HomeMy WebLinkAbout2001 E Carnegie Ave - PlanSHEET NAME:
SCALE
DATE:
SCALE:
DRAWN BY:
PROJECT #:
SHEET NUMBER:REV:
20
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STRUCTURAL STAMP
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REV.35
CYPRESS, CA
5560 KATELLA AVE,
CYPRESS, CALIFORNIA 90630
PHONE: 800.669.5438
This drawing is the property of Raymond West and is
only to be used only by the party described in the
"Customer" section and then only in connection with
its purchase or use of Raymond West products,
services or systems. Copying in part or as a whole is
prohibited. This is subject to a Confidentiality
Agreement between Raymond West and the party
described under "Customer".
All dimensions are to be field verified by the
customer. Raymond West assumes no responsibility for
incorrect dimensions, location of lights or other
equipment outside of Raymond West's scope of work.
https://raymondwest.com
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NORTH
A.STORAGE CAPACITY SIGNS
1.PER RMI 1.4.2, ONE OR MORE PLAQUES WILL BE PLACED
CONSPICUOUSLY IN CLEAR AND LEGIBLE MANNER TO
IDENTIFY EACH DIFFERENT RACK CONFIGURATION.
2.EACH PLAQUE TO BE A MINIMUM OF 50 SQUARE INCHES. IT
IS THE OWNERS RESPONSIBILITY TO ENSURE THE RACK
SYSTEM IS NOT ALTERED SO THAT THE PLAQUE
INFORMATION IS INVALIDATED.
3.EACH PLAQUE TO DISPLAY:
i.THE MAXIMUM PERMISSIBLE LOAD AND/OR THE
MAXIMUM DISTRIBUTED LOAD PER LEVEL
ii.THE AVERAGE LOAD IF APPLICABLE AND
iii.MAXIMUM TOTAL LOAD PER BAY.
B.WELDING
1.ALL WELDING, EXCEPT WHEN PERFORMED AT THE SHOP OF
AN APPROVED FABRICATOR, SHALL BE DONE BY CERTIFIED
WELDERS. WELDING CERTIFICATES PROVIDED UPON
REQUEST.
2.SPECIAL INSPECTIONS REQUIRED FOR ANY STRUCTURAL
FIELD WELDING.
C.ANCHORING/HARDWARE
1.PER IBC, SPECIAL INSPECTION IS REQUIRED FOR THE
INSTALLATION OF ANCHOR BOLTS.
2.ANCHOR SIZE, PLACEMENT, AND EMBEDMENT SPECIFIED BY
A LICENSED PROFESSIONAL STRUCTURAL ENGINEER.
3.PER IBC, PERIODIC SPECIAL INSPECTION IS REQUIRED FOR
THE INSTALLATION OF CONCRETE ANCHOR BOLTS OF
STORAGE RACKS 8 FEET OR GREATER FOR STRUCTURES
ASSIGNED TO SEISMIC DESIGN CATEGORIES D, E, OR F.
4.HARDWARE OTHER THAN ANCHORS TO BE SPECIFIED BY A
LICENSED PROFESSIONAL STRUCTURAL ENGINEER.
D.MAINTENANCE
1.THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY
OF THE RACK SYSTEM BY ASSURING PROPER OPERATIONAL,
HOUSEKEEPING, AND MAINTENANCE PROCEDURES,
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
i.PROHIBIT ANY OVER LOADING OF ANY PALLET
POSITIONS AND OF THE OVERALL RACK SYSTEM
ii.REGULAR INSPECTIONS FOR DAMAGE. IF DAMAGED
COLUMNS OR BEAMS ARE FOUND, IMMEDIATELY
UNLOAD THE AFFECTED AREA AND REPLACE OR
REPAIR ANY DAMAGED COLUMNS, BEAMS, OR OTHER
STRUCTURAL COMPONENTS.
iii.REQUIRE ALL PALLETS BE MAINTAINED IN GOOD, SAFE
OPERATING CONDITION.
iv.ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO
PALLET LOAD SUPPORT MEMBERS IN STACKED AND
STABLE POSITIONS.
v.ALL GOODS STORED ON EACH PALLET ARE STACKED
AND IN STABLE POSITIONS.
vi.ENSURE THAT THE RACKS ARE NOT MODIFIED OR
REARRANGED IN A MANNER NOT WITHIN THE
ORIGINAL DESIGN CONFIGURATIONS.
vj.IF CONFIGURATION CHANGES ARE REQUIRED, NEW
STRUCTURAL ANALYSIS MUST BE PERFORMED TO
ENSURE PROPER LOADING.
vk.THE MAXIMUM TOP TO BOTTOM OUT-OF PLUMB
RATIO AND OUT-OF STRAIGHT RATIO PER RACK
COLUMN IS 1/240 (FOR EXAMPLE 1/2" PER 10 FEET
OF HEIGHT). COLUMNS WHOSE OUT-OF-PLUMB
RATIO OR OUT-OF-STRAIGHT RATIO EXCEEDS THIS
LIMIT SHOULD BE UNLOADED AND RE-PLUMBED. ANY
DAMAGES PARTS MUST BE REPAIRED OR REPLACED.
E.CONFIGURATION CHANGES
1.THIS SET OF DRAWINGS SHOWS ALL THE PERMISSABLE
CONFIGURATIONS OF THESE COMPONENTS PER THIS
PERMITTED DRAWING SET. OTHER CONFIGURATIONS MAY
PERMITTED UPON REVIEW OF THE ENGINEER OF RECORD
FOR THIS PROJECT AND REVISIONS TO THE DRAWING
ACCORDINGLY.
2.ANY CHANGES TO THE CONFIGURATION OF THE RACK
SYSTEM COMPONENTS INCLUDING RELOCATION OR
REMOVAL OF THE SHELF BEAM OR ANY OTHER
COMPONENTS WITHOUT PERMISSION IS NOT PERMITTED
VICINITY MAP
SHEET #
SS1
SS2
SS3
SS4
SS5
GENERAL NOTES:
PROJECT/SITE INFORMATION
ASSESSORS PARCEL NUMBER
TYPE OF CONSTRUCTION
NUMBER OF STORIES
OCCUPANCY
FIRE SPRINKLERED
BUILDING AREA
WAREHOUSE AREA
OFFICE AREA
TOTAL SCOPE AREA
430-222-19
III-B
1
B / S-1
YES
106,500 SQ.FT.
85,202 SQ.FT.
21,298 SQ.FT.
550 SQ.FT.
CALIFORNIA BUILDING CODE (CBC 2022)
CALIFORNIA FIRE CODE (CFC 2022)
NATIONAL FIRE PROTECTION ASSOCIATION (NFPA 13, 2022)
ASCE/SEI 7-16 | ACI 318-14 | RMI/ANSI MH 16.1:2012
VERTICAL LIFT MODULE
TENANT IMPROVEMENT FOR:
BRASSTECH
2001 E CARNEGIE AVE,
SANTA ANA, CA 92705
Project Overview / General Notes:
PROPOSED SCOPE OF WORK IS FOR INSTALLATION OF (6) VERTICAL LIFT MODULE STORAGE UNITS IN EXISTING FACILITY
FOR TENANT BRASSTECH, INC. SUBMITTAL SET HEREIN IS FOR BUILDING DEPARTMENT'S STRUCTURAL REVIEW OF
COMPONENTS AND PROPOSED LOCATION IN FACILITY
SHEET INDEX
APPLICABLE CODES DEFERRED SUBMITTALS
SHEET DESCRIPTION
TITLE SHEET
SITE PLAN
SCOPE & EGRESS
SPECIFICATIONS & DETAILS
ANCHORING & ELEVATIONS
-
-
-
-
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ORANGE COUNTY FIRE AUTHORITY (OCFA)
- HIGH-PILE STORAGE SUBMITTAL
CONTRACTOR
RAYMOND WEST
5560 KATELLA AVE,
CYPRESS, CA 90630
562.760.2484
ENGINEER
CFBR STRUCTURAL GROUP
1650 MEADOW WOOD LN,
RENO, NV 89502
775.525.1113
TITLE SHEET
5/8/2026
JA
SS1
101231934
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PROJECT TEAM
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CERTIFICATION PERTAINS SOLELY TO
ADEQUACY OF ANCHORAGE DESIGN FOR THE
VLM UNITS. ALL OTHER WORK IS OUTSIDE
THE SCOPE OF WORK CERTIFICATION.
05/12/26
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
BRASSTECH INC.
2001 CARNEGIE AVE,
SANTA ANA, CA 92705
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SHEET NAME:
SCALE
STRUCTURAL STAMP
CU
S
T
O
M
E
R
:
REV.35
CYPRESS, CA
5560 KATELLA AVE,
CYPRESS, CALIFORNIA 90630
PHONE: 800.669.5438
This drawing is the property of Raymond West and is
only to be used only by the party described in the
"Customer" section and then only in connection with
its purchase or use of Raymond West products,
services or systems. Copying in part or as a whole is
prohibited. This is subject to a Confidentiality
Agreement between Raymond West and the party
described under "Customer".
All dimensions are to be field verified by the
customer. Raymond West assumes no responsibility for
incorrect dimensions, location of lights or other
equipment outside of Raymond West's scope of work.
https://raymondwest.com
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2 SITE PLAN - FOR REFERENCE ONLY
Scale: 1/25" - 1'-0"
NORTH
SITE PLAN
JA
SS2
101231934
SCOPE OF WORK
DATE:
SCALE:
DRAWN BY:
PROJECT #:
SHEET NUMBER:REV:
20
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5/8/2026
BR
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CERTIFICATION PERTAINS SOLELY TO
ADEQUACY OF ANCHORAGE DESIGN FOR THE
VLM UNITS. ALL OTHER WORK IS OUTSIDE
THE SCOPE OF WORK CERTIFICATION.
05/12/26
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
7'-4"6'-0"
3'-0"
9'-1"
EXISTING
FDA
TRAVEL DISTANCE
196' < 250' MAX.
EX
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EXISTING
EXISTING
EXISTING
1 2 3 4
A
5 6 7 8
B
C
D
E
F
G
FDA
FDA
FDA
(3) VLMs
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
3'-0"
(3) VLMs
0'-3"
TYP.
10" TYP.
3'-0" TYP.
10" TYP.
9'-1"0'-3"
TYP.
Vertical Lift Module
(1) Unit Shown
Egress Access Path Direction
FDA
TRAVEL DISTANCE
XX' < 250' MAX.Exit Travel Distance
Exit Sign
Fire Dept. Access Door
Point of Origin
Egress Access Travel Path
Fire Extinguisher
LEGEND
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D
=
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
7'-4"6'-0"
3'-0"
9'-1"
EXISTING
FDA
TRAVEL DISTANCE
196' < 250' MAX.
EX
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EXISTING
EXISTING
(3) VLMs
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D =
1
1
7
"
[
2
9
6
2
m
m
]
3'-0"
(3) VLMs
0'-3"
TYP.
10" TYP.
3'-0" TYP.
10" TYP.
9'-1"0'-3"
TYP.
SHEET NAME:
SCALE
STRUCTURAL STAMP
CU
S
T
O
M
E
R
:
REV.35
CYPRESS, CA
5560 KATELLA AVE,
CYPRESS, CALIFORNIA 90630
PHONE: 800.669.5438
This drawing is the property of Raymond West and is
only to be used only by the party described in the
"Customer" section and then only in connection with
its purchase or use of Raymond West products,
services or systems. Copying in part or as a whole is
prohibited. This is subject to a Confidentiality
Agreement between Raymond West and the party
described under "Customer".
All dimensions are to be field verified by the
customer. Raymond West assumes no responsibility for
incorrect dimensions, location of lights or other
equipment outside of Raymond West's scope of work.
https://raymondwest.com
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3 SCOPE FLOOR PLAN
Scale: 1/10" - 1'-0"
NORTH
SCOPE OF WORK: INSTALLATION OF VERTICAL LIFT MODULE
This report is the property of Raymond West and was prepared exclusively for
the use by BRASSTECH INC. for the BUILDING PERMIT of Vertical Lift
Module storage requirements as described in this report. The description of
the products to be stored and the storage heights are based on information
provided by BRASSTECH. Discrepancies between the information presented
herein and actual conditions presented on the plans are the sole responsibility
of BRASSTECH. Verification of compliance with the code requirements and
provisions addressed herein is outside the scope of this report. Copies of this
report retained by BRASSTECH, shall be utilized only by BRASSTECH.
Owner/tenant shall obtain a licensed contractor to perform such work. along
with the necessary permit for such work.
STRUCTURAL NOTES:
1.Scope of work is installation of (6) vertical lift modules storage units.
2.See sheet SS5 for anchoring details
3.See structural engineering sheet by Structural Engineering & Design for
racking elevations and engineering analysis
SCOPE PLAN
& EGRESS
JA
SS3
101231934
EGRESS NOTES:
1.Paths of Egress, as measured from the most remote point of proposed
scope of work to marked exits, shown here.
2.Exit signs shall be internally or externally illuminated per CBC 2022.
3.Emergency lighting illumination levels shall be arranged such that initial
illumination is not less than 1 footcandle and a minimum at any point of
0.1 footcandle along the path of egress
4.Emergency egress lighting power duration to be 90 minutes or greater
and in accordance with CBC 2022 1008.3.4.
5.Fire extinguishers to be provided such that they are accessible within 75'
travel distance of any point in proposed scope of work. Additional fire
extinguishers may be required.
DATE:
SCALE:
DRAWN BY:
PROJECT #:
SHEET NUMBER:REV:
20
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5/8/2026
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3 SCOPE KEY PLAN
Scale: 1/20" - 1'-0"
NORTH
2
CERTIFICATION PERTAINS SOLELY TO
ADEQUACY OF ANCHORAGE DESIGN FOR THE
VLM UNITS. ALL OTHER WORK IS OUTSIDE
THE SCOPE OF WORK CERTIFICATION.
05/12/26
SHEET NAME:
SCALE
STRUCTURAL STAMP
CU
S
T
O
M
E
R
:
REV.35
CYPRESS, CA
5560 KATELLA AVE,
CYPRESS, CALIFORNIA 90630
PHONE: 800.669.5438
This drawing is the property of Raymond West and is
only to be used only by the party described in the
"Customer" section and then only in connection with
its purchase or use of Raymond West products,
services or systems. Copying in part or as a whole is
prohibited. This is subject to a Confidentiality
Agreement between Raymond West and the party
described under "Customer".
All dimensions are to be field verified by the
customer. Raymond West assumes no responsibility for
incorrect dimensions, location of lights or other
equipment outside of Raymond West's scope of work.
https://raymondwest.com
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SPECIFICATIONS
& DETAILS
JA
SS4
101231934
DATE:
SCALE:
DRAWN BY:
PROJECT #:
SHEET NUMBER:REV:
20
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5/8/2026
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CERTIFICATION PERTAINS SOLELY TO
ADEQUACY OF ANCHORAGE DESIGN FOR THE
VLM UNITS. ALL OTHER WORK IS OUTSIDE
THE SCOPE OF WORK CERTIFICATION.
05/12/26
SIDE VIEW
285.43"
115.00"
ISOMETRIC
VIEW
FRONT VIEW
109.45"
115.00"
285.43"
109.45"
6-3/4" EXISTING
CONCRETE SLAB
WITH MINIMUM
4,848 PSI
10"
36"
10"
Ø5/8" ANCHORS
STANDARD BASE
4.5"
EMBEDMENT 6-3/4" EXISTING
CONCRETE SLAB
WITH MINIMUM
4,848 PSI
Ø5/8"x4.5" ANCHOR TYP.
W = 96" [2450mm]
x
D = 32" [813mm]
REV.0
W = 109" [2780mm]
D
=
1
1
7
"
[
2
9
6
2
m
m
]
SHEET NAME:
SCALE
STRUCTURAL STAMP
CU
S
T
O
M
E
R
:
REV.35
CYPRESS, CA
5560 KATELLA AVE,
CYPRESS, CALIFORNIA 90630
PHONE: 800.669.5438
This drawing is the property of Raymond West and is
only to be used only by the party described in the
"Customer" section and then only in connection with
its purchase or use of Raymond West products,
services or systems. Copying in part or as a whole is
prohibited. This is subject to a Confidentiality
Agreement between Raymond West and the party
described under "Customer".
All dimensions are to be field verified by the
customer. Raymond West assumes no responsibility for
incorrect dimensions, location of lights or other
equipment outside of Raymond West's scope of work.
https://raymondwest.com
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1 2 3 4 5 6 7 8 9 10
A
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D
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F
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ANCHORING DETAILS
& ELEVATIONS
JA
SS5
101231934
DATE:
SCALE:
DRAWN BY:
PROJECT #:
SHEET NUMBER:REV:
20
0
1
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5/8/2026
BR
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NOTES:
1.DESIGN PER SECTION REQUIREMENTS OF 2022 CBC &
ASCE 7-16.
2.SEISMIC CRITERIA Ss=1.27, S1=0.45, Fa=1.20, ap=1.00,
Rp=1.50, Ip=1.00, Sds=1.01.
3.STORAGE CAPACITY: SEE STRUCTURAL
CALCULATIONS.
4.ANCHORS: Ø5/8" x 4.5" EMBED. ANCHOR. SEE
STRUCTURAL CALCULATIONS.
5.PERIODIC SPECIAL INSPECTION IS REQUIRED DURING
ANCHOR INSTALLATION PER ICC # 4266.
6.EXISTING CONCRETE: 6-3/4" EXISTING CONCRETE SLAB
WITH MINIMUM 4,848 PSI.
7.SOIL BEARING CAPACITY 500 PSF.
8.THE OWNER SHALL MAINTAIN THE STRUCTURAL
INTEGRITY OF THE VERTICAL CAROUSEL STORAGE
UNIT BY ASSURING PROPER OPERATIONAL, HOUSE
KEEPING, AND MAINTENANCE PROCEDURES.
9.CONCRETE COMPRESSIVE STRENGTH TEST REPORT
AS WELL AS THE CONCRETE SLAB THICKNESS REPORT
WILL BE REQUIRED TO PRESENT TO THE BUILDING
INSPECTOR PRIOR TO FINAL INSPECTION.
A ANCHORAGE PLACEMENT - TOP VIEW B FOOT PLATE ASSEMBLY
C ANCHORAGE DETAIL - SIDE VIEW D VERTICAL LIFT MODULE UNIT - ELEVATIONS
B
C
1
3
4
0.00mm [0.00"]
60.01mm [2.36"]
2x
0
.
0
0
m
m
[
0
.
0
0
"
]
0.00mm [0.00"]
0.00mm [0.00"]
47.63mm [1.88"]
95.25mm [3.75"]
0.
0
0
m
m
[
0
.
0
0
"
]
96
.
8
5
m
m
[
3
.
8
1
"
]
19
3
.
7
0
m
m
[
7
.
6
3
"
]
9.525mm [0.375"]
4x D24mm [.93"]
THRU
Ø22.2mm [.88"]
THRU
38.10mm [1.50"]
ITEM 1 - FOOTPLATE
MATERIAL: 5/8" STEEL
ITEM 2 - ADAPTER PLATE W/O TABS
MATERIAL: 1.50" STEEL
1
2
5/16"
SHOWN IN
MACHINE
COLUMN
ASSEBMLY DRAWINGS
D45mm [1.75"]
THRU
FINISH: NONE
2x 31.75mm [1.25"]
2x 349.25mm [13.75"]
380.98mm [15.00"]
2x
3
1
.
7
5
m
m
[
1
.
2
5
"
]
21
5
.
7
3
m
m
[
8
.
4
9
"
]
2x
4
0
0
.
0
5
m
m
[
1
5
.
7
5
"
]
43
1
.
8
0
m
m
[
1
7
.
0
0
"
]
118.88mm
[4.68"]
119.22mm
[4.69"]
12
.
3
8
m
m
[
0
.
4
9
"
]
3/8"
CERTIFICATION PERTAINS SOLELY TO
ADEQUACY OF ANCHORAGE DESIGN FOR THE
VLM UNITS. ALL OTHER WORK IS OUTSIDE
THE SCOPE OF WORK CERTIFICATION.
05/12/26
CFBR Structural Group, LLC ● 1650 Meadow Wood, Reno, NV ● (775) 525-1113 ● www.cfbrgroup.com
STRUCTURAL CALCULATIONS
SEISMIC ANCHORAGE
VERTICAL LIFT MODULES
BRASSTECH
2001 E CARNEGIE AVE.
SANTA ANA, CA 92705
CFBR #26_042
05/12/26
ASCE Hazards Report
Address:
2001 Carnegie Ave
Santa Ana, California
92705
Standard:ASCE/SEI 7-16 Latitude:33.709704
Risk Category:II Longitude:-117.839859
Soil Class:D - Default (see
Section 11.4.3)
Elevation:56.59416459972712 ft
(NAVD 88)
Page 1 of 3https://ascehazardtool.org/Fri Mar 13 2026
SS : 1.266
S1 : 0.454
F a : 1.2
F v : N/A
SMS : 1.519
SM1 : N/A
SDS : 1.013
SD1 : N/A
T L : 8
PGA : 0.534
PGA M : 0.64
F PGA : 1.2
Ie : 1
C v : 1.353
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Fri Mar 13 2026
Page 2 of 3https://ascehazardtool.org/Fri Mar 13 2026
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
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professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
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provided by the ASCE Hazard Tool.
Page 3 of 3https://ascehazardtool.org/Fri Mar 13 2026
Brasstech, Inc
KARDEX SHUTTLE LAYOUT PLAN
MODEL 500- 2450 mm x 812.8 mm x 7250 mm (96.46 in. x 32 in. x
8.92' I
I
N I
N I
II I
upporting contact
Cface 8 x 14000 mmz
Ni \
6.85'
C'7
11
CV
M
u7
2.42'
I
N I
N I
Personal protec_II 3 light
curtain holder cQ? 3ble
duct for multiplN :cess
openings 0'
power supply
2400 mm (94.49 in.)
Type 1 Heavy-duty
anchor 0 15 mm
(0.59 in.)
CITY OF SANTA ANA
—Ptahntng and Building kgency
23 feet, 9.43 i
Approved
FOR PERMIT ISSUANCE
205 mm (8.07") taster D:
X=477.7mm
(18.81 in.)
Y = 1555.5 mm
(61.24 in.)
I
I
Personal protection
light curtain holder
I
205 mm (8.07")
En •�- E� 1
= (front)
104.7" = 8.73'
Unit Width: 2780 mm (109.45 in.)
This layout show only the basic access opening and does not account for extraction table dimensions if chosen on Kardex Shuttle POF.
The weight load is transferred to the supporting surfaces (unit stands) via the eight load -bearing
sections in the base frame. The supporting surfaces form the contact area for the entire unit.
(Total) Supporting Contact Surface: 173.6 in.Z (1120 cmZ)
X: Spacing of outer load profiles (load bearing surface)
Y: Spacing of inner load profiles (load bearing surface)
The evenness of the floor surface on which quality -assured equipment is set up — whether an unfinished
or finished floor— must be within the permissible tolerances: Up to 10 meter unit height, distance = 12mm (0.47 in.)
Unit must be anchored to the foundation
The front edge of the access table and the personal protection light curtain protrude the access opening by 40 mm (1.57")
Ln
ti
1-4
E
IV
rn
N
L
d
v
Y_
kardexremstar
for Kardex Shuttle SOO 245O mm x 812.8 mm x 7250 mm
(96.46 in. x 32 in. x 23 feet, 9
CITY OF SANTA ANA
planatng-and Building Agency
Quantity of Units
Overall Unit Height
The required room heig
Overall Unit Width
Overall Unit Depth
1st Front MASTER access - table height (THS)
2nd Front Access - table height (TH2)
Add Rear Access -table height (TH3)
Unit Weight without Trays
Dead Weight of configured Trays
Unit Weight with Configured Trays (empty)
Total unit weight (w/configured Trays loaded)
6
7250 mm 23 feet, 9.43 in.
7270 mm 23 feet, 10.2 in.
it+ 20mm /0.79") is the absolute minimum measure. Possible floor / ceiling unevenness and slope must be consider d :ne. e:n. Allnnr6ved
2mm 10. FOR PERMIT ISSUANCE
2921 921 corn 335 In. In.
Floor 9D 0 mm =table heiaht 833 mm Floor @ 0 in. =table height 32.8 In.
2938 kg. (6477lbs.) (Per unit)
1622 kg. (3554lbs.) (Per Unit)
4550 kg. (10031 lbs.) (Per Unit)
16153 kg. (35612 lbs.) (Maximum per Unit)
average Qty. Trays/Unit
Tray Type
Clear Width x Depth
41.66666667
Light
2450 mm x 812.8 mm
96,46 in. x
32 In.
4.333333333
Medium
2450 mm x 812.8 mm
96.46 In. x
32 In.
0
Strong
2450 mm x 812.8 mm
96.46 In. x
32 in.
0
66-1-Medium-100
2450 mm x 812.8 mm
96.46 In. x
32 in.
0
75-2-Medium-100
2450 mm x 812.8 mm
96.46 in. x
32 in.
0
75-3-Medium-100
2450 mm x 812.8 corn
96.46 in. x
32 in.
0
300-3-Medium-100
2450 mm x 812.8 mm
96.46 in. x
32 in.
0
100-3-Medium-110
2450 mm x 812.8 mm
96.46 in. x
32 in.
0
100-2-Medium-100
2450 min x 812.8 mm
96.46 in. x
32 in.
0
300-2-Medium-110
2450 mm x 812.8 mm
96.46 In. x
32 in.
0
100-2-Medium-130
2450 mm x 812.8 mm
96.46 In. x
32 In.
0
121-4-Medium-100
2410 mm x 812.8 mm
94.88 in. x
32 in.
0
121-4-Medium-110
2410 mm x 812.8 mm
94.88 in. x
32 in.
0
121-4-1,Aedium-120
2410 mm x 812.8 mm
94.88 In. x
32 In.
0
121-4-Medium-130
2410 mm x 812.8 mm
94.88 in. x
32 in.
54377 Ibs.l
Ma
TOTAL UNIT LOAD (Unit Capacity):
Unit Capacity minus Dead Weight of configured Treys:
S7p�ge0p�kl{
I V I 68388 kgl. 26016816s.)
Payload: Max. Tray Capacity x Qty. oftmys configured/unit:
Datep _
Gross Load ( Payload +dead weight of trays) /unit as configure
13216 kg. - -.)
Access Height/Lower Edge Retrieval position/upper edge of
Maximum Load/Tray Wpac'ny/Sq.Ft. of tray bottom tray bottom
kg. Its, lbs. TH3 mm+mm=(in.) THl mm+mm=(in.)
240 529 24.7 833+ 21(33.62 in.) 833+ 22.5 (33.68 in.)
370 816 38.1 833+ 21(33.62 in.) 833+ 23 (33.7 in.)
495 1091 50.9 833+ 21(33.62 in.) 833+ 23.5 (33.72 In.)
510 1124 52.4 833+ 21(33.62 in.) 833+ 23 (33.7 in.)
- - - 833+ 21(33.62 in.) 833+ 23 (33.7 in.)
- - - 833+ 21 (33.62 In.) 833+ 23 (33.7 In.)
- - - 833+ 21 (33.62 in.) 833+ 23 (33.7 In.)
- - - 833+ 21(33.62 in.) 833+ 23 (33.7 in.)
- - - 833+ 21 (33.62 in.) 833+ 23 (33.7 in.)
- - - 833+ 21 (33.62 in.) 833+ 23 (33.7 In.)
- - - 833+ 21(33.62 In.) 833+ 23 (33.7 in.)
- - - 833+ 66 (35.39 in.) 833+ 68 (35.471n.)
- - - 833+ 66 (35.39 in.) 833+ 68 (35.47 in.)
- - - 833+ 66 (35.39 In.) 833+ 68 (35.47 In.)
- - - 833+ 66 (35.39 in.) 833+ 68 (35.47 in.)
Minimum Tray Spacing
75 mm / 2.95 in.
on 25 mm /0.98 in. increments
Depends on unit drive and Tray Type selection
Maximum Product Height
727 mm / 28.62 in.
Depends on
Tray Type selection
Clearance Required Above Product
20 mm / 0.78 in.
Storage Surface Area Net Offered/Unit
91.63
Avg. Sq. Meters of Surface Area
986
Avg. Sq. Ft. of Surface Area
Max. Useable Cube w/Trays installed Net / Unit
20.83
Approx. Cubic Meter
735
Approx. Cubic Feet
Useable Cube @ 80%Tray Utilization /Unit
16.66
Approx. Cubic Meter
588
Approx. Cubic Feet
Vertical Lifting Speed (@ 100% load)
48.01
meters/min.
157.50
ft./min.
Vertical Lifting Speed if Extractor Is w/o a Tray
75.00
meters/min.
246.05
ft./min.
Horizontal Extractor (Storage/Removal)Speed
0.60
meters/sec.
23.62
in./sec.
Plat Performance (Average Qty.
92
Trays/hour (does not consider operator picking time)
Complete Cycle (Storage +Retrieval) Single Cycle (Tray Retrieval only)
Average Access Time 39 Seconds 21 Seconds
Maximum Access Time 48 Seconds 25 Seconds
4) If "Speed and Control" Functions, inc uding weight
Calculation of access times is based on: 1) Speed adjustment lift (vertical) at 100%; extractor (horizontal) at 100%. Note: 100% extractor speed is not recommended for anagement, will not be used the'Complete Cycle'times
some storage goods. All delivered units have apre-defined setting of 70%. 2) Shutter door is set to "only closed during lift tmwl," i.e. tray positioned in access opening is in outlined can be reduced by 5 seconds
'fingerhold.' Note: This setting is only possible with units equipped with 1 access opening. With the setting "always closed,"the acres times will increase by `6 seconds. 3)
Options chosen on POF: automatic extraction or pneumatic tray locking will affect times outlined above. 0 DEACITVATE (Deducts 5 seoxxis from access time)
For very tall units which contain a large number of trays, the average and maximum access times can Increase as a result of the required Internal computing time ofthe controller during the return of stock. With time -critical
units (e.g. high performance order picking units or robot handling with cycle times) a prior consultation with the factory is recommended.
Power
480/3/60 (Volts/Phase/Hz)
Maximum Power Consumption
8.6 kVA
Connection Voltage - Recommended mains fuse
15 Amp Per Machine
Connection Voltage- Mains current (FLA)
14.2 Amp Per Machine
Included with this configured Shuttle
Color Panels and Load Profiles
RAL 7035 Light Grey
Color Shutter Door, Cover Under Access Opening
RAL 230/60/25 Silver Fr Blue
Color Access Opening Inside: cover and floor
RAL 7035 Light Grey
Color Shelf Rail Panels
RAL 7035 Light Grey
Side Service Panels
6 of 6 units Include: One side Swing / one side Fixed (Standard Maintenance and Side Panels)
Confirmed : Customer has no lateral access to the unit
External Unit Support
Self -supported
External supports am Only for stand-alone units (not
for units positioned side by Well
Tooth Belt Drive
Yes
Safety Shutter Door System
Yes, required
Overhead Ughting In Access
LED Lighting 60 Hz
Control Type
Unit Controls C3000
Storage Management System Logicontrol 100
Operator Panel / Mounting Location
OP Loglcontrol /
Inside Overhead Center/access
Data interfaces, ext. ethemetext PS2
No
Universal 15 A UL power socket(NEMA 5/15 socket)
No
Remote Box (Secure Site Control)
No
Hardware Handshake:
No
Access Ready Lights
No.
Confirmation Bar
Yes
Display LED Navigator
Yes (without Legacy Interface)
1st Front Access Opening
Light Pointer
Yes LED SPOT, 40 mm dia.
1st Front Access Opening
Position Indicator Light Bar
No
Crane and Support Frame
No.
Extraction Table
No
Vertical Photocells to Monitor Extractor Column
Yes
ESD Equipped Trays
No
Height Measurement for Dual/MUltl Tray Delivery for
new generation trays:
- No
Not required with Light, Medium and Stong Trays, Existing standard height measurement system Is
sufficient
Not included:
Communication Cable- CatS or Cat6 cable
Printed: 9/17/2025 xardex Shuttle POFVersian 16
Loading Calculations
Code
2025 California Building Code / ASCE 7-22
Slab Criteria
t slab =6.75 in - slab thickness Per core testing (see supporting documentation)
f'c =4848 psi Per core testing (see supporting documentation)
Allow. Soil Bearing =500 psf - static Per plan reviewer requirement
Allow. Soil Bearing =500 psf - seismic Per plan reviewer requirement
VLM Criteria
H =23.83 ft - height
Equipment =10031 lbs
Contents =25581 lbs
Total =35612 lbs (maximum weight)
Wp =27170 lbs (operating weight @ 67% contents using ASCE 7 section 15.5.3.3.2 rationale)
Seismic Criteria
Sds =1.01
Car =1 storage cabinets or other mechanical components
Rpo =1.5 storage cabinets or other mechanical components
Ip =1
z =0 ft; point of attachment height
h =24.33 ft; roof height min.
W =2 storage cabinets or other mechanical components
Fp =7318 lb; 0.4 Sds Ip W (Car / Rpo) (1 + 2z/h)
Fp max =43907 lb; 1.6 Sds Ip Wp
Fp min =8233 lb; 0.3 Sds Ip Wp
Fp used = Eh =8233 lb Emh =16465 lb
Ev =2026 lb; 0.2 Sds D
OTM Eh =98091 ft-lb
Lateral Load Cases Static Load Cases
Loading in short direction LRFD Anchor LRFD LRFD ASD ASD LRFD ASD
Eh Emh Uplift Case Uplift Case Bearing Case Uplift Case Bearing Case Bearing Case Bearing Case
Vertical leg forces based on distance from tipping axis:overturning overturning 0.9D-Ev+Emh 0.9D-Ev+Eh 1.2D+Ev+Eh 0.6D-0.7Ev+0.7Eh 1.0D+0.7Ev+0.7Eh 1.4D D
Distance to legs at D =8.92 ft, # legs =2 A d^2 =159 F leg =3306 lb 6611 lb -3808 lb -502 lb 7634 lb -453 lb 5888 lb 6232 lb 4452 lb
Distance to legs at C =6.85 ft, # legs =2 A d^2 =94 F leg =2539 lb 5077 lb -2274 lb 265 lb 6867 lb 83 lb 5351 lb 6232 lb 4452 lb
Distance to legs at B =2.42 ft, # legs =2 A d^2 =12 F leg =897 lb 1794 lb 1010 lb 1907 lb 5226 lb 1233 lb 4201 lb 6232 lb 4452 lb
Distance to legs at A =0 ft, # legs =2 A d^2 =0 F leg =0 lb 0 lb 2803 lb 2803 lb 4329 lb 1860 lb 3574 lb 6232 lb 4452 lb
8 265
Ev =253 lb ea leg
Emh =2058 lb ea leg
D lateral =3396 lb ea leg
D static =4452 lb ea leg
Lateral Load Cases Static Load Cases
Loading in long direction Leg Anchor LRFD LRFD ASD ASD LRFD ASD
Eh Emh Uplift Case Uplift Case Bearing Case Uplift Case Bearing Case Bearing Case Bearing Case
Vertical leg forces based on distance from tipping axis:overturning overturning 0.9D-Ev+Emh 0.9D-Ev+Eh 1.2D+Ev+Eh 0.6D-0.7Ev+0.7Eh 1.0D+0.7Ev+0.7Eh 1.4D D
Distance to legs at B =8.73 ft, # legs =4 A d^2 =305 F leg =2809 lb 5618 lb -2815 lb -6 7138 -106 5540 lb 6232 lb 4452 lb
Distance to legs at A =0 ft, # legs =4 A d^2 =0 F leg =0 lb 0 lb 2803 lb 2803 4329 1860 3574 lb 6232 lb 4452 lb
8 305
Ev =253 lb ea leg
Emh =2058 lb ea leg
D lateral =3396 lb ea leg
D static =4452 lb ea leg
CITY OF SANTA ANA
Planning and Building Agency
J-Q
06-7
Approved.
�TARERMITIS$UANCE
aster
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CITY OF SANTA ANA
Planning and Building Agency
1--------A-p-proved
FOR PERM1T-tSSUANCE
vlaster ID! i
C,FBR Structural Group, LLC 1650 Meadow k/Vood, Reno, NV o (775) 525-1113 www.cfbrgroup.coni
CITY OF SANTA ANA
Planning and Building Agency;;
NCE
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CFBR Structural Group, LLC 1650 Meadow Wood, Reno, NV (775)525-11'13 www.cfbi-grOLIP.COM
CFBRStructural Group, LLC c, 1GSUMeadow Wood, Reno, NV m (775)525'1113 c wvmm.cObrg[oup.uom
CITY OF SANTA ANA
Planning g . and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
96"Fiffa
111im I C; aaur Luca
TYPE OF TEST:
Ro Caring
J 00 ADDRE88: 2MI East Caroa,910 AVO., SM0 na'CA
Wulpamf
ma—CUAWY1
FiAlw M-1u0pachamoter
ffrasstoch
PCHNICIAN
NAME'
MOM AWIH
&
_ddifff-U.-
AREA('SI
MR
Specialized Testing driaW, three p) cot#$ from a concrete slab to measure slab thickness and
obtain compression sample. The
COred, sampled VVIII be tested for Compressive Strength. The slab Was 11011alr6d. Attachment I presents project Photos. Aftexhirfie"t 2
presents a drakWIno of the coring locations. Attachment a presents the compre-sislon report,
NOMMAL
cow CORE SLABAHICKIN11iss
No. LOCATION OIAMM?EA CONOrrioNING
COMMENTS
HISTORY
Location #1
8.0
0161
Placed In Sealed Bag After
40 rI"0JrlaW0 In Sealed Sao
CompNissIve Strength Data TO Be,
Pitparatlon
SUbifnifted In A Separate Report
2
Locatiort 09
10
0.7$
Placed In Sealed Bag After
Coring / Placid' In Sealed Bag
Compressive Strength Data I To Be
AttprEfld Preparation
SubMIlted in A $01*rate Report
3
Location #3
310
6,76
Placed In Sealo Bag After
I Placed I
Cot Inq I n Sealed 809
I
comprosellive Strength Data To 80
After End Preparation
Submitted In ASaparatoReporil
TECHNICIAN StONATURE- I&VO W"&
AP114111MO SY, Vince, Rentlez
SIGNED FOR THE COMPA14r—
Labonifory tost roul(K repulliad here!" ware Ilaftmedfor sifucrufal rtowrfa & D0810k I" gy Spew . Armvid Toaft hm, Spfw'jalizad feeling, Inc. authnmd Olin roport uning
109116 fnfamlaflan' $oadolbvil Tafifllv. Inc. aellplays file hold forbilic4irl and 611411 notbo reproducW,mccefifln roll, w*nUJwrJ(qn
pormi"W" ftm $PeclaWlad Teaffirlo, Inc.
spaciouzoo TL"tting, iqa_ 10600 plonoor 001,0vard, Suite, 6., Santa: k'spontia, CA 90670
CITY OF SANTA ANA
Planning and Building Age-6cy
, 04061,11014
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Hilti PROFIS Engineering 3.1.29
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
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Concrete - Mar 16, 2026 (1)
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Date:
1
4/9/2026
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (4) hnom3
Item number: 2210272 KB-TZ2 5/8x5 1/2
Specification text: HILTI Æ 5/8 IN KWIK BOLT TZ2 - CS WITH
4.5 IN NOMINAL EMBEDMENT DEPTH PER
ICC-ES ESR-4266 , HAMMER DRILL BIT
INSTALLATION PER MPII
Effective embedment depth: hef,act = 4.000 in., hnom = 4.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 12/1/2025 | 12/1/2027
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in.
Anchor plateR : lx x ly x t = 17.000 in. x 15.000 in. x 0.375 in.; (Recommended plate thickness: not calculated)
Profile: Rectangular HSS (AISC), HSS8X4X.125; (L x W x T) = 8.000 in. x 4.000 in. x 0.125 in.
Base material: cracked concrete, Custom, fc' = 4,848 psi; h = 6.750 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
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2
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1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 3,808; Vx = 2,058; Vy = 0;
Mx = 0; My = 0; Mz = 0;
yes 39
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 169 394 334 209
2 169 394 334 -209
3 1,735 726 695 209
4 1,735 726 695 -209
Max. concrete compressive strain: - [‰]
Max. concrete compressive stress: - [psi]
Resulting tension force in (x/y)=(-0.000/5.140): 3,808 [lb]
Resulting compression force in (x/y)=(-/-): 0 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*1,735 13,157 14 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**3,808 9,945 39 OK
* highest loaded anchor **anchor group (anchors in tension)
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3
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3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.16 106,704
Calculations
Nsa [lb]
17,542
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
17,542 0.750 13,157 1,735
3.2 Concrete Breakout Failure
Ncbg = (ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b)
f Ncbg ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac
)£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
4.000 0.000 5.140 ∞1.000
cac [in.]kc l a f'
c [psi]
8.750 17 1.000 4,848
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
576.00 144.00 1.000 0.539 1.000 1.000 9,469
Results
Ncbg [lb]f concrete f seismic f nonductile f Ncbg [lb]Nua [lb]
20,401 0.650 0.750 1.000 9,945 3,808
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*726 6,668 11 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**2,058 28,561 8 OK
Concrete edge failure in direction **N/A N/A N/A N/A
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]aV,seis
0.16 106,704 1.000
Calculations
Vsa,eq [lb]
10,259
Results
Vsa,eq [lb]f steel f Vsa,eq [lb]Vua [lb]
10,259 0.650 6,668 726
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4.2 Pryout Strength
Vcpg = kcp [(ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b)
f Vcpg ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]
2 4.000 0.000 5.140 ∞
y c,N cac [in.]kc l a f'
c [psi]
1.000 8.750 17 1.000 4,848
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
576.00 144.00 1.000 0.539 1.000 1.000 9,469
Results
Vcpg [lb]f concrete f seismic f nonductile f Vcpg [lb]Vua [lb]
40,802 0.700 1.000 1.000 28,561 2,058
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.383 0.109 5/3 23 OK
bNV = bz
N + bz
V <= 1
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6
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6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, etc.). This means
load re-distribution 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 design loading. PROFIS Engineering calculates the minimum required anchor
plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate
assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions
and for plausibility!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to
https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section
17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the
case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The
connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)."
• Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3
(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the
anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design
strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased
by w0.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
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7
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7 Installation data
Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (4)
hnom3
Profile: Rectangular HSS (AISC), HSS8X4X.125; (L x W x T) = 8.000 in. x
4.000 in. x 0.125 in.
Item number: 2210272 KB-TZ2 5/8x5 1/2
Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: 481 in.lb
Plate thickness (input): 0.375 in. Hole diameter in the base material: 0.625 in.
Recommended plate thickness: not calculated Hole depth in the base material: 4.750 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 6.000 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti Æ 5/8 in Kwik Bolt TZ2 - CS with 4.5 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench
• Hammer
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -7.250 -6.250 ----
2 7.250 -6.250 ----
3 -7.250 6.250 ----
4 7.250 6.250 ----
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8
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8 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 Hilti's 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 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. 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.
ICC
EVALUATION
SERVICE'S
ICC-ES Evaluation Report
ESR-4266
Reissued December 2023 This report also contains:
Revised October 2024 -City of LA Supplement
Subject to renewal Decernbet 2025 - FL Supplement w/HVHZ
See ELC-4266 for
Canada' (NBCC)
CITY OF SANTA ANA
Planning and Building Agency
N
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
ar reLXu:;.
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 any finding or
other matter in this report, or as to any product covered by the report.
Copvriaht ® 2024 ICC Evaluation Service. LLC. All riahis reserved
DIVISION: 03 00 00—
REPORT HOLDER:
EVALUATION SUBJECT:
CONCRETE
HILTI, INC.
HILTI KWIK BOLT TZ2
Section: 03 16 00—
CARBON AND
CAL.:.
Concrete Anchors
STAINLESS STEEL
DIVISION: 05 00 00—
ANCHORS IN CRACKEDzMETALS
AND UNCRACKEDCONCRETE
Section: 05 05 19—Post-
Installed Concrete
Anchors
1.0 EVALUATION SCOPE
Compliance with the following codes:
0 2024, 2021, 2018 and 2015 International Building Code® (IBC)
■ 2024, 2021, 2018 and 2015 International Residential Code® (IRC)
Main references of this report are for the 2024 IBC and IRC. See Table 10 and Table 11 for applicable sections of the code for previous IBC and IRC
editions.
Property evaluated:
Structural
2.0 USES
The Hilti Kwik Bolt TZ2 anchor (KB-TZ2) is used as anchorage to resist static, wind, and seismic (Seismic
Design Categories A through F) tension and shear loads in cracked and uncracked normal -weight concrete
and lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to
58.6 MPa).
The 1/4-inch-, 3/8-inch- and 1/2-inch diameter (6.4 mm, 9.5 mm and 12.7 mm) carbon steel KB-TZ2 anchors
may be installed in the topside of cracked and uncracked normal -weight or sand -lightweight concrete over
metal deck having a minimum member thickness, hn,in,deck, as noted in Table 9 of this evaluation report and a
specified compressive strength, I'c, or 3,000 psi to 8,50U psi (20.-/ Wa to L)8.6 MPa)
The 1/4-inch-, 3/8-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch diameter- (6.4 mm, 9.'-) inn I, 12.7 mm, '15.9 mm and
19.1 mm) carbon steel KB-TZ2 anchors may be installed in the soffit of cracked and uncracked nornial-weigh;
or sand -lightweight crn c.iole ovc:r metal deck having a minimum Specified compressive f'„
3,000 psi (201 MPa).
The anchoring system complies with anchors as described in Section 1901.3 of the 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-TZ2:
KB-TZ2 anchors are torque -controlled, mechanical expansion anchors. KB-TZ2 anchors consist of a stud
(anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated
Page 1 of 18
ESR-4266
in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stair I I
Carbon steel KB-TZ2 anchors have a minimum 5 pm (0.0002 inch) zinc -nickel plating. The c
for the carbon steel KB-TZ2 anchors are fabricated from carbon steel or stainless s c
elements for the stainless steel KB-TZ2 anchors are fabricated frorn stainless steel. The
steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms i c
CITY OF SANTA ANA
Planning and Building Agency
Approved
'FOR PERMIT ISSUANCE
Klan , ,,,.I ,1, 11;
1I,,: expaLls��, tr
lak nutt6rVAr6on
Itsi` Itp'�:
The anchor body is comprised of a high -strength rod threaded at one end and a tapered r>' MM�l �,t ihGe otlu:r
end. The tapered mandrel is enclosed by a three -section expansion element. The ex oansion etemen
movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilted 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 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 Figure 5A, Figure 5B, Figure 5C and
Figure 5D and have a minimum base steel thickness of 0.035 inch (0.899 mm, 20 gauge). Steel must comply
with ASTM A653/A653M SS Grade 33 and have a rninimum 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 2024 IBC, as well as Section R301.1.3 of the
2024 IRC must be determined in accordance with ACI 318-19 Chapter 17 and this report.
Design parameters provided in Table 4, Table 5, Table 6 and Table 7 of this report are based on the 2024
IBC (ACI 318-19) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors
must comply with ACI 318-19 17.5.1.2, except as required in ACI 318-19 17.10.
Strength reduction factors, 0, as given in ACI 318-19 17.5.3 and noted in Table 4, Table 5, Table 6 and Table
7 of this report, must be used for load combinations calculated in accordance with Section 1605.1 of the 2024
IBC and Section 5.3 of ACI 318-19. The value of f; used in the calculations must be limited to a maximum of
8,000 psi (55.2 MPa), in accordance with ACI 318-19 17.3.1.
4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single
anchor in tension must be calculated in accordance with ACI 318-19 17.6.1.2. The resulting Me values are
provided in Table 4 and Table 5 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, NO or Ncbg, respectively, must be calculated in
accordance with ACI 318-1917.6.2 with modifications as described in this section. The basic concrete breakout
strength in tension, Nb, must be calculated in accordance with ACI 318-19 17.6.2.2 using the values of her and
kcr as given in Table 4 and Table 5. The nominal concrete breakout strength in tension in regions where
analysis indicates no cracking in accordance with ACI 318-19 17.6.2.5.1 must be calculated with k,,,,cr as given
in Table 4 and Table 5 and with q)c.N = 1.0.
For carbon steel KB-TZ2 anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel
deck floor and roof assemblies, as shown in Figure 5A, Figure 5B and Figure 5C, calculation of the concrete
breakout strength is not required.
4.1.4 Requirements for St.ilic flullout Streirytli in Tension: The nominal pullout strength of a sin tlr'
anchor it: ;i; ic:ncra with ACi .:I:. 1!) '17.tt ('.3.; 1 i;: I.c :! and uncr.ic.kc,:r concrete, /V;,. ,; od
tip,, N,,,,,r,,., a:rri n,,.,,r, respectively, are givci, �r- Table 4 and Table 5. f or all design cases tP'-y = 1.0. hr
accawdar:c:e with ACI 318 19 '17.6.3 the norniiral julllout sirer:gth i:r cracked concrete may be a.1lculaled in
accordance with the following equation:
c,
Np.tc' = Ny,c,.
soo (lb,psi) (Eq 1)
z,
f` Cl*(N, MPa)
Nv.f� — Nr,,c,. iz.z)
In regions where analysis indicates no cracking in accordance with ACI 318-19 17.6.3.3 the nominal pullout
strength in tension may be calculated in accordance with the following equation:
CSR-42&6
M.VWidely Aceepledwdt.ted —
N — N ((f` ll(lb, psi) E 2
p.f� p,unc' \z,sool ( , P ) ( q- )
(N, MPa)
NN.f� — Npatn�' 17.2
Where values for Np.cr or Np,uncr are not provided in Table 4 or Table 5, the pullout sir
not be evaluated.
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
ail i,_I tc!�Isiu„
The nominal pullout strength in cracked concrete of the carbon steel KB-TZ2 installed in tne so r o
sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figure 5A,
Figure 5B and Figure 5C, is given in Table 8. In accordance with ACI 318-19 17.6.3.2.1 the nominal pullout
strength in cracked concrete must be calculated in accordance with Eq-1, whereby the value of Np,dock.cr must
be substituted for Np,aand 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-
19 17.6.3.3 the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the
value of Np,dock.,,nc, must be substituted for Np,uw,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. The use of stainless steel KB-TZ2 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, Vsa, of a single
anchor in accordance with ACI 318-19 17.7.1.2 is given in Table 6 and Table 7 of this report and must be used
in lieu of the values derived by calculation from ACI 318-19 Eq. 17.7.1.2b. The shear- strength Vsa,deck of the
carbon -steel K13-TZ2 as governed by steel failure of the KB-TZ2 installed in the soffit of sand -lightweight or
normal -weight concrete on steel deck floor and roof assemblies, as shown in Figure 5A, Figure 5B and Figure
5C, is given in Table 8.
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, Vcb or Vcbg, respectively, must be calculated in
accordance with ACI 318-1917.7.2 with modifications as described in this section. The basic concrete breakout
strength, Vb, must be calculated in accordance with ACI 318-19 17.7.2.2.1 based on the values provided in
Table 6 and Table 7. The value of to used in ACI 318-19 Eq. 17.7.2.2.1 a must be taken as no greater than the
lesser of hei or 8da. Anchors installed in light -weight concrete must use the reduction factors provided in ACI
318-19 17.2.4.
For carbon steel KB-TZ2 anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel
deck floor and roof assemblies, as shown in Figure 5A, Figure 5B and Figure 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, Vcp or Vcpg, respectively, must be calculated in accordance with ACI
318-19 17.7.3 modified by using the value of kcp provided in Table 6 and Table 7 of this report and the value
of Ncb or Ncbg as calculated in Section 4.1.3 of this report.
For carbon steel KB-TZ2 anchors installed in the soffit of sand -lightweight or normal -weight concrete over
profile steel deck floor and roof assemblies, as shown in Figure 5A, Figure 5B and Figure 5C, calculation of
the concrete pry -out strength in accordance with ACI 318-19 17.7.3 is not required.
4.1.8 Requirements for Seismic Design:
4.1.8.-1 General: For lurid uombirlations including seismic, the dtsigrr roust he perforrired in accordance will
ACI 318 -19 17.10. Modifications to ACI 318-19 17.10 shall he applied under Section 1905.7 of the 2024 IRC.
The -anchors comply with-At✓1 steEt-ptemeniz;--ind-nTu5t-he-designed in acuordanc;.
witfr ACI 318-19 17.10.5, 17.10.6, '17.10.7 or i'/.1(}.,i "41-i:1nth rcaduct 011 factors, Q,, are given in Table 4, Table
5, Table 6 and Table 7 of this report. Tho anchors may be installed in structures astiigned to Seisr-nic Design
C:ilr ctrnics A through F of the 113i:.
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 318-19 17.6.1 and 17.6.2 as described in Sections 4.1.2
and 4.1.3 of this report. In accordance with ACI 318-19 17.6.3.2.1 the appropriate pullout strength in tension
for seismic loads, Np,eq, described in Table 4 and Table 5 or Np,deck,cr described in Table 8 must be used in lieu
of Np, as applicable. The value of Np,oq or Np,deck,a may be adjusted by calculation for concrete strength in
accordance with Eq-1 and Section 4.1.4 whereby the value of Np,deck.cr must be substituted for Np,ci 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 Np,eq or Np,deck,eq are given in Table 4, Table 5, or Table 8, the static design strength values govern.
CITY OF SANTA ANA
Planning and Building Agency
ESR-4266 If I.;
MosIWidely AccepledandTrusled
4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strencl Approved
�q� App�hprrI ISSUANCE
calculated in accordance with ACI 318-19 17.7.2 and 17.7.3 as described in Sections 4.
report. In accordance with ACI 318-19 17.7.1.2, the appropriate value for nominal steel s I f %i
loads, Vsa,egdescribed in Table 6 and Table 7 or Vsa,deck,eq described in Table 8 must be use cII
applicable. M
4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or gr uqAtsf
are subject to the effects of combined tension and shear forces, the design must be perfc rmed in acco
with ACI 318-19 17.8.
4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge
Distance: In lieu of ACI 318-19 17.9.2 values of smi» and c,,,;,, as given in Table 3 of this report must be used.
In lieu of ACI 318-19 17.9.4, rninirnum member thicknesses hml„ as given in Tables 3 and 4 of this report must
be used. Additional combinations for minimum edge distance, c„i., and spacing, s»,;,,, may be derived by linear
interpolation between the given boundary values as described in Figure 4.
For carbon steel KB= fZ2 anchors installed in the topside of sand -lightweight or normal -weight concrete over
profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Table 9 and
Figure 5D.
For carbon steel KB-TZ2 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,
Figure 513 and Figure_ 5C and shall have an axial spacing along the flute equal to the greater of 3her or
1.5 times the flute width.
4.1.11 Requirements for Critical Edge Distance: In applications where c < cagy 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 318-19 17.6.2 must be further multiplied by the factor
q-'cp,N as given by Eq-3:
Wcp,N = Ca(Eq-3)
�
whereby the factor 4Vcp,N need not be taken as less than !AN . For all other cases, (ep,N = 1.0. In lieu of
C.0
using ACI 318-19 17.9.5 values of cac must comply with Table 4 or Table 5.
4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor Aa equal
to 0.8A is applied to all values of f' affecting N„ and V».
For ACI 318-19 (2024 IBC),,\ shall be determined in accordance with ACI 318-19.
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 (working stress design) load combinations
calculated in accordance with Section 1605.1 of the 2024 IBC must be established as follows:
1 n11o,,.ab1o,ASf) _ �N,�
a
where:
7,,n•: ;:,-.,,A�u = /' ll 1':�: blc tension load (Ibf or kN).
Vallawable,ASU — Allowable shear load (Ibf or kN).
ON„ = Lowest design strength of an anchor or anchor group in tension as determined in
accordance with ACI 318-19 Chapter 17 and 2024 IBC Section 1905.7, and Section 4.1
of this report, as applicable (Ibf or N).
¢V„ = Lowest design strength of an anchor or anchor group in shear as determined in
accordance with ACI 318-19 Chapter 17 and 2024 IBC Section 1905.7, and Section 4.1
of this report, as applicable (Ibf or N).
ESR-4266
FrCiM M.., MdclyAccepledand husled
CITY OF SANTA ANA
Planning and Building Agency
a — Conversion factor calculated as a weighted average of the load I
load combination. In addition, a must include all applicable
nonductile failure modes and required over -strength.
The requirements for member thickness, edge distance and spacing, described in this
Approved
+_)I.(bR PERMIT, ISSUANCE
6terID:
4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated all late
318-19 17.8 as follows:
For shear loads Vapplled < 0.2Vallowable.AW, the full allowable load in tension is permitted.
For tension loads Tappled <— 0.2Tallowable,ASD, the full allowable load in shear is permitted.
For all other cases:
Tapplied + 11applied
Tallo,vable.ASD valla,vable,ASD C 1.2 (Eq-4)
4.2.3 Installation:
Installation parameters are provided in Table 1 and Figure 2, Figure 5A, Figure 5B, Figure 5C and Figure 5D.
Anchor locations must comply with this report and plans and specifications approved by the code official. The
Hilti KB-TZ2 must be installed in accordance with manufacturer's published instructions and this report. In case
of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide -tipped
masonry drill bits complying with ANSI B212.15-1994, using the Hilti SafeSet System" with Hilti TE-YD or
TE-CD Hollow Drill Bits complying with ANSI B212.15-1994 with a Hilti vacuum in accordance with Figure 6
and Figure 7, or using Hilti SPX-T core bits in accordance with Figure 7. The Hollow Drill Bits are not permitted
for use with the'/4-inch and 3/8-inch diameter KB-TZ2 anchors. The Hilti SPX-T core bits are not permitted for
use with the 1/4-inch and 1-inch diameter KB-TZ2 anchors. The minimum drilled hole depth, ho, is given in
Table 1. If dust and debris is removed from the drilled hole with the Hilti TE-YD or TE-CD Hollow Drill Bits, the
DRS attachment system, or compressed air or a manual pump, hnan, is achieved at the specified value of
ho noted in Table 1. The anchor must be hammered into the predrilled hole until tenon, is achieved. The nut must
be tightened against the washer until the torque values specified in Table 1 are achieved, or the anchors may
be installed using the appropriate Hilti Impact Wrench and corresponding Hilti AT Module in accordance with
Figure 7. The Hilti AT Tool system is not permitted for use with the 1/4-inch and 1-inch diameter KB-TZ2
anchors. 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 than inch (3.2 mm). For member thickness
and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, Figure 5A,
Figure 5B and Figure 5C.
4.3 Special Inspection:
Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2024 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-TZ2 anchors described in this report comply with the codes listed in Section 1.0 of this repot I, subject
to the folinwing conditions:
5.1 Ancho; sizes, di+iuonsion:-., i-.601nlUn+ cic�plhs t:md other installation paromelem as sal forth in
this report.
2 The: l,cs installed it+;:,:.:- r :u c: v,iih I!u: manufacturer's pulAshc:d it7struc6011s anit this rcpori.
In case of conflict, this report governs.
5.3 Anchors must be limited to use in cracked and uncracked normal -weight concrete and lightweight concrete
having a specified compressive strength, fc, 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 metal deck having a specified compressive
strength, Pc, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa).
5.4 The values of fc used for calculation purposes must not exceed 8,000 psi (55.1 MPa).
5.5 The concrete shall have attained its minimum design strength prior to installation of the anchors.
5.6 Strength design values must be established in accordance with Section 4.1 of this report.
ESR-4266
Mosl Widely Accepted and lrusled
5.7 Allowable design values are established in accordance with Section 4.2.
5.8 Anchor spacing and edge distance as well as minimurn member thickness must
and 9, and Figure 5A, Figure 5B, Figure 5C and Figure 5D.
5.9 Prior to installation, calculations and details demonstrating compliance with this repo
il
anchors under such
5.11 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.
5.12 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as
Seismic Design Categories A through F of the IBC, subject to the conditions of this report.
5.13 Where not otherwise prohibited in the code, KB-TZ2 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.
5.14 Use of zinc -coated carbon steel anchors is limited to dry, interior locations.
5.15 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and
damp environments.
5.16 Use of anchors made of stainless steel as specified in this report are permitted for contact with preservative -
treated and fire -retardant -treated wood.
5.17 Anchors are manufactured by Hilti AG under an approved quality -control program with inspections by
ICC-ES.
5.18 Special inspection must be provided in accordance with Section 4.4.
6.0 EVIDENCE SUBMITTED
6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements
(AC193), dated October 2017, (editorially revised April 2024), which incorporates requirements in
ACI 355.2-19 and ACI 355.2-07 for use in cracked and uncracked concrete.
6.2 Quality -control documentation.
7.0IDENTIFICATION
7.1 The ICC-ES mark of conformity, electronic labeling, or the evaluation report number (ICC-ES ESR-4266)
alolicl with the name, registered trademark, or registered lingo of the report holder must be included in the
prucluc,t labei.
7.i In addition, the anchors are identified by packaging labeled with the nianrrfactmer's name (Hilti, Inc.) and
c.ra11I a informalion, anclu,r rlame, anchor :irc , and evakmtion rnpoit number (E,`2-4?66). The �Inchois have
[kc IJ! TZ? e;nhrn1-.ed on the aw"hor :,illd and a rlo�teh of w4c.lips owhossed iilrci the aischor head.
.Ili. lMir,i:; and nok:he:- iue vi.:ible atik's for verirication :,:; de:pid(A in Figure 3 of this report.
The numhor of notch(.!, indicale material type. The letter system IlldiGFlling Icalgth cmlrn ,,::,od on the head of
the anchor is described in Table 2.
7.3 The report holder's contact information is the following:
HILTI, INC.
7250 DALLAS PARKWAY, SUITE 1000
PLANO, TEXAS 75024
(918) 872-8000
www.hilti.com
ES R- 4266
Mosr lwd*A.c p1Ma.d fmred
TART F 4—CFTTIMr- 1K1P 1RMATV)G1
CITY OF SANTA ANA
Planning and Building Agency
Approved
R PERMIT ISS ANCE
Nominal anchor diameter (in.)
T
Setting
Unit
1/q
3fg
`/2
sh
information
Syl"'
s
/4
Nominal bit
d,
In.
1/4
3/8
112
5l8
f
diameter
M99ter ID.
Effective min.
In.
1-1/2
1-1/2
2
2-1/2
1-1/2'
2
2-1/2
3-1/4
2-3/4
3-1/4
4
3-1/
�r:
E4
embedment
her
(Inm)
(38)
(38)
51)
(64)
(38)
(51
(64)
(83
70)
(813)
(102
(83
(95)
(_
Nominal
in.
1-3/4
1-7/8
2-1/2
3
2'
2-1/2
3
3-3/4
3-1/4
3-3/4
4-1/2
d
(140
117) 162
embedment
h—
mm
(44
48
(64
76)
51
(64
76)
(95)
83
95)
114
(102) 114
Min. hole depth
ha
In.
2
2
2-3/4
3-1/4
2-1/4'
2-3/4
3-1/4
4-1/4
3-3/4
4-1/4
4-3/4
4-1/4 4-3/4
5-3/4
5 6-3/4
mm
(51
51
70
83
57
70
83
108)
(95)
(108
121
(108)
121
146)
(127) (171
Installation
ft-lb
4
30
50
40
110
185
torque
Thu,
Carbon steel'
(Nm)
(5)
(41)
(68)
(54)
(149)
(251)
Installation
ft-lb
6
30
40
60
125
185
torque
Ti v
Stainless steel'
(Nm)
(8)
(41)
(54)
(81)
(169)
(251)
Fixture hole
In.
5/16
7/16
9116
11/16
13/16
1-1/8
diameter
dr
(mm)
(7.9
(11.1
14.3
17.5
(20.6)
(28.6)
' Design information for h„r= 1-112 is only applicable to carbon steel (CS) KB-TZ2 bolts.
collar
mandrel
expansion element
UNC thread
washer - I 1-- hex nut
FIGURE 1—HILTI CARBON STELL KWIK BOLT TZ (KB-TZ2)
hnorn
het Tnst
dog point
0
0�
hIV
No
0 dh
FIGURE 2--I-iILTI KB-TZ2 INS] ALLED
TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS)
Length ID marking on bolt
A
B
C
D
E'
F
G
H
1
1
K
L
M
N
O
P
Q
R
S
T
U
V
W
head
Length of
From
1'/z
2
2Y:
3
3Y:
4
4'/
5
5Y2
6
6Yz
7
7%
8
8'/�
9
9Yz
10
11
17_
13
14
15
anchor, f,,,cn
(inches)
Up to but not
2
2Ys
3
3'/2
4
4%
5
5'/z
6
6Y2
7
7'/z
8
8'%
9
9'/x
10
11
12
13
14
15
16
including
For SI: 1 inch = 25.4 mm.
11, diameler anchors with lenglh of 3'/z are identified with an ohm (0) ID marking on the bolt head.
'arbor Steel
Tingle Notch
Length
Identification
Code
Stainless Steel 304
Double Notch
Length
Identification
Code
Stainless Steel 316
Triple Notch
Length
Identification
Code
FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ2 HEAD NOTCH EMBOSSMENT
P
Trusted
I f IRL' 3 4,41HIiANUI EDGE R1r3 I AHCE, `tE Ilrz?i' G Ak1l) CONCRETE,. i I'IICI<I'll F83 FOR KB -
CITY OF SANTA ANA
Planning and Building Agency
2 Approved
-0R--P-E-RMIT ISSUANCI
S t�torninar anchor, aia. tin./ y
Setting Syt1ibol Units —
information — 1/4 3/8 - '12 '/a ' 1.
FffecJve min. in. 1-1/2 1-112 2 2 1/2 1-1/2 2 2-112 3 1/4 2-3/4 3-1/4 4 3-1/4 3- / 5-3/4
embedment h'i (inm} (38) (38) (51) (64) (38) (61) (64) (83) (70) (83) (102) (83) (9 ijI, (102) (146)
Min. member in. 3.1/4 3-1/4 4 5 3-1/2 4 5 5-1/2 5 5-1/2 6 5-1/2 8 8 10
thleifneSS 11m�n � � 1_... � ......,_ r.� r
(mm) (83) (83) (102) (121) (89) (102) (127) (140) (127) (140) (152) (140) ('152) (203) (203) (254)
in.
1-1/2
5
2-1/2
2-1/2
8
2-3/4
2-3/4
2-1/4
4-112
3-1/2
23/4
5
4
3 1/2
8
3
IMin. edge
Gm
(mrn)
(38)
(127)
(64)
(64)
_
(203)
(70)
(70)
(57)
(114)
('89)
(70)
(127)
(102)
(89)
(203)
T
(7(3)
distance
in.
1 1/2
8
6'
5
12
5-1/2
9-3/4
5-1/4
6-112
5-1/2
7-1/4
1.0
5-3/4
5-1/2
8
6-3M
for,s?
(mm)
(38)
(203)
(152)
('127)
(305)
(140)
(248)
(133)
('165)
(140)
(184)
(254)
(146)
(140)
(203)
(171)
in.
1-112
5
2-114
2
12
3-1/2
3
2
4-112
2-3/4
2-1/4
4-1/2
3-3/4
3-3/4
8
4-3/4
Min. anchor
Sn,,n
(mrn)
(38)
(127)
(57)
(51)
(305)
(89)
(76)
(51)
(114)
(70)
(57)
(114)
(95)
(95)
(203)
(12,1)
spacing
—
In.
1-1/2
8
3-1/2
4
8
10
8
4-3/4
5-112
7
4-1/4
6
7-1/4
4-3/4
1 8
3-3/4
for c >_
(mm)
(38)
(203)
(89)
(102)
(203)
(254)
(203)
(121)
(140)
(178)
(108)
(152)
(184)
(121)
(203)
(95)
Stainless Steel
in.
1-1/2
5
2-1/2
2 1/2
2-3/4
2-1/2
2-1/4
4
3-1/4
2-1/4
5
4
3-3/4
3-3/4
3
Min. edge
Gn im
(mm)
(38)
(127)
(64)
(64)
(70)
(64)
(57)
(102)
(83)
(57)
(127)
(102)
(95)
(95)
(76)
distance
in.
1-1/2
8
5
5
5-1/2
4-1/2
5-1/4
7
5-1/2
7
11
7-1/2
5-3/4
10
6-3/4
forS?
(corn)
(38)
(203)
(127)
(127)
(140)
(114)
(133)
('178)
(140)
(178)
(279)
(191)
(146)
(254)
(171)
-
in.
1-1/2
5
2-1/4
2-1/4
2-3/4
2-1/2
2
5-1/2
2-3/4
3
5
4
4
5
4-3/4
Min. anchor
Srnin
(min)
(38)
(127)
(57)
(57)
(70)
(64)
(51)
(140)
(70)
(76)
(127)
(102)
(102)
(127)
(121)
spacing
In.
1-112
8
4
3-1/2
4-1/8
4-1/2
4-1/2
5-1/2
4
4-1/4
8
6
5-1/4
4-1/4
3-3/4
for c
(mm)
(38)
(203)
(102)
(89)
(105)
(114)
(114)
(140)
(102)
(108)
(203)
(152)
(133)
('108)
(95)
For St: 1 inch = 25.4 mm
S C
i
IF
r)
c
�U
M
a
U)
1 iC+JRt 4---iN I L'RPOLATION OF 10,11NiUM LDGE DISTANCE AND ANCHOR SPAGINC
ESR-4266
IfflM Most WrdeiyAccepted and Trusted I
TABLE 4--liltTl CARBON STEEL I(B-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTi
Nominal anchor diameter (in)
Design parameter Symbol Units
1/4 3/8 1/2 5/8 3/
Effective min. in. 1-1/2 1-1/2 2 2-1/2 1-112 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3.3
embedment' h`i (mm) (38) (31) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (9!
Tension, steel failure modes
Strength reduction
CITY OF SANTA ANA
Planning and Building Agency
Approved
YbR PERMIT ISSUANCE
factor for steel in
04a."
0.75
0.75
0.75
0.75
0.75
tension'
Min. specified yield
Ibfin'
100,900
100,900
96,300
87,000
84,700
strength
fy
(Nlrnrnl)
(696)
(696)
(664)
(600)
(584)
Min. specified uIL
Ib/in'
122,400
126,200
114,000
106,700
105.900
strength
(N/mm')
(844)
(870)
(786)
(736)
(730)
Effective tensile
in"
0.024
0.051
0.099
0.164
0.239
stress area
A`a"
(mm)
(15.4)
(33.2)
(63.6)
(106.0)
(154.4)
Steel strength in
lb
2,920
6.490
11,240
17,535
25.335
tension
N4a
(kN)
1 (13.0)
(28.9)
(50.0)
(78.0)
(112.7)
Tension, concrete failure modes
Anchor category
3
1
1
1
1
0.75
-15,000
(517)
88,000
(607)
0.470
(303.2)
41,365
(184.1)
Strength reduction
factor for concrete
and pullout failure in
Gr<.rr,
0P.N
0.45
0.65
0.65
0.65
0.65
0.65
tension'.
Effectiveness factor
for uncracked
k-,
24
24
27
24
24
27
271
24
27
2d
concrete
Effectiveness factor
k
_
17
21
17
24
21
17
21
17
21
21
for cracked concrete
Modification factor
for anchor
resistance, tension,
Wort
1.0
1.0
1.0
1.0
1.0
1.0
uncracked concrete
Critical edge
In.
4
5
4-3/8
5-1/2
8
5-1/2
6-3/4
10
10
11-1/2
8-3/4
12
10
9
11
16
distance
c8C
(mm)
(102)
(127)
(111)
(140)
(203)
(140)
(171)
(254)
(254)
(292)
(222)
(305)
(254)
(229)
(279)
(406)
Pullout strength
lb
2,100
4,180
5,380
8,995
uncracked cones
NIA
NIA
N/A
NIA
NIA
NIA
N/A
N/A
N/A
NIA
N/A
N/A
(kN)
(kN)
(9.3)
(18.6)
(23.9)
(40.0)
Pullout strength
lb
625
8,835
11,810
cracked cones
N;,_
NIA
NIA
N/A
N/A
N/A
N/A
NIA
N/A
NIA
N/A
NIA
N/A
N/A
(kN)
(2.8)
(39.3)
(52.6)
Pullout strength
lb
625
8.700
11,810
seismics
Np,ro
N/A
N/A
N/A
NIA
NIA
NIA
NIA
N/A
N/A
N/A
NIA
NIA
N/A
(W)
(2.8)
(38.7)
(52.6)
Normalization factor,
n„Mr
-
0.20
0.22
0.24
0.35
0.50
0.42
0.29
0.35
0.50
0.48
0.60
0.35
0.31
0.39
N/A
0.38
uncracked concrete
Normalization factor,
cracked concrete, n . 0.39 0.50 0.46 0.28 0.47 0.50 0.48 0.40 0.50 0.47 0.50 0.36 0.42 0.29 N/A 0.50
seismic
A>:int stiffness i1 - 1' - Ihlm ,22,36D 131,570 1F8,585 290,36U 412,335 19g.845'
servisr, load r;,nge krCm. 31.035 91,335 113.515 167,365 - _ 62,180 1,-400
Foi SI: 1 !n.-h = 75.4 a,m, 1 Ibf = 4.45 I•l, 1 psi = 0,006895 MPa. For pound -inch units: 1 nun = 0,03937 inches.
Fioure 2 of this report Iiluslrales the installation parameters.
The: KH 17.2 is considered a ductile steel element in accordance with ACI 318-19 2.3.
The strength reduction factor applies whan the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3 are met. The
strength reduction factors are applicable with supplementary reinforcement is not present. Greater strength reduction factors may be used in areas where
supplementary reinforcement can be verified.
' For all design rases, Wc,N = 1.0. The appropriate effectiveness factor for cracked concrete (k,,) or uncracked concrete (k,,,tr) must be used.
s For all design cases, %p = 1.0. Tabular value for pullout strength is for a concrete compressive strength of 2,500 psi (17.2 MPa). Pullout strength for concrete
compressive strength greater than 2,500 psi (17.2 MPa) may be increased by multiplying the tabular pullout strength by (Pc / 2,500)" for psi, or (fc 117.2)1 for
MPa, where n is given as nunc, for uncracked concrete and n<, for cracked concrete and seismic. NA (not applicable) denotes that pullout strength does not need
to be considered for design.
s For core drill installations, k-, = 24 for'/4-inch diameter anchors installed at 33/4 inches (95 mm) effective embedment.
r'/4-inch and 1-inch diameter anchors are not permitted for core drilling installations.
CITY OF SANTA ANA
Planning and Building Agency
ESR-4266 ors
Elm MoslWMelyAcaptedand Rusted -
TABLE 5-HILTI STAINLESS STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE URILI I Approved
INSTALLATIONS,TENSION" FOR PERMIT ISSUANCE
Nominal anchor diameter (in)
Design parameter
Symbol
Units
3�
1�4
3/8
112
5/8
Effective min, embedment'
h r
in.
1-112
1-1/2
2
2-ill
2
2-1/2
3-1/4
2-3/4
3-114
4
3-114
S
t
I
(mm)
(38)
(38)
(51)
(64)
(51)
(64)
(II3)
(70)
(83)
(102)
(831
Wt(121)i (I ill (I-,
-_a
Tension, steel failure modes
Strength reduction factor for
steel in lenslon3a
rDn r,
0.75
0.76
0.75
0.75
0.75
0.7
_
Ibfinz
100,900
96,300
96,300
91,600
84,100
65,000
Min. specified yield strength
f,
(Nlmm2)
(696)
(664)
(664)
(632)
(580)
(448)
IbCn2
122.400
120,100
120,400
114.600
100.500
99,900
Min. specified ult. strength
fvra
(N/mm')
(844)
(828)
(830)
(790)
(693)
(689)
In
0.024
0.051
0.099
0.164
0,239
0.470
Effective tensile stress area
A_u
(mm')
(15.4)
(33.2)
(63.6)
(106.0)
(154.4)
(303.2)
1b
2,920
6,180
11,870
18,835
24,045
46.955
Steel strength in tension
his,
(kN)
(13.0)
(27.5)
(52.8)
(83.8)
(107.0)
(208.9)
Tension, concrete failure modes
Anchor category
-
3
1
1
1
1
1
Strength reduction factor for
concrete and pullout failure
in tension, (Condition B -
o n, (Pot
0.45
0.65
0.65
0.65
0.65
0.65
supplementary
reinforcement not present)3
Effectiveness factor for
k-,
24
24
24
24
24
276
24
27
uncracked concrete
Effectiveness factor for
kr,
17
21
17
17
21
17
21
17
21
21°
21
24
21
cracked concrete
Modification factor for
anchor resistance, tension.
Wc,N
1.0
1.0
1.0
1.0
1.0
1.0
uncracked concrete'
in.
4
4-1/2
5-1/2
4-1/8
5-112
E-1/4
7-1/2
10
6.1/2
8-314
12
10
10
11
15-1/2
Critical edge distance
c,,.
(mm)
(102)
(114)
(140)
(105)
(140)
(159)
(191)
(254)
(165)
(222)
(305)
(254)
(254)
(279)
(394)
Pullout strength uncracked
NO.-
lb
1.570
NIA
NIA
4,185
3.380
4,010
5,500
4,085
6.015
8,050
N/A
N/A
N/A
N/A
NIA
concretes
(kN)
(7,0)
(18.6)
(15.0)
(17.8)
(24.5)
(18.2)
(26.8)
(35.8)
Pullout strength cracked
Nr"`
lb
670
N/A
NIA
NIA
N/A
NIA
NIA r
NIA
N/A
N/A
N/A
N!A
8,795
N/A
N/A
concretes
(kN)
(3.0)
(39.1)
Pullout strength
N,,,e,
lb
670
NIA
NIA
N/A
NIA
N/A
N/A
N/A
N/A
N/A
N/A
N/A
8,795
NIA
N/A
seismic'
(kN)
(3.0)
(39.1)
Normalization Factor,
n M,
0.39
N/A
N/A
0.37
0.46
0.50
0.50
0.50
0.42
0.47
N/A
N/A
0.30
NIA
N/A
uncracked concrete
Normalization factor,
n�,
0.50
N/A
NIA
N/A
N/A
N!A
0.50
N/A
N/A
NIA
N/A
N1A
0.50
N/A
NIA
cracked concrete, seismic
Tension, axial stiffness
Axial stiffness in service
Ibfin.
166.490
175,800
1 137.145
153.925
342,680
1 105,970
load range
I
Iblin.
33,805
79,860
1 97,985
69,625
1 75,715
117,630
Si: 1 infix - ?t •1 vna, 1 R,' - 4.4514. 1 --1 n nn6£9B Ml'n Foyi-n;m;r infi units: 1 mm
Figure 2 of this report illustrates the installation pararnetei s.
"the K121472 is considered a ductile steel efemeni in accordance YAM ACI 318.19 2.3.
3 The slr6nllih reduction factor applies when Ih, load combinations from the IBC or ACI 318 are used and the requhenrents (it ACI 3 18- 19 17.5.3 are met. T he -.:I- encith
reduction factors are applicable with supplementary reinforcement is not present. Greater strength reduction factors may be used in areas where supplementary
reinforcement ran be vuri•`:,A.
a Fur all design c=tses, 4 l�,u = 1 A. The appruptiale effectiveness factor for cracked concrete (&,) or uncracked concrete (k,,,,,:) must he used.
s For all design cases, W,.P = 1.0. Tabular value for pullout strength is for a concrete compressive ;arength of 2,.W0 psi (17.2 MPa). Pullout strength far ronccele
compressive strength greater than 2,500 psi (17.2 MPa) may bo increased by multiplying the tabular pullout strength by (fe / 2,500)^ for psi, or (Pc / 17.2)" for MPa,
where n Is given as n r for uncracked concrete and rla for cracked concrete.NA (not applicable) denotes that pullout strength does not need to be considered for
design.
° For core drill installations, k M, = 24 and k,. = 17 for 3/4-inch diameter anchors installed at 33/4 inches (95 mm) effective embedment.
' For core drill installations, Nay, = 4245 lb (18.9 kN) and Np Ft = 42451b (18.9 kN) for 1h-inch diameter anchors installed at 3114 inches (83 mm) effective embedment.
° VAnch and 1-inch diameter anchors are not permitted for core drilling installations.
ESR-4266
I losf widdyAccepted and Busted
CITY OF SANTA ANA
Planning and Building Agency
gig,
TABLE 6-HILTI CARBON STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED IN:
Approved
nl R PERMIT ISSUANCE
Nominal anchor diameter (in)
Design parameter
Symbol
Units
1/4
318
112
5I8
In.
0.250
0.375
0.600
0.625
Anchor O.D.
d
(mm)
(6.4)
(9.5)
(12.7)
(15.9)
In.
1-1l2
1-1/2
2
2-112
1-1/2
2
2-1/2
3-tld
2-314
3-1/4
4
3-1/�
Effective min. embedment'
her1
(mm)
(38)
(38)
(51)
(64)
(38)
(51)
(64)
(83)
(70)
(83)
(102)
(83)
95
121 2 146
Shear, steel failure modes
Strength reduction factor for
0-.V
0.65
0.65
0.65
0.65
0.65
0.65
steel in shear'•'
lb
1,345
3,225
3,385
6,535
6.875
10,255
13,805
18,795
22,825
Steel strength in shear
V,o
(kN)
(6.0)
(14.4)
(15.1)
(24.6)
(30.6)
(45.6)
(61.4)
(83.6)
(101.6)
Steel strength in shear,
lb
1,345
3.225
3,385
5,535
6,875
10,255
13,805
13.805
Va3.ev
seismic
(kN)
(6.0)
(14.4)
(15.1)
1 (24.6)
(30.6)
(45.6)
(81.4)
(61.4)
Shear, concrete failure modes
Strength reduction factor for
concrete breakout and
pryoul failure in shear,
41c v. 0,, v
-
0.70
0.70
0.70
0.70
0.70
0.70
(Condition 8 -
supplementary
reinforcement not present) 3
Load bearing length of
In.
1-112
1-1/2
2
2-1/2
1-1/2
2
2-1/2
3-1/4
2-3/4
3.1/4
4
3-1/4
3-3/4
4-3/4
4
5-3/4
anchor in shear
(mm)
(38)
(38)
(51)
(64)
(38)
(51)
(64)
(83)
(70)
(83)
(102)
(83)
(95)
(121)
(102)
(146)
Coefficient for pryoul
k,r
1
1
1
2
1
1
2
2
2
2
2
2
2
2
2
2
strength
For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 We For pound -inch units: 1 mm = 0.03937 inches.
' Figure 2 of this report Illustrates the installation parameters.
z The KB-TZ2 is considered a ductile steel element in accordance Wfin ACI 318-19 2.3.
3 The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3 are met. The strength
reduction factors are applicable with supplementary reinforcement is not present. Greater strength reduction factors may be used in areas where supplementary
reinforcement can be verified.
a'/Anch and 1-inch diameter anchors are not permitted for core drilling installations.
TABLE 7-HILTI STAINLESS STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTALLATIONS, SHEAR'
Nominal anchor diameter
Design parameter
Symbol
Units
1/4
3/8
1/2
5/8
3A
In.
0.250
0.375
0.500
0.625
0.750
1.00
Anchor O.D.
da
(mm)
(6.4)
(9.5)
(12.7)
(15.9)
(19.1)
(25.4)
in.
1-1/2
1-1/2
2
2-1/2
2
2-1/2
3-1/4
2-3/4
3-1/4
4
3-1/4
3-3/4
4-314
4
5-3/4
Effective min. embedment'
har
(mm)
(38)
(38)
(61)
(64)
(51)
(64)
(83)
(70)
(83)
(102)
(83)
(95)
(121)
(102)
(146)
Shear, steel failure modes
Strength reduction factor for
0a.v
-
0.65
0.65
0.65
0.66
0.65
0.65
steel in shear''
lb
1,460
4.615
4,885
8,345
12,355
16.560
22.955
31,400
Steel strength in shear
V,.
(M)
(6.5)
(20.5)
(21.7)
(37.1)
(55.0)
(73.7)
(102.1)
(139.7
Steel strength in shear,
lb
1,110
4,615
4,885
8,345
12,355
13,470
13,470
seismic -` -- -
t�au.cr
(kPl)
(4.9)
(20.5)
(21.7)
(37.1)
(55.0)
(b9_9)--
-
Shear, concrete failure modes
Strength reduction factor for
concrete breakout and prynut
L,ilure In she:m, (Condition f'
ikv. 9rfm 0.7 07 0.7 0.7
0.7
0.7
supplement :fy Ieinimcf-vent
not present) 3 _
in.
1-1/2
1-1/2
2
2-1/2
2
2.1/2
34/4
2.3/4
3.1/4
4
3-1/4
3-3 44
4-3/4
4
5-3/4
Load bearing length of anchor
in shear
1.
(mm)
(38)
(38)
(51)
(64)
(51)
(64)
(83)
(70)
(83)
(102)
(83)
(95)
(12l)
(102)
(146)
Coefficient for pryoul strength
key
1
1
1
2
1
2
2
2
2
2
2
2
2
2
1 2
For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 We For pound -Inch units: 1 min = 0.03937 inches.
' Figure 2 of this report illustrates the installation parameters.
The KB-TZ2 is considered a ductile steel element in accordance with ACI 318-19 2.3.
3 The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3 are met. The strength
reduction factors are applicable with supplementary reinforcement is not present. Greater strength reduction factors may be used in areas where supplementary
reinforcement can be verified.
I lif inch and 1-inch diameter anchors are not permitted for core drilling installations.
ESR-4266
Most Widely Acceptedand Trusted
CITY OF SANTA ANA
Planning and Building Agency
TABLE 8--HILTI I(B-TZ2 CARBON STEEL ANCHORS l ENSION AND SHEAR DESIGN DATA FOR INSTALLAT
3000 PSI, LIGHTWEIGHT CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES FOR HAMMER AN
INSTALLATIONS 1.2.3
Approved
';cfOR PERMIT ISSUANCE
Anchor Diameter
Design parameter
Symbol
Units
Apt
114 318 112
Effective min. embedment
her
in.
1-1/2
1-112
2
2-112
1-1/2
2
2-1/2
3-1/4
2-314
ate: ;
Minimum hole dep8,
k
In.
2
2
2-3/4
3-1/4
2-1/4
2-3/4
3-1/4
4-114
3-314
Loads According to Figure 5A
Minimum concrete
thickness over u er flute 4
hm�.d x
In.
2-1/2
2-1/2
2-'1/2
2-112
2-1/2
3-1/4
Pullout strength,
uncrackedlb
concrete S.n
N°.d"'.'""`
1,725
1,855
2,625
_
2,995
1,855
2,750
3,745
4,715
4,415
5.815
3.800
4,795
Pullout cracked concrete strength, SG
No,da.
lb
515
1,625
2,295
2,405
1,650
2,135
3,275
3,340
3,930
4,395
3,325
3,730
Pullout strength,
seismic5.'
Np,d:uea
lb
515
1,625
2,295
2,405
1,650
2,135
3,275
3,340
3,930
4,395
3,325
3,730
Steel strength in shears
V,,..,n
lb
1,630
1,355
2,120
2,120
1,790
2,260
3,555
4.345
3,815
6,150
4,0115
7,665
Steel strength in shear,
seismic'
V ....,
lb
1,630
1,355
2,120
2,120
1,790
2,260
3,555
4,345
3,815
6.150
4,085
7,865
Loads According to Flours 6B
Minimum concrete
thickness over u per flute'
h qd ck
In.
2-1/2
2-1/2
2-1/2
2-1/2
2-1/2
3-1/4
Pullout strength,
uncracked concrete 56
Np.d2cn, x-
lb
1,725
1,855
2,G25
2,99r �
1,855
2,750
3,745
4,715
4,415
5,815
3,800
4,795
Pullout strength,
cracked concrete S6
Np.d«r,�,
lb
,
515
1,625
2.295
2.405
1,650
2,135
3,275
3,340
3,930
4,395
3,325
3,730
Pullout strength,
seismic 5•1
kd�kt q
lb
515
1,625
2,295
2.405
1.650
2,135
3,275
3,340
3,930
4,395
3,325
3,730
Steel strength in shear8
V a.de
lb
1 1,630
1,355
2,120
2.120
1.790
2,260
3,285
4,235
3,815
4,650
4,0115
7,865
Steel strength in shear,
seismic'
V .,.,.ea
lb
1.630
1,355
2,120
2.120
1,790
2,260
3,285
4,235
3,815
4,650
4,085
7,865
Loads According to Flour* 5C
Minimum concrete
thickness over upper flute
!r„Lnd2tk
In.
2-1/4
2-1/4
NIA
2-1/4
NIA
3-1/4
3-1/4
N/A
NIA
NIA
Pullout strength, uncracked concrete 56
N�a�
lb
1,380
990
2,485
N/A
1,815
1,900
N/A
2,665
2,960
N/A
NIA
N/A
Pullout strength,
cracked concrete 5.6
Nock ,du
lb
410
870
2,130
NIA
1,480
1,480
N/A
1,890
2,635
N/A
N/A
NIA
Pullout 5t7englh,
seismic
Ny,d,cx,w
lb
410
870
2.130
N/A
1,480
1,480
N/A
1,890
2,635
N/A
N/A
N/A
Steel strength in shear8
V e.dt ,
lb
1,125
2,370
2,505
N/A
2,680
3,175
N/A
3,465
4,085
N/A
N/A
NIA
Steel strength in shear,
seismic'
V..d .."
lb
1,125
2,370
2,505
N/A
2,680
3,175
N/A
3,465
4,085
N/A
N/A
NlA
' Installations must comply with Section 4.1.9 and Section 4.3 and Figure 5A, Figure 5B and Ficture 5C of this report.
2 The values for ¢,,r, in tension can be found in Table 4 of this report. The values for �s,,v in shear can be found in Table 6 of this report.
3 Evaluation of concrete breakout capacity in accordance with ACI 318-19 17.6.2 Is not required for anchors installed In the deck soffit.
4 Minimum concrete thickness refers to concrete thickness above upper flute. See Figures 5A to 5C.
5 Characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi (20.7 MPa) may be increased by multiplying the value in the table by
(f'c / 3000)" for psi or (f'c / 20.7r for MPa. See Table 4 for normalization factor.
6 The values listed must be used in accordance with Section 4.1.4 of this report.
The values listed must be used in accordance with Sections 4.1.4 and 4.1.8 of this report.
e The values listed must be used in accordance with Section 4.1.5 of this report.
8 For core drill installations, with 3/,-Inch diameter anchors Installed at 3314 inches (95 mm) effective embedment, apply a reduction factor of 0.89 to the design
tension strength of anchors installed;:, uncracked concrolc.
CITY OF SANTA ANA
Planning and Building Agency
ESR-4266 {'dgr c.;
MosrN6defyAeceptedandTrusted -
4F Approved
TABLE 9—HILTI KB TZ2 CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION C N *0R)PERM IT ISSUANCE
CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIFS ACCORDING TO FIGURE 5D1
7
3
`
Design Information
Symbol
Units
Nominal anchor diameter (in.)
1/4 318 11
—
_
Effective Embedment Depth
p
,
in.
1-1/2 1-112 2 1-1/2
-M
Dat:
e`
(mm)
(38) (38) (51) (38)
I)
_
Nominal Embedment Depth
h,o,„
in.
1-3/4
1-718
2-1/2
---
2
_
`
(mm)
(44)
(48)
(64)
(51)
(64)
Minimum Hole Depth
ho
In.
2
2
2-1/2
2-3M
2-1M
_
2-3/4
(Inm)
(51)
(51)
(64)
(70)
(57)
(70)
Minimum Concrete Thickness'
h ,,.,d-k
in.
2-1/2
2-1/2
2-1/2
3-114
2-1/2
3-1/4
3-1/4
(mm)
(64)
(64)
(64)
(83)
(64)
(83)
(83)
Critical Edge Distance
c,c a�Ck.,ov
in.
(mm)
5
(127)
16
(408)
8
(204)
6
(152)
7-1/2
(191)
12
(305)
7-1/2
(191)
Minimum Edge Distance
cn,n,deck got,
in.
(mm)
3
(76)
16
(408)
8
(204)
6
(152)
7-1/2
(191)
12
(305)
7-1/2
(191)
8
(204)
Minimum Spacing
sro�,a��k.r�
in.
(mm)
3
(76)
8
(204)
6
(152)
4
(102)
9
(229)
6
(152)
9
(229)
6
(152)
Required Installation Torque
Timm
ft-Ib
(Nm)
4
(5)
30
(41)
50
(68)
hmfn,drek
Max. 3"
hi,htdeck
Max. 3"
msrananons must compry win �ecuon 4.i. Iu ano �ecnon 4.� ano r,gure au or mis report.
7 Design capacity shall be based on calculations according to values in Tables 4 and 6 of this report.
' Applicable for h oha.ok < hmi, Table 3. For hmhd,ac t ho,r,, Table 3, use setting information in Tables 7 and � and critical ede distances In Table 4
of this report.
' Minimum concrete thickness refers to concrete thickness above the upper Mule. See Figure 5D.
A A;- VW .....
Lower flute installation
Upper flute
installatio�l
1" 1`P Min. 20-gauge steel deck
FIGURE 5A—KB-TZ2 IN THE 'ISOFFIT OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES — W DECK
Min. 12" typ.
Lower flute installation
Upper flute
installatio��
I00
tn
_I 1" iP Min. 20-gauge steel deck
FIGURE 5B—KB-TZ2 IN THE SOFFIT OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES — W DECK
Min. 6" typ.
Upper flute installation
Lower flute installation
CITY OF SANTA ANA
Planning and Building Agency
Rage 1 of 18
_.R Approved
FOR--A
ISSUANCE
h ;, deck , a
NMaste,,
Date: `^
Max. 1-1/2„
Min. Min. Min.
3-1/2" 3/4" I 1-3/4"
--� � Min.20-.-augc
steel dec1
FIGURE SC---KB-T IN THE SOFFIT OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES -- B DECK
h„dn,deck
Min. 1-1 /2"
3-1/2" 1-3/4" I4 Min.
20-gauge
steel deck t
FIGURE 5D—KB-TZ2 IN THE TOP OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES
1 11h inches (38 mm) B-deck as a minimum profile size. Other deck profiles meeting the B-deck minimum dimensions are also permitted.
TABLE 10— APPLICABLE SECTIONS OF THE IBC UNDER EACH EDITION OF THE IBC
20241BC 1 20211BC
20181BC 1 20151BC
Section 1605.1
1 Section 1605.2 or 1605.3
Section 1705.1.1 and Table 1705.3
Section 1901.3
Sections 1903 and 1905
Section 1905.7 Section 1905.1.8
—'—'e and Trosf—
d
CITY OF SANTA ANA
Planning and Building Agency
--AL' H I 31-F: I i - OF A(A M8 MADEF,, EACH EDI HO' OF 1 HE FIG
2024 WC 2021TE
2018 lf3C_—20iS 00
AGI
AGI 318-14
.3
2.3
53
5.3
Chaptei 17
chapter 17
3.1
17.2.7
17.5.1.2
17.3.1
17.5.1.3
17.6.1
17.4.1
17.6.1.2
17z 1 LA.2
7.6.2
17A.2
17.6.2.1
I
17.421
17.6.2.2
17.4.2.2
17A.2.6
17.6.3
'17.4.3
17.6.3.1
17.4.3.1
-FT 6.3.2 . I
17.6,3.3
17.4.3.6
17.7.1
17.5.1
17.7.1.2
17.5,1.2
17.5.1.2b
17.7.2
17.5,2
17.7.2.2.1
17.5.2.2
17.7,3
17.5.3
17.8
17.6
17.9-2
17.71 and 17.7.3
17.9.4
17.7,5
17,9.5
17-7.6
17.10
17.2.3
1710.3
17.2.33
17.10,4, 17.10.5,17.10.6, -17,10,7
17.2.3.4, 17.2.3.5, 17.2-3.6,17.2.3.7
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
ESR-4266
Hilti SafeSetTM
System with Hollow
Drill Bit
—V
Hilii TE-CD or TE-YD
Hollow Carbide Drill
Bit, with
Hilti Vacuum (per
section 4.3)
ldosI Vldely Accepted and TrusteA
Hilti SafeSetTM Hilti Dust Removal
System with the Systems
Adaptive Torque
Tool
"I
Hilti SIW-6AT-
A22/SIW-4AT-22/
SIW-6A"I'*-22 I rn pa c i.
Wrench, with
I-lilti SI-AT-A22/SI-AT-
22 Adaptive "l-orque
Module
I lilti Rotary Hammer
Drill with DRS (Dust
Removal System)
Module, or
I lilti TE DRS-D Dust
Ren-roval
System with 11il[i
Vacuum
FIGURE 6—hIILTI SYSTEM COMPONENTS
CITY OF SANTA ANA
Planning and Building Agency
Approved
Co 'R PERMIT ISSUANCE
Master ID:
Date:
Handheld Hilti DD 30
Core Drill, with
SPX--f Hilti Core Bits (per
Section 4.3)
'
.t
Ilt�l�ll9lllllll�ll'
3a
36
■ISIo1::� -I
Im.
IdN
I
Wn
an
SAWN
cm ,
4
Anchor Diameter rincl
Symbol
Symbol Description
Unite
3/8
e
1
HDB
Hollow Drill Bit
—
✓
✓
✓
ORS
Dust Removal S stes
m
✓
✓
✓
✓
✓
✓
SRNBAT--A22 + SI AT-A22
se✓
✓
AT -System
SIW 4AT-22 + SI-AT-22
✓
✓
✓
—
—
SIW BAT-22 + SI-AT-22
✓
✓
✓
Diamond Core Bit
✓
✓
✓
✓
do G
Drill Bit Diameter
finch
�
35
V2
%
1
FIGURE 7--INSTALLATION INSTRUCTIONS
ES
ICC-ES Evaluation Report ESR-4266 City of
This report is subject to
CITY OF SANTA ANA
Planning and Building Agency
ved
ISSUANCE
Supplonlie t.
Re ROct,eT''�;; ,her 2U21:
www.icc-es.orct 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council®
DIVISION: 03 00 00—CONCRETE
Section: 03 16 00—Concrete Anchors
DIVISION: 05 00 00—METALS
Section: 05 05 19—Post-Installed Concrete Anchors
REPORT HOLDER:
HILTI, INC.
EVALUATION SUBJECT:
HILTI KWIK BOLT TZ2 CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRIETE
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that the Kwik Bolt TZ2 (KB-TZ2) carbon and stainless steel
anchors in cracked and uncracked concrete, described in IMES evaluation report ESR-4266, have also been evaluated for
compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS).
Applicable code editions:
e 2023 City of Los Angeles Building Code (LABC)
le 2023 City of Los Angeles Residential Code (LARC)
2.0 CONCLUSIONS
The Kwik Bolt TZ2 (I<B-TZ2) carbon and stainless steel anchors in cracked and uncracked concrete, described in Sections 2.0
through 7.0 of the evaluation report ESR-4266, comply with LABC Chapter 19, and the LARC, and are subject to the conditions
of use described in this supplement.
3.0 CONDITIONS OF USE
The Kwik Bolt TZ2 (KB-TZ2) carbon and stainless steel anchors in cracked and uncracked concrete described in this evaluation
report supplement must comply with all of the following conditions:
• All applicable sections in the evaluation report ESR-4266.
• 111- 1w ; -u, installation. ronrl;tionF; of use and identificatimn of the Kuril- Snit l72 (KB=172.) anrhnrs are in accordance with
the 2021 hilernalional Building C, )cio!" (IBC) provisions noted in the evaluation report ESR-4266.
The de,.ign• instalhition and inspection arc in accorJ<tnce with r4ddifonal requirements of I_ARC Chapter 16 and '17, and
City of I.<: Angeles lnloimatic•h. Riillelin P/BC, 2020-011'1% as applicable.
• tl;hdw the LARC, an engineered design in accordance with LABC Soc;tion R301.1.3 must he suhmitled.
The allowable and sli endti r do -sign values listed in If he evaluation report and tables are for the connection of the anchors to
concrete. The connection between the anchors and the connected members shall be checked for capacity (which may
govern).
• For use in wall anchorage assemblies to flexible diaphragm applications, anchors shall be designed per the requirements
of City of Los Angeles Information Bulletin P/BC 2023-071.
This supplement expires concurrently with the evaluation report, reissued December 2023 and revised October 2024.
]CC -ES Evaluation Reports are not to be construed as representing aesthetics or aNv other aurihutes not specifically addressed no?- are they to be caasfrued !
as an endmseuueat oj/he subject of the repay or a recaunhendntion jar its ure. There is no srorrantr by ICC Ehnlaation Service, LLC, express or ouplied, as ;, A►i w
to anyfinding or other natter in this report, or as to anv product covered by the report.ay
Copyright 0 2024 ICC Evaluation Service, LLC. All rights reserved. Page 17 of 18
CITY OF SANTA ANA
Planning and Building Agency
ES
ICC-ES Evaluation Report ESR-4266 FL Suppler
Reissu
Re,
This repoli is subject to renew
w/HVHZ
hliTfte, %'ti':
�gWgll ' ``' '
Decembe? 2075.
www.icc-es.oru 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council7`
DIVISION: 03 00 00—CONCRETE
Section: 03 16 00—Concrete Anchors
DIVISION: 05 00 00--METALS
Section: 05 05 19—Post-Installed Concrete Anchors
REPORT HOLDER:
HILTI, INC.
EVALUATION SUBJECT:
HILTI KWIK BOLT TZ2 CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that the Kwik Bolt TZ2 (KB-TZ2) carbon and stainless steel
anchors in cracked and uncracked concrete, described in ICC-ES evaluation report ESR-4266, have also been evaluated for
compliance with the codes noted below.
Applicable code editions:
■ 2023 Florida Building Code —Building
■ 2023 Florida Building Code —Residential
2.0 CONCLUSIONS
The Kwik Bolt TZ2 (KB-TZ2) carbon and stainless steel anchors in cracked and uncracked concrete, described in Sections 2.0
through 7.0 of the evaluation report ESR-4266, comply with the Florida Building Code —Building and the Florida Building
Code —Residential, provided the design requirements are determined in accordance with the Florida Building Code —Building
or the Florida Building Code —Residential, as applicable. The installation requirements noted in the ICC-ES evaluation report
ESR-4266 for the 2021 International Building Code® meet the requirements of the Florida Building Code —Building or the
Florida Building Code —Residential, as applicable.
Use of the Kwik Bolt TZ2 (I<B-TZ2) carbon and stainless steel anchors in cracked and uncracked concrete have also been
found to be in compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code —Building and the
Florida Building Code —Residential, with the following conditions:
a) For anchorage of wood members, the connection subject to uplift must be designed for no less than 700 pounds
(3114 N).
b) For connection to aluminurn mernl,v,s, all exponsion anchors must be installed no less than 3 inches from the. edge of
concrete slab and/ter luutings. All exp,msion andiors shail dovelop an ultimate withdiay.,al resisliny force equal to
four times the imposed load, with no stress increase for duration of load.
For products falling under Florida Rok., 611320-3, verification that the report holder's quality assurance program is audited
by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conductnd is
the responsibility of an approved validation entity (or the code official, when the report holder does not possess art
approval by the Commission).
This supplement expires concurrently with the evaluation report, reissued December 2023 and revised October 2024.
]CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are thev to be construed
as an endorsement of the sulycei oldie report or a reconnuendation for its use. There is no uurranly by ICC Evahintion Service. LLC express a)- implied. its .1 a sue= -
to any finding or other matter in this report, at- as to rots, product covered by the report. �—
Copyright 0 2024 ICC Evaluation Service, LLC. All rights reserved. Page 18 of 18
ved
ISSUANCE
CITY OF SANTA ANA
Planning and Building Agency
OCFA Commercial Screening Form (COM)
Commercial Projects, Multi -Family Residential & Tract Uev toptiic pproved
FOR PERMIT ISSUANCE
Use this form to help determine if an OCFA plan review may be required or not.
indicator, and should not be considered conclusive, as it cannot addr s� att c�r�urt�
Note: Do not submit this form to OCFA, or ask OCFA staff to sign it as a w ��Iaster ID
Date:
Project Address: � opt cAtz ov&,r Amr City: &U-1A r�JA
7—
Applicant Name: cwN Ap-v%wai Address: r5(p0 Vwm.LA A%jr- c4pprssl CA qoU30
Email: o1�n � qr �06�,@ rza vnvn Awe.&+- COm 1 Phone #: 5uQ. -1 (,PO. aLl f�4
Scope of Work:
1✓�s-�alla+�orn o{
c(e) \Jer�iCc,\ ��i woa,yss
Instructions: If you checked "Yes" to any of the typical reasons requiring an OCFA Plan Review listed
below, please submit plans online to OCFA at publicservices.ocfa.org, For questions, call the OCFA Tech
Line at (714) 573-61086
1
Yes1No1
Project Scope
Plan
i .
/
Alarms: El New installation or Modification of Alarm systems
PR 5xx
Commercial Cooking Hood - Type 1 (check all that apply): El Instattation or
PR 335
2-
modification of fire extinguishing system located in a commercial cooking hood;
0 changing/moving appliances under Type 1 Commercial cooking hood
3•
Construction - Structures (check all that apply): ❑ New Building/Structure;
PR 145
El New Story; O Increase Footprint of Existing Building/Structure
4•
Construction - Perimeter (Check all that apply): Add, relocate or modify:
PR 145
�
0 Curbs; El Gates/Fences; OParking; DRoadway/Drive Aisles; O Curbs
s•
Delayed Egress: Installation/modification of locks delaying or preventing
PR 2xx
�
occupants from leaving a space, or requiring a use of card, button or similar
action to open a door in the direction of exit travel
6•
�
Location - Fire Risk Area (Check all that apply): D Mapped Fire Hazard Severity
PR 145
Zone; 0 Near/adjacent to WiLdLand or Wildfire Risk Area
7•
/
Location -Low Water Area: 0 Midway City or ❑ Other known low water areas
PR 145
8•
Location -Methane (check all that apply): ❑ In Cal Gem/DOGGR boundary; El
PR 17x
/
within 300 ft of active/proposed oil well or oiVgas seep; 0 Within 1000ft of landfill
9•
Special Equipment/Systems (check all that apply): Installation, Modification or
PR 3xx
Use of: ED Spray Booths; ❑ Dust Collection; El Dry Cleaning; O Industrial
�
Oven/Drying Equipment; OIndustrial/Commercial Refrigeration System; El Vapor
Recovery; 0 Smoke Control,
10•
Special Systems/Processes with Combustible Gas/Liquid/Materials (check
PR 3xx
all that apply): Installation, Modification or Use of: El Compressed Gases;
&
0 Tanks for Cryogenic or Flammable /Combustibte Liquids; ❑ battery Back-
Chem
Up/Charging Systems (> 50 gal. Electrolyte, or 1000 !b. Lithium Ion); El Welding
Class
/Brazing or Soldering; 0 Open Flame Torches; OCutting/Grinding; El Simitar
Operation
1
Continued -►
CITY OF SANTA ANA
Planning and Building Agency
»• Storage - Merchandizing: Area > 500sf with items located high r than I'
/ high -hazard commodities, such as plastic, rubber, foam, etc.) pp
A roved
�
12• Storage -Use/Research with Flammable/Combustible Liqui r-RMIT' ISSUANCE
O Motor vehicles/aircraft maintenance/repair; Ll Cabinetry /wo clvmrking /
finishing facility; (Note: provide Chem Class + floor planlArchite,,.., tural for 14
occupancy; Special Equipment plan may be needed) Master ID:
13• Use -Size &Gathering Type (Check all that apply): In room > 1000 sf for PFZ %�
� training/ adult education), or > 49 people for: ODrinking/Dining"r-%Uc;tctiLlUll,
O Meeting; 0 Training; O Religious function; 0 Other gatherings
14• Use -Healthcare/Outpatient Services: For > 5 people, who may not be able to PR 2xx
� immediately evacuate without assistance
15• Use - Education/Minors: For children (academic tutoring for age 5+ exempt PR 2xx
� unless classified as "E"Occupancy by Building Official)
16• � Use -Special Occupants (check all that apply): ❑Adult /Chi[d Daycare; O 24-hr t PR 2xx
Care! Supervision; ❑Incarceration or Restraint
»• � Use -Congregate Housing/Dormitories: For 17 +people PR 2xx
18• / Use -High Rise: Hi -Rise structures (55+ ft to highest occupied floor) PR 2xx
19• / Water -Hydrants: Add, relocate, or modify fire hydrants PR 470
209b Water -Underground: Install, modify or repair Underground, Backftow PR 470
Preventers, Fire Dept. Connection for private fire hydrant/ sprinkler/standpipe
systems
21• , / ,Water -Sprinklers: New installation or Modification of Existing Sprinkler system PR 4xx
•Note: Listed Fee Codes are probable startingpoints
Applicant Certification
Icertify, under the penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name: , \0aw 1
Phone #:
Signat"Ure:
Email: 'kl)Artaed%asa r
ci�+s+•c� Date: �JLtk I1o}5
Attention: Building Department
If you want 0CFA to review this project for any reason, regardless of Screening Form information, please
initial and complete the following (customers must upload when submitting plans online):
City (or County) Staff Contact Name: Title:
Email:
Reason:
Phone Number: Date:
Initals:
* Alternatively, City and County staff may contact OCFA staff directly, send an email to
FrontCounter@ocfa.org or leave a message at (714) 573-6100.
2