-m. 1 psi =6.S9kPa, 1 irr=645mm,llb/in=0.175 N/mm.
'The data in this table Is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors
resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply.
2Values of Øin this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318.11 Section 9.2 or IBC Section 1605.2 are used and the requirements of ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition Bare met. For situations where reinforcement meets
the requirements of Condition A. ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate ofactor, as applicable.
31f the load combinations of ACI 318-11 Appendix Care used, the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4.
in this report, N/A denotes that pullout resistance does not govern and does not need to be considered.
5The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table
by (t',,/2, 500)0- for psi or (f'J17.2) for We.
6The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table
by (fV2, 500)°' for psi or (f,11 3 for MPa.
7For lightweight concrete, calculate values according to Section 4.1.12 of this report.
8The KWIK HUS-EZ (KH-EZ) and KWlK HUS-EZ I (KH-EZ I) is considered a brittle steel element as defined by ACI 318-142.3 or ACI 318-11 D.1, as
applicable.
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TABLE 4—HILTI KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) SHEAR STRENGTH DESIGN DATA' 7
Nominal Anchor Diameter (inches)
Characteristic Symbol Unit. 1f4
I I
- - (KH-EZ I)
1/4 8 1, 2 I
Anchor Category 1,2 or 3 3 I 1 3 I 1 3 I 1 1
Embedment Depth hncm in. 15/a J 21/2 1l8 2'J~ 1/e 2'/ 1Ia 21/2 374 2114 3 41 /4 31 4 5 4 6'/
Internal Thread
Diameter - . In. 1, 4 Ia N/A l N/A N/A N/A
j
N/A N/A N/A N/A N/A N/A N/A N/A
- SteelStrength in Shear (ACI 318-14 175.1 or ACI 318-I1 D.6.1)2'
Shear Resistance of
Steel - Static V,,, lb. 1,360 1 1,31157 1,550 3,670 5,185 9,245 11,220 16,660
Shear Resistance of
Steel - Seismic lb. 605 1,120 1,395 3,670 3,110 5.545 6,735 11,555
Reduction Factor for
Steel Strength le - 0.60
Concrete Breakout Strength in Shear (ACI 318.14 17.5.2 or ACI 318-11 D.6.2)
Nominal Diameter j,,j6 in. 0.250 0.375 0.500 0.625 0.750
Load Bearing
Length of Anchor in.i.i
-
1.92 J 1.18 11 .92 1.1811.92
1.11 11.861 2.50 1.52 j 2.16 3.22 2.39 3.88 2.92 14.84
Reduction Factor for
Concrete Breakout Obb - 0.70
Strength"
Concrete Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 D.6.3)
"
Coefflclentfbr
Pryout Strength - i.oji.o 1.0 I t0 I 1.0 1 1.0 1 t0 1 t0 1 2.0 1 t0 1 1.0 1 2.o l l.0 1 2.0 1 2.0 1 2.o Reduction Factor for
Pryout Strength Z3 0.70
For Sl:1 Inch 25.4 mm, 1ft-lbf=1.356N-m, 1 psi =6.89kPa, 1 in' =645mm,1lMn=0.175N/mm.
'The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 31841 Appendix 0, as applicable.
2Values of Øin this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or IBC Section 1605.2, as applicable, are used and the requirements of ACI-14 17.3.3 or ACI 318-11 0.4.3, as applicable, for Condition B are met. For situations where reinforcement
meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate Øfactor, as applicable.,
31f the load combinations of ACI 318-11 Appendix Care used, the appropriate value of 0 must be determined in accordance with ACI. 318-il 0.4.4.
4Reported values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and must be used for design in lieu of calculated results using equation 17.5.1.2b of ACI 318-14 or equation D-29 of ACI 318-11, as applicable.
5The KWIK HUS-EZ (KH-EZ) is considered a brittle steel element as defined by ACI 318-142.3 or ACI 318-11 D.I. as applicable.
5The notation in brackets is for the 2006 IBC.
7Values are for threaded rod or insert with Fz 125 ksi. For use with inserts with Fu less than 125 ksi multiply the shear values by the ratio of Fu of
insert and 125 ksi.
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TABLE 5-HILTI KWIK HUS-EZ (KH-EZ) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE
OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES' .150.7
Characteristic Symbol Unite
Lower Flute Upper Flute
Anchor DIameter
1 4 3, 8 I /2 31 1, I
Head Style - - Standard Hex Head Standard Hex Head
Embedment ha,,,, in. 18/8 2112 ii 21/2 31/4 2'/4 3 414 P. 5 4 1/ 2'/2 ii 2'/2 2'/4
Minimum Hole Depth h,,,,,, in. 2 2/, 1 /8 24 3112 2/8 33/s 45/i 3/ 5/ 4I 2 2/ 1174 24 24
Effective Embedment
Depth
h,,, in. 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 1.18 1.92 1.11 1.86 1.52
Pullout Resistance,
(uncracked concrete)2 kdeck.mrlb. 1,2101875 1300 2,240 3,920 1,305 3,060 5,360 4,180 9,495 4,180 1,490 1,960 1,490 2,920 1.395
Pullout Resistance
(cracked concrete and 1b. 620 930 810 1,590
seismic loads)3
2,780 820 1,930 3,375 2,630 5,980 2,630 760 975 1.185 2,070 985
Steel Strength in
Sheaf V,.d,th lb. 1,2052,210 1,510 1,510 3,605 1,605 2,920 3,590! 3,470 4,190 3.760 1,205 3,265 3,670
Steel Strength in
Shear. Seismic lb. 905 1,990 905 905 2,165 965 11750 2,1561 2,080 2,615 2,610 1,0801.2,940 3,670 3,650 4,710
"r 51: 1 mon =b.4 mm, 1 U-lbt = 11.356 N-m, 1 psi = 6.89 lcPa, 1 in'= 645 mm', 1 lb/in =0.175 N/mm.
'Instatation must comply with Sections 4. 1.10 and 4.3 and Figure 5 of this report.
2The values listed must be used in accordance with Section 4.1.4 of this report.
3The values listed must be used In accordance with Section 4.1.4 and 4.1.8.2 of this report-
4 The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report.
51be values for Ø, in tension can be found In Table 3 of this report and the values for Ø,, in shear can be found in Table 4 of this report.
8For the '/44nch-diameter (KH-EZ) at 21/2.inch nominal embedment and the 3/8-inch- through 3/4-inch-diameter anchors the characteristic pullout resistance for concrete compressive
for MPa.
strengths greater than 3,000 psi may be increased by multiplying the value in the table by (FA 000)" for psi or
For the 1/4-inch-diameter anchors (KH-EZ) at 1%-inch nominal embedment characteristicullout resistance for concrete compressive strengths
greater than 3,000 psi may be increased by multiplying the value in the table by (F.13,000)" for psi or (P120.7)03 for MPa.
TABLE 6-KWIK HUS-EZ I (KH-EZ I) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-
FILLED PROFILE STEEL DECK ASSEMBLIES'-8-7
Characteristic Symbol Units Lower Flute I Upper Flute Head Style - - Internally Threaded
Embedment h,,,,,, in. i/ 2'/2 1 /6 2/ i/ 21/2 i5/ 21I2 Minimum Hole hhom in. 2 2"/ 2 21 2 2F 2 2/ Depth
Internal Thread /4 3, 1, 4 3, Diameter - Is
Effective
Embedment Depth
haf In. 1.18 1.92 1.18 1.92 1.18 1.92 1.18 1.92
Pullout Resistance,
(uncracked Np,,,,,,o,,,,. lb. 1,210 1,875 1,210 1,875 1,490 1,960 1,490 1,960 concrete)2
Pullout Resistance
(cracked concrete Npdlklr lb. 620 930 620 930 730 975 730 975
and seismic loads)2
Steel Strenpth In V lb.
Shear 860 1,025 1,015 1,525
- Steel Strength in v,,,,,,,,,,8 lb. Shear, _Seismic 385 875 1295 ,
For SI: 1 inch = 25.4 mm, I ft-lbf= 1.356 N-m, 1 psi = 6.89 kPa, 1 inz=645mm, 1 lb/in = 0.175 N/mm.
'Installation must comply with Sections 4.1.10 and 4.3 and Figure 3 of this report.
2The values listed must be used in accordance with Section 4.1.4 of this report.
'The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report.
4The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report.
5The values for Ø, in tension can be found in Table 3 of this report and the values for 0.. In shear can be found in Table 4 of this report.
6For the '/4-inch-diameter (KH-EZ I) at 2/2 inch nominal embedment and the 3/0-inch- through 3/4-inch-diameter anchors the characteristic pullout
resistance for concrete compressive strengths greater than 3,000 psi maybe increased by multiplying the value in the table by (P4000)12 for psi or 7) for MPa.
For the 114-inch-diameter anchors (KH-EZ I) at 154-inch nominal embedment characteristic pullout resistance for concrete compressive strengths greater
than 3,000 psi may be increased by multiplying the value In the table by (f',/3, 00O)° 3 for psi or (P120.7)03 for MPa.
8Values for the KWIK HUS-EZI (KH-EZ 1) are for threaded rod or insert with F,2125 ksi. For use with inserts with Fu less than 125 ksi multiply the shear values by the ratio of Fu of insert and 125 ksi.
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p
TABLE 7—HILTI KWIK HUS—EZ (KH-EZ) SETTING INFORMATION FOR INSTALLATION ON THE TOP
OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMSLlES.123°
DESIGN Nominal Anchor Diameter _________________
INFORMATION Symbol Units 14 31.
Effective
Embedment Depth he, In.1.18 1.11
Minimum concrete hW.,dk in. 21/2 2/3 thickness
Critical edge
distance C 0 g in. 4 3
Minimum edge
distance Cnth,.dk,jpp in. 1/4 13/4
Minimum spacing Smin.de*tcp in. 3 3
For SI: 1 inch = 25.4 mm.
'Installation must comply with Sections 4.1.10 and 4.3 of this report.
2For all other anchor diameters and embedment depths refer to Table 2 for values of hn,cm and s.
3Design capacity must be based on calculations according to values in Tables 3 and 4 of this report.
4App!icable for 2%-inch S hrNd,.k 4/4-inch. For hmi 31144nch. use setting information in Tables 3 and 4o1 this report.
5Minimum concrete thickness (h,d) refers to concrete thickness above upper flute.
6Minimum flute depth (distance from top of flute to bottom of flute) is 3 inches.
7Steei deck thickness must be minimum 20 gauge.
Minimum 1-114
Max.31 j Upper flute Minimum
(VaW .20 gauge
steel deck
See Anchor Lower Flute
footnote 2 (typical) flute (ridge) edge
Mitt. 12 (typical)
r See footnote 4 See footnote 4
FIGURE 5—INSTALLATION OF KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I (KH-EZ I) IN SOFFIT OF CONCRETE
OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES'
'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance Is satisfied. Anchors in the lower flute
may be installed with a maximum 1-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for
profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied.
2Minimum flute width for KH-EZ and KH-EZ I 14-inch diameter is 374 inches. Minimum flute width for KH-EZ %-. /e- and %-inch diameter is
41I2 inches.
3Minimum concrete thickness above upper flute for KH-EZ and KH-EZ I '4-inch diameter is 21/2 inches. Minimum concrete thickness above upper flute for KH-EZ 34, V2-, /o and J%-inch diameter is 3-'/ inches.
4Minimum distance from edge of flute to centerline of anchor for KH-EZ and KH-EZ I V4-inch diameter is 1-inch. Minimum distance from edge of flute to
centedine of anchor for KH-EZ 34, /r and %-inch diameter is 11/4 inches.
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TABLE 8—HiLTI KWIK HUS.EZ (KH-EZ) AND KWIK HUS-EZ I (KH-EZ I) ALLOWABLE STRESS DESIGN VALUES
FOR ILLUSTRATIVE PURPOSES" 23'45'°'78'0
Nominal Anchor
Diameter
Nominal
Embedment Depth,
hn,,m
Effective
Embedment
Depth, h,q
Allowable Tension
Load
[in] (in.) tin.] fibs]
114 110 1.18 407
2112 1.92 1,031
3,
1/8 1.11 620
21I2 1.86 1,334
31/ 2.5 2,077
12
21/4 1.52 ' 1,111
3 2.16 1,882
4114 3.22 3,426
5I,8
31/4 2.39
___________________________ 2,192
5 3.88 4,530
3/4 4 2.92 2,063
6114 4.84 6,305
For SI: 1 Inch = 25.4 mm, I lbf 4.45 N.
'Single anchor with static tension load only.
20oncreto determined to remain uncracked for the life of the anchorage.
3Load combinations are taken from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, (no seismic
loading).
440% dead load and 60% live load, controlling load combination 1.2D + 1.6L.
0Calculation of weighted average for conversion factor a = 1.2(0.4) + 1.6(0.6) = 1.44.
8f4 = 2,500 psi (normal weight concrete).
Cal = Ca2 k C3 .
h,,,,.,.
9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-
14 17.3.3 or ACI 318-11 D.4.3, as applicable, is not provided.
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Given: Two 'I' diameter KH-EZ with static
tension load A A
h. = 4.25 inches
h3.22inches
Normal Weight Concrete: f = 3,000 psi
No supplementary reinforcement (Cond. B)
No eccentricity, 60% live load, 40% dead load
Assume cracked concrete since no other
r r1 I lI I
- J
information ts available. I
1.5 h, ___ c011..75 in. c4
min3 in. AA
Needed: Allowable stress design (ASO)
tension capacity
Calculation per ACI 318-14 Chapter 17, ACI 318-14 AC! 318-11 ESR ACI 318-11 Appendix 0 and this report Ref. Ref. Reference
Step 1: Calculate steel capacity:
17.4.1.2 0.5.1.2 Table 3 4N5=n$N=2(0.65)(18,120)=23,556 lbs.
Step 2: Verify minimum member thickness, spacing and edge distance:
hm1n 6.375lfl. 12 in. -.ok 177
.
D.8 Table 2 Cm 1.75 in. :54 in. -'ok
s,,=3 in. 6 in. -.ok
Step 3: Calculate concrete breakout strength of anchor group In tension:
Nog_
'1Nco
17.4.2.1 D.5.2.1 4.1.3
Step 3a: Calculate ANC and A,,,,0:
A C (1.5h,,r+4)(3h,,,+6)(8.83)(15.66)=138.3 in.2 17.4.2.1. 0.5.2.1 Table 3
AN00 9(her)2 9(3.22)2 93.32 in.2
Step 3b: Determine We, N-efl=O--)WecN=l .0 17.4.2.4 0.5.2.4
Step 3c: Calculate 4J,,N-44'.N=0l+0.3 (4k) =o.a 17.4.2.5 D.5.2.5 Table 3 4.
Step 3d: Determine cp.N' Wcp.N1.0 because concrete is cracked. 17.4.3.6 0.5.3.6
Step 3e: Calculate N,,:
Nb kcrAai(her)15 17(1.o)v(3.22)1.5 5,38o lbs 17.4.2.2 D.5.2.2 Table 3
(A,_=1.0 for normal _weight concrete)
Step 31 Calculate N,,,9: N=(Q.65) !) (1.0)(0.948)(1.0(1.0)(5,380)=4,914 lbs 1733(c) D.4.3 (c) Table 3
Step 4: Check Pullout Strength - per Table 3 does not control - --- Table 3
Step 5: Controlling Strength:
Lesser of n4,N,,8and 4)Ncbg -.4,914 lbs 17.3.1.2 D-4.1.2 T bl Table 3
Step 6: Convert to ASD based on 1.6 (0.60)+1.2(0.40)=1.44
60% Live Load and 40% Dead Load:
4,914 - --- 4.2.1
lbs .44
FIGURE 6—EXAMPLE CALCULATION
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