HomeMy WebLinkAboutPermit D07-429 - WESTFIELD SOUTHCENTER MALL - SWAROVSKI - STORAGE RACKSSWAROVSKI
636 SOUThCENTER MALL
D07 -429
Parcel No.:
Address:
Suite No:
Tenant:
Name:
Address:
Owner:
Name:
Address:
Phone:
Contact Person:
Name:
Address:
Phone:
Cityf Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 - 431 - 3665
Web site: http: / /www.ci.tukwila.wa.us
6364200010
636 SOUTHCENTER MALL TUKW
SWAROVSKI
XXX SOUTHCENTER MALL, STE 1123 , TUKWILA WA
WEA SOUTHCENTER LLC
11601 WILSHIRE BLVD , LOS ANGELES CA 90025
MARY ANN ARTAVIA
3854 MENTONE AV #6 , CULVER CITY CA 90232
Contractor:
Name: WESTWOOD CONTRACTORS INC.
Address: 200 S 333RD ST #244 , FEDERAL WAY WA 98003
Phone: 206 661 -0800
Contractor License No: WESTWCI088BF
DESCRIPTION OF WORK:
INSTALLATION OF STORAGE RACKS
Value of Construction: $0.00
Type of Fire Protection: SPRINKLER/AFA
Type of Construction: IIB
DEVELOPMENT PERMIT
* *continued on next page **
Permit Number:
Issue Date:
Permit Expires On:
Expiration Date: 09/11/2008
Fees Collected:
International Building Code Edition:
Occupancy per IBC:
D07 -429
02/04/2008
08/02/2008
$231.84
2006
0019
doc: IBC-10/06 007 -429 Printed: 02 -04 -2008
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone:
Hauling: N Start Time: End Time:
Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y.
Landscape Irrigation:
Moving Oversize Load: Start Time: End Time:
Sanitary Side Sewer:
Sewer Main Extension: Private: Public:
Storm Drainage:
Street Use: Profit: N Non - Profit: N
Water Main Extension:
Water Meter: N
Permit Center Authorized Signature:
I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances
governing this work will be complied with, whether specified herein or not.
The granting of
construction or
Signatur
Print Name:
doc: IBC -10/06
City ov.Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating
work. I am authorized to sign and obtain this development permit.
Date:
it ht. � to As
kat_ c?„,i,
s tir
Private: Public:
Permit Number: D07 -429
Issue Date: 02/04/2008
Permit Expires On: 08/02/2008
Date: ' 1 -
This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended
or abandoned for a period of 180 days from the last inspection.
D07 -429 Printed: 02 -04 -2008
Parcel No.: 6364200010
Address: 636 SOUTHCENTER MALL TUKW
Suite No:
Tenant: SWAROVSKI
1: ** *BUILDING DEPARTMENT CONDITIONS * **
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
PERMIT CONDITIONS
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available until final inspection approval is
granted.
4: A final report documenting required special inspections and correction of any discrepancies noted in the inspections
shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special
inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection
approval.
5: When special inspection is required, either the owner or the registered design professional in responsible charge,
shall employ a special inspection agency and notify the Building Official of the appointment prior to the first
building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner.
6: All construction shall be done in conformance with the approved plans and the requirements of the International
Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code.
7: Manufacturers installation instructions shall be available on the job site at the time of inspection.
8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of,
any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits
presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila
shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the
Building Official from requiring the correction of errors in the construction documents and other data.
* *continued on next page **
Permit Number: D07 - 429
Status: ISSUED
Applied Date: 11/21/2007
Issue Date: 02/04/2008
doc: Cond -10/06 D07 -429 Printed: 02 -04 -2008
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and
this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provision of any other work
construction or the 40•01- ce of work.
Signature: Date:
Print Name: I ' 'lti5r% if
ordinances governing
or local laws regulating
doc: Cond -10/06 D07 -429 Printed: 02 - 04 - 2008
Site Address:
Tenant Name:
CITY OF TUKWIL
Community Developmerirbepartment
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://wwwatukwila.wa.us
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
* *Please Print **
(3 Sou C6tvi 2 P -cv y.
SU/ 0 vs•kCX
King Co Assessor's Tax No.: 06104
Suite Number: Tl �3 Floor:
New Tenant: E.... Yes ❑ ..No
Property Owners Name: GJ) S t Fi i—O 5 Pogd -rj ra „
Mailing Address: /)(, L I ShFI►2�. 61-VD, //fii FI/L, Lof �'l4ut , (L,4 c700 25
State Zip
City
CONTACT PERSON - who do we contact when your permit is ready to be issue
Name: A l /4 4-77OI VW( 64.71 IT �112Oca
Mailin 214
1 ��� 1 , 4 1 6t/7�OW £ 4/lE 0 6
g
E -Mail Address: fl ZJ ya-nn Q 44,enwi yLztru, Cor
Company Name:
T13�
Day Telephone: 3/ '" ' 7( "/1W
Ca itc, C ry CA--- 90 232
City State Zip
Fax Number: 3 / 0 -(76 - - 0 /
GENERAL CONTRACTOR INFORMATION -
(Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5))
Mailing Address:
City
Day Telephone:
Fax Number:
Contractor Registration Number: Expiration Date:
Contact Person:
E -Mail Address:
ARCHITECT OF RECORD - All plans must be wet stamped by Architect ofRecord %
Company Name: N/1/4// S 1 ? ' l l TT/tl --L Aleme8 / 4
Mailing Address: 60 3 I 1-2-6 (4) e-- - e T ST J- o
City
Contact Person: J)t n/l./ S L ,I�, Day Telephone:
E -Mail Address: !)71 4 ratty F'QT/11 rry c�4JP,e4 N CO ax Number:
ENGINEER OF RECORD - All plans must be Wet stamped by Engineer of Record
Company Name:
Mailing Address:
Contact Person:
E -Mail Address:
�cr rre /l) • Cv4sE
Q: Appliations\Fonns- Applications On Line\3 -2106 - Permit Application.doc
Revised: 9 -2006
bh
State
T 760 7
Zip
e
s ' -- �y
Stat
5
X - yam? -7 3 7 7
City
Day Telephone:
Fax Number:
State
Zip
Zip
Page 1 of 6
Valuation of Project (contractor's bid price): $ 0 02) Existing Building Valuation: $
g g
Scope of Work (please provide detailed information):
Will there be new rack storage? [ .... Yes ❑.. No If yes, a separate- permit and plan submittal will be required.
Provide All Building Areas to Square Footage :Belo v
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence:
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
IT/ Sprinklers co - Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes riK No
If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc
Revised: 9 -2006
bh
Page 2 of 6
Fixture Type:
Qty
_Fixture Type:
Qty
Fixture Type::
Qty .
Fixture Type:
Qty
Bathtub or combination
bath/shower
Drinking fountain or water
cooler (per head)
Wash fountain
Gas piping outlets
Bidet
Food -waste grinder,
commercial
Receptor, indirect
waste
Clothes washer, domestic
Floor drain
Sinks
Dental unit, cuspidor
Shower, single head trap
Urinals
Dishwasher, domestic,
with independent drain
Lavatory
Water Closet
Building sewer or trailer
park sewer
Rain water system — per
drain (inside building)
Water heater and/or
vent
Additional medical gas
inlets/outlets — six or more
Industrial waste
pretreatment interceptor,
including its trap and vent,
except for kitchen type
grease interceptors
Repair or alteration of water
piping and/or water treating
equipment
Repair or alteration
of drainage or vent
piping
Medical gas piping system
serving one to five
inlets/outlets for specific gas
PLUMBING AND GAS PIPIN `ERMIT INFORMATION - 206 - 43.67
PLUMBING AND GAS PIPING CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City State Zip
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
Contractor Registration Number: Expiration Date:
Valuation of Plumbing work (contractor's bid price): $
Valuation of Gas Piping work (contractor's bid price): $
Scope of Work (please provide detailed information):
Building Use (per Int'l Building Code):
Occupancy (per Int'l Building Code):
Utility Purveyor: Water:
Q:'tApplications\Forms- Applications On Lined -2006 - Permit Application.doc
Revised: 9 -2006
bh
Sewer:
Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below:
Page 5 of 6
I Date Application Accepted: ii
i,71 k
Illl
Date Application Expires:
v
.(
r
G g
Staff Initial I
M —
7 1 ( 1--)
RMIT:APPLICATION NOT
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
Building and Mechanical Permit
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
Plumbing Permit
The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested
in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWN AUTHORIZED G NT:
Signature:
Print Name: ✓z%u4E
�/ Day Telephone: 26
Mailing Address: 50 3 '1 / 7 Mt .fit j � T' 3371
Zip
Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc
Revised: 9 -2006
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City
Date:
/c) 7
State
Page 6 of 6
Receipt No.: R08 -00290
Payee: WESTWOOD CONTRACTORS
TRANSACTION LIST:
Type Method Description
ACCOUNT ITEM LIST:
Description
doc: Receipt -06
BUILDING - NONRES
STATE BUILDING SURCHARGE
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
RECEIPT
Parcel No.: 6364200010 Permit Number: D07 -429
Address: 636 SOUTHCENTER MALL TUKW Status: APPROVED
Suite No: Applied Date: 11/21/2007
Applicant: SWAROVSKI Issue Date:
Initials: WER Payment Date: 02/04/2008 09:22 AM
User ID: 1655 Balance: $0.00
Amount
Payment Check 143151 142.28
Account Code Current Pmts
000/322.100 137.78
000/386.904 4.50
Total: $142.28
Payment Amount: $142.28
8029 02/04 9710 TOTAL 1998.20
Printed: 02 -04 -2008
RECEIPT NO: R07 -02566
Initials:
User ID:
JEM
1165
Payee: NATIONWIDE PERMIT CONSULTANTS
SET ID: 1121 SET NAME: SWAROVSKI
SET TRANSACTIONS:
Set Member Amount
City of Tukwila
epartment of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: //www. ci. tukwila. wa. us
D07 -428 958.67
D07 -429 89.56
EL07 -709 77.90
M07 -252 57.14
PG07 -311 27.00
TOTAL: 1,210.27
TRANSACTION LIST:
Type Method Description Amount
Payment Check 363
ACCOUNT ITEM LIST:
Description
ELECTRICAL PLAN - NONRES
PLAN CHECK - NONRES
SET RECEIPT
TOTAL:
000.345.832.00.0 77.90
000/345.830 1,132.37
TOTAL: 1,210.27
Payment Date: 11/21/2007
Total Payment: 1,210.27
1,210.27
1,210.27
Account Code Current Pmts
5341 11/26 9710 TOTAL 1210.27
Project: f
SuJal'0
Type of Inspection: /
ti ll l
`'
Address: //
36
�
Date Called:
Special Instructions:
Date Wanted:
7434 e
a.m.
P.m.
Requester:
Phone No:
INSPECTION RECORD t,,.' J7
Retain a copy with permit 1 - y
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION (-
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3
Q OM M ENTS:
p
Approved per applicable codes. El Corrections required prior to approval.
'Inspector:
El $60.00
paid at
SPECTION FEE REQUIRED. Prior to inspection, fee must be
00 Southcenter Blvd., Suite 100. Call to schedule reinspection.
(Receipt No.:
'Date:
r .� 'Date: 7/Z 3�
Project:
Sc � „�—
Type of Inspection:
j" 7 '4/6
Address:
6.7L— 49/9 //
Date Called:
Special Instructions:
Date Wanted:
rn,
Requester:
Phone No:
INSPECTION RECORD
Retain a copy with permit
1) 0 7 y79
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION 14
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
I Dat o
.00 REINSPECTIOJI FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southc ter Blvd.. Suite 100. Call the schedule reinspection.
(Receipt No.:
!Date:
COMMENTS:
Type of nspection:
g k, k EM r o L i (, 5 t° - �'. at) 4
Address: (L 6 s . . l v\ r'rt -L.....
Suite #: w
PNAc 1e o k.
Special Instructions:
Pre -Fire:
Phone No.:
9 1- 7 - 79 '1 — l `(7
Occupancy Type:
Seg ∎iok t.eit
Si ik,o, L.
e7...
A T L
c,c_
. gg rr:wo L
!7t€.
Project:
SIOA VSk r
Type of nspection:
g k, k EM r o L i (, 5 t° - �'. at) 4
Address: (L 6 s . . l v\ r'rt -L.....
Suite #: w
Contact Person:
C-e fc.) -e.. Rik) c a
Special Instructions:
Pre -Fire:
Phone No.:
9 1- 7 - 79 '1 — l `(7
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
3
INSPECTION NUMBER
CITY OF TUKWILA FIRE DEPARTMENT
444 Andover Park East. Tukwila, Wa. 98188
I NIQUIproved per applicable codes.
INSPECTION RECORD
Retain a copy with permit
H
� K - S - 060
PERMIT NUMBERS
206 - 575 -4407 ci � - � � PA 1
Corrections required prior to approval.
Inspector:
Date: '�/ / e
Hrs.:
/
GL /Li $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
he City of Tukwila Finance Department. Call to schedule a reinspection.
Word /Inspection Record Form.Doc 1/13/06
T.F.D. Form F.P. 113
SQUARE FOOTAGE
DESIGN
CONSULTANTS
ifica
SO. FT.
A
SALES AREA (W/ STOREFRONT)
621
B
STOCKROOM (W/ WASHROOM)
486
TOTAL NET SQUARE FOOTAGE
1101
TOTAL RENTED AREA TO LEASE LINE
1201
ADJACENT
TENANT
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC -- 720o7
Cy Of Tukwila
B IL!IN D. ION
SERVICE
SINK
LEASE LINE DIMENSION
ADJACENT
TENANT
ADJACENT
TENANT
7O
LEASE LINE DIMENSION
W]*11.111 1111 I 1111111
•••� \ / MIRROR AM- 14DURA
h
AM- 221HC1
AM- 14DURA
AM-14 DURA
0-95
AM- 14-0URA
FILE COPY_
Permit No.
Plan review approval is subject to errors and omissions.
Approval of construction documents does not authorize
the violation . : >' adopted code or ordinance. Receipt
of app /� ooncttior>e is adcrtowled98d•
1n
AM -21B AIr -21B AM-218 AM-215 AMA �, \
AMA AM
City of Tukwila
BUILDING DIVISION
r j
i
1 MALL 11
LEASE LINE
CLOSURE LINE
RECEIVEG
DEC 0 7 2007
PERMIT CENTER
REVISIONS T , . , <<,
No changes shall be made to the scope
of work without prior approval of
Tukwila Building Division.
NOTE: Revisions will require a new plan submittal
and may include additional plan review fees.
DESIGN
CONSULTANTS
ifica
PROJECT
SOIITHCENTER MALL
TUKWILA.WA
DRAWING
FIXTURE PLAN
REV. DATE
00 10-25 -2007
01
PAGE
P1
E
B SWA O
T
514. 844.6611
SCALE
DRAWN
BY
02
F
514.844 -7646
3/16" = 1' -0"
K.J.
03
ADJACENT
TENANT
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC -- 720o7
Cy Of Tukwila
B IL!IN D. ION
SERVICE
SINK
LEASE LINE DIMENSION
ADJACENT
TENANT
ADJACENT
TENANT
7O
LEASE LINE DIMENSION
W]*11.111 1111 I 1111111
•••� \ / MIRROR AM- 14DURA
h
AM- 221HC1
AM- 14DURA
AM-14 DURA
0-95
AM- 14-0URA
FILE COPY_
Permit No.
Plan review approval is subject to errors and omissions.
Approval of construction documents does not authorize
the violation . : >' adopted code or ordinance. Receipt
of app /� ooncttior>e is adcrtowled98d•
1n
AM -21B AIr -21B AM-218 AM-215 AMA �, \
AMA AM
City of Tukwila
BUILDING DIVISION
r j
i
1 MALL 11
LEASE LINE
CLOSURE LINE
RECEIVEG
DEC 0 7 2007
PERMIT CENTER
REVISIONS T , . , <<,
No changes shall be made to the scope
of work without prior approval of
Tukwila Building Division.
NOTE: Revisions will require a new plan submittal
and may include additional plan review fees.
J'
SQUARE FOOT PLATE FOR
HI-R1SE SHELVING MODEL#
HRFPZ BY METRO SHELVING.
FIXED l-1/ 5 RAMSET u 1505
SHOT PINS
STOCKROOM SHELVING
SHGI SHG
-2'
5' -0" x I' -2"
WIRE SHELVING
SHELV -SOI
14%86"X86"
SHELVING
SHELV - POI
4 I' -2"
WIRE SHELVING
SHELV -502
LABEL HOLDERS
(4 PER SHELF
PROVIDED)
TO BE INSTALLED
BY SWAROVSKI
DURING SETUP
WHEN ROOM 15
NOT AVAILABLE
NEXT TO DESK
FILE CABINET TO
BE PLACED UNDER
SHELVING UNIT
NEAREST DESK
4' -0" x 1' -2"
WIRE SHELVING
SHELV -E02
14"X46%86"
SHELVING
SHELV-P02
WATERFALL
COAT HANGER
ADDED TO LAST
SET OF
SHELVING IN
ROW
N
N
N
\ \ \
DSK1
4' -0" x 2' -0"
MANAGERS DESK
DESK -EOI
5' -0" x I' -2" SEE FIGURE 6 • 5P2
WIRE SHELVING
SHELV-S01
MANAGER DESK
DESK -POI
SAFE BOLTED
TO FLOOR LEFT
SIDE OF DESK
I 2"-O"
4' -0" x 2' -0"
MANAGER'S DESK
DESK -501
1 , -6 "
LCK
1 '-0 1/4" x I -6" 1'-0 1/4" x 1 NOTE:
LOCKER UNIT LOCKER UNIT GABLES, WALLPLATE,
LCK_EOI LCK_SOI JACKS AND TERMINATIONS
PROVIDED AND INSTALLED
BY SWAROVSKI
LCK_POI
NOTE:
G.G. TO SECURE ALL
STOCKROOM SHELVING ON
WALL AND FLOOR WITH THE
PROVIDED BRACKETS.
iECEIVED
DEC 07 2007
PERMIT CENTER
4
ADegenkolb
November 8, 2007
Ms. Mirella Matera
£difica Architecture + Design
4521, rue Clark
Montreal, QC H2T 2T3
Reference: Swarovski Southcenter Mall — Shelving Unit Anchorage
Tukwila, Washington
[Degenkolb Job Number A7508027.00)
Dear Ms. Matera:
Attached are the structural calculations, numbered 1— 27, and Details SSK -01 and SSK-
02 for the anchorage of the four shelving units and a manager's desk in the above
referenced project.
The anchorage design was performed in accordance with the 2006 Edition of the
International Building Code with State of Washington amendments.
If you have any questions, please do not hesitate t
Very truly yours,
DEGENKOLB ENGINEERS
C
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC - 7 2007
Cale Ash
Design Engin
•
City Of Tukwila
LDIN DIVISION
0 9 NOV. 2087
DG/ca
drachmas: Anchorage
F. rpnojea. A0ASOM /175011027.00\Cort1Q#W71107doc Swarovski Soudicakc anchorage design oaks cover.doc
EXPIRES 6/6/01
David Gonzalez
Associate Principal
RECEIVED
CITY OF TUKWILA
NOV 21 2007
PERMIT CENTER
San Francisco
Los Angeles
Portland
Oakland
San Diego
Seattle
720
W
F
Degen Engineers � O N
600 University Street
Seattle, Washington 98101
O 262.9240 phone
N 262.9346 fax
Ak_lgenkolb
Notes:
1. Anchorage designed for Super Erecta Shelving (SES) unit and manager's desk as manufactured by InterMetro
Industries. Floor plates and anchors shall be installed at each of the four legs of each unit.
2. At adjoining shelving units, a SASES50BP -1 base plate with 4 -3/8" dia. Hilti TZ anchors (3" embed) may be
substituted for (2) SASES25BP -1 base plates.
3. The anchorage is designed for a maximum shelf storage load of 50 psf.
4. Expansion anchors shall be Hilti TZ installed per ICBO ESR -1917 with a minimum effective embedment depth of 3
inches. Any substutions shall have an equivalent ICBO rated load value.
5. Special inspection of expansion anchor installation is required in accordance with IBC Section 1704.
Shelving and Manager's Desk Base Anchorage Detail
Degenkolb Engineers
600 University Street, Suite 720
Seattle, WA 98101
Phone: 206.262.9240
Fax: 206.262.9346
'I
SA�rE Z55$f',4• 15 ; c1 r> E Yt�ire`
M14 4/1- IL ANC—
(8) Ca
_111
viv.
SHG2
4 x I =2°
YLIRE SHELVING
SF+ELV -E02
IL
•
a.
to
Title: Shelf/Desk Base Anchorage Detail
Swarovski — Southcenter Mall
Drawn: CA Job No.: A7508027 S S K- 01
Design: CA Rev.: CA Rev.: 0
Check: DG Date: 11/7/07
Job: Swarovski Shelving Anchorage Page 1 of 1
Sheet Number
- "TAIL- A
A Degenkolb
Degenkolb Engineers
600 University Street, Suite 720
Seattle, WA 98101
Phone: 206.262.9240
Fax: 206.262.9346
()tUl 5rptvr ri Cf4ANINAL
Isji 2 - :f f 5; —p. ', `ja 7, y - t47r
(I;
Lam
�- - A4 . : *K-
'44 t;
1
I LU... ■I...... ■111
iiiiraill
u..••■•
1•••••••
IMEMOMII
DSKI
4' -0
4L0' x 2'-O"
MANASER DeSK
DDK -t=01
SEE FI6URJ= 6 c 51
Title: Desk Shelf Anchorage Detail
Swarovski — Southcenter Mall
Drawn: CA Job No.: A7508027
Design: CA Rev.: 0
Check: DG Date: 11/7/07
Job: Swarovski Shelving Anchorage
SAM SoLTED
TO I LOOK LEFT
SIDE OF DESK
Notes:
1. Anchorage designed for Super Erecta Shelving (SES) manager's desk as manufactured by InterMetro Industries.
Floor plates and anchors shall be installed at each of the four desk legs per SSK -01.
2. The anchorage is designed for a maximum shelf storage load of 50 psf.
Manager's Desk Shelf Wall Anchorage Detail
Sheet Number
SSK- 02
Page 1 of 1
DegenkoIb
Subject AA) C
Job: 9 —01/K.1 l U& 7-0- 1(:Ll)1p2
O grGt -r J�
PC914l•-
C,Z rre 14
Job Number. Ai 0 r0 Z '7-00
By.
CA Section:
Checked By Page ) of
VP. A) 1 C Y/L- r & S+�r,Z -I/ »il U/JiT
Am> at ik &e6 Lo cA r ,r
cry c
AA)C kc E 1 o '4 &Ai, r Z 6 l C.
ttil )c VA) T r 4 -6 Ur ctL urz_ cry hrU (
A ' A,JUi A (1 uiL..t7 • i /f i'—j 1 �i1(G ►��
Cu?n.
Col = ZooG IBC
AwfcE ✓% G ;3 y otr►? -4C !'J
OA rei
Tr
A ci — t E Gi rr Ct 7 �7
0 ccvtAn) C y Ga >✓7c�y L
5r
Date:
C
_� = 1_ 0 ra_ Act 7-oS § 13.1.
(.5;4r7 1.0417 G ✓UL _ <Iti
LA"- e' Lam✓ - 50 reg. 9f-lc;1.c,(
Project Name = Swarovski Southcenter
Date = Tue Nov 06 16:04:32 PST 2007
Conterminous 48 States
2005 ASCE 7 Standard
Zip Code = 98188
Spectra! Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Centroid Sa
(sec) (g)
0.2 1.429 Ss, Site Class B
1.0 0.489 S1, Site Class B
Period Maximum Sa
(sec) (g)
0.2 1.473 Ss, Site Class B
1.0 0.507 S1, Site Class B
Period Minimum Sa
(sec) (g)
0.2 1.377 Ss, Site Class B
1.0 0.470 S1, Site Class B
Conterminous 48 States
2005 ASCE 7 Standard
Zip Code = 98188
Spectral Response Accelerations SMs and SM1
SMs = FaSs and SM1 = FvS1
Site Class D- Fa = 1.0 ,Fv = 1.511
Period Sa
(sec) (g)
0.2 1 .429 SMs, Site Class D
1.0 0.739 SM1, Site Class D
Conterminous 48 States
2005 ASCE 7 Standard
Zip Code = 98188
Z
• Site Class D - Fa =1.0 ,Fv =1.511
Period Sa
(sec) (g)
0.2 0.952 SDs, Site Class D
1.0 0.493 SDI, Site Class D
4genkoIb
Subject S+ 1ti1 Gtice -Ag r
Job: 9 LAV-D I1 * G !t! trTfit (
517 -1'c nt■J 1 c.4.6 - '
A t7 7-05 §
fi / `
r-, s = 0.9
9 P C K ti; LE (cam- Pcd\A J,- +.1 • T y
r LDL .P- 4 5 rrr
Z¢7' t.
C' 11 g j NLcc Z
By: to
F = 6.635"ki Cervreer s
��..�.� 0,3Svs=P1-4 0. Z UP
1,0
6.Z 9 1.)Y
Job Number. A s0 Z - T oO
Checked By: 1 Page of
L /, b s us = r U P
Date: t I/6 o ff
Section:
O. 6 ;S ± 0. tq O )
(. A4P Ca^ 1 1 j 1 F;17._ ' riZ c9US'P- 17 I A): 0.q V -r I- of
ADegenkolb
Subject: 54-/ L r 4i c 14 e14 4 4
Job: 9 Lizigoti c) jotr-FfcovreiL.
�ut;Ll/rNy - ly ''x Kd x
L1'rre-i\1
96 ( ! `/ "X 56 ?b .. ' tCLF >4NCti l-A r 5. - iL44j
T J L " 3 ; a 4 x(1t' x
70 vy r; IO 0..t
Li -: so y-( /»-tLV x (y )( I ,1.1 x S u alit;
I(67 Pb U I I -704 �J'
4 =
11
Z x jy
Job Number. A 7 cp $" Z o 0
By:
Checked By: LJ Page of
C' (r z o„b) = go 6,e La- s&u
± 0.19(rZio,eb)= fi Zyr ,Q,,- Vi
Othizs f'- ^- •= c x 4.5 = 5 6 Z7Ab
g_tr ,cfrr u4 = 0,1 (IZ7o.Qb )c 7 ") _ 6,6 jb - --1 n. tit fr o, b,Q -
O ( 123& { 5t1")= ZZ ' J1- 4 0,17c
Ave Aivc-fic,c /1i q
U= isD6Jb /q =ZoZJb x 1-3 ► =,acrq = z6ZJ&
!Om : L Ac-r /'cQuitip Rae Ac t= 7- OS § 15.1-7-
T2 y 5/1 ZS *P- E PL - ru of Z Yff ;.. L ri -rtj�
z ,eltd "
Section:
Z v Lib
y 13 Z' Jb x
1/= z c,z0
u
—f- : riy - 7.247
A►vc ArE or- - SSE ►vE'x'f 1P.ai*t 4
Date: [,/6 /
r. = 17Z7
imill , �`
Iles
Company: per, ti1J1�L'5
Sheet 1 of 4
Specifier. G A
Project 9 L-44¢ U / . i �lo rr vv L
User application
PROFIS Anchor 1.8.0
Address
Contract No.: A75pcf6Z
Phone /Fax: - / -
Responsible:
http / /www.ushilti.com/
E-Mail:
Location/Date: - / 11/7/2007
Specifier's comments:
Anchor type and size: Kwik Bolt - Tensile Zone (KB -1Z)3/8 (2)
Effective embedment depth: h 2.00 in.
Material: Carbon Steel
Proof: desgn method: AQ 318 / AC 193
Stand-off installation: e = 0.00 in. (no standoff); t = 0.25 in.
Anchor plate: CUSTOM; f„,= 36000 psi; ; I, x l x t = 7.00 x 2.87 x 0.25 in.
Base material: uncracled concrete 2500, f = 2500 pd; h = 5.00 in.
Reinforcement condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Anchor
Geometry fin.1
plan view
y
section A
t =.2
h
z
x
°o
x c
I, =7.00
o
r•
0L C6C
0
1 2
a)
action B z
y
h =5.00
393.70
5.00
393.70
`
section A
4
y 2.8
Laming
Governing loads[lb, in.-lb)
N = 1730 V = 262
Governing loads[fb, in.-lb]
N
1730
M = 0 M = 0
V,
262
z
V
262
y
M,
0
0
M
0
z__1
M,
x
Eccentricity (structural section) [in.)
e, = 0.00; e, =0.00
Seismic loads yes
V = 262
M =0
Input data and results must be checked tor agreement with the misting conditions and torplausibilityl
PROFIS Anchor (c ) 2003 Hilti AG, FL -9494 Schaan Hilti Is a registered Trademaik of HIM AG, Schaan
11
User application
PROFIS Anchor 1.8.0
��CA
of 4
Specifier.
Project: '71.)Af2_0'► ( 70 +f L1; -
Address
Contract No.: A15 7- 00
Phone/Fax - / -
ReTonsble:
http://wvwv.ushilti.com/
E -Mail:
Location/Date: - / 11/7/2007
Load case (governing):
Anchor reactions [1b]
Tenson force: ( +Tenson -Pressure)
Tenson
1 1R 2
Anchor
Tenson force
Shear force
1
2
865
865
185
185
max concrete compressive strain [%c]: 0.00
max concrete compressive stress [pd]: 0
resulting tendon force [lb]: 1730
resulting compression force [lb]: 0
Tension load
Dedgn values[Ib]
Proof
Load N
Strength A
Utilization YN [ %1= N„ /4N
Status
Steel failure
865
3649
24
OK
Pull-out failure
865
1107
78
OK
Concrete cone failure
1730
2149
81
OK
Steel failure
Nsa[Ib]
$
$seismic
d a [Ib1
It[lb]
6487
0.750
0.750
3649
865
Pull-out failure
NRkp[Ib]
(f ° ' S
$
$seismic
4N:pn[lb]
It[lb]
2270
1.000
0.650
0.750
1107
865
Concrete cone failure
ANn[in
A
c[in.]
Ccr.ep[in.)
66.00
36.00
393.70
4.00
Wect,N
Wec2,N
Wed,N
Wedge
I
I(cr
1.0 00
1.000
1.000
• 1.000
17
'b[Ib]
0
•seismic
7
$Nog[Ib]
1
N„a[Ib]
2404
0.650
0.750
2149
1730
Shear load
Dedgn values[lb]
Proof
Load V„
Strength 4iV
Utilization [i [ %] = V /$V
Status
Steel failure
185
1246
15
OK
Pryout failure
185
1157
16
OK
Steel failure
Vsa[Ib]
4)
()seismic
$t[lb]
Vu
2555
0.650
0.750
1246
185
Input data and results must be checked for agreement with the refuting conditions and for plausibility)
PROFIS Anchor (c ) 2003 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
P ,
User application
PROFIS Anchor 1.8.0
Company: *J'ti`�1ti,1VY -OL
Sheet 3 of 4
Specifier. GA
Project ..JA,2 4 y f 99o iYL
Address
Contract No.: roz,"7.00
Phone/Fax: - / -
Responsble:
http://www.ushilti.00m/
E -Mail:
Location/Date: -/ 11/7/2007
Pryout failure
ANc[m e 1
A .,27
ANCO[)n J
kp
66.00
36.00
1.000
Wed,N
Wect,N
Wec2,N
Wedge
kr
1.000
1.000
1.000
1.000
17
N
•
.seismic
0V�
V
2404
0.700
0.750
1157
185
Combined tension and shear loads
YN = NU /$Nn
[f = V„ /4tV
Utilization f N,V [ %]
Status
0.805
0.160
5/3
74
OK
p
p p NV= YN RR +l pp =1or
NNV =(1+N +i V )/1.2< =1
Allowable Stress Design (Refer. ICC-ESR) anchor group relevant (tension) single anchor relevant (shear)
Reference for load
Tendon [lb]
Shear [Ib]
including
seismic
excluding
seismic
induding
seismic
excluding
seismic
ACI318 Section D.4.4
1953
-
1052
-
AC1318 Section D.4.5
1791
-
964
-
R allow,ASD = R d / a
TTTall°w.ASD + VNallow,ASD <= 1.2
Proof of the transmission of the anchor loads to the supports
Transmission of the anchor loads into the concrete
Checking the bander of loads into the base material is required in accordance with ACI 318!
Shear ressance of base material
Shear resistance of the base material must be checked according to relevant approval ordandard!
Warnings
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 applieswhere such supplementary reinforcement is not provided, or where pullout or
pryout strength governs
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility'
PROFIS Anchor (c ) 2003 Hilti AG, F1_4494 Schaan Hitti is a registered Trademark of Milli AS Schoen
-3.50
1.44
3.50
-1.44
3.50
1.44
I -3.50
-1.44
1 W."!" I
User application
PROFIS Anchor 1.8.0
http://www.ushilti.00m/
Company: )9F:'G m NY-ot..
Specifies ciQ
Address
Phone/Fax - / -
E-Mail:
Sheet 4 of 4
Project: 1.JA(L01J6''G1 Glotr►'NG6V�
C o n t r a c t No.: 41 O Zz o0
Respondble:
Location/Date:- /11/7/2007
Anchoplate, steel: CUS1DM; f = 36000 psi
Section type: Pipe section - HSS1- 11/16X.140 (1.69 x 1.69 x 0.14)
Hole diameter ci = 0.44 in.
Recommended plate thickness: not calculated
Coordinates Anchor [in.]
Anchor x
1.000
A
O
1
1.000
3.500
3.500
10
m
rn
CO
to
M
y Anchor x
y
1 I -2.50 I -0.00 ' 2 I 2.50 I -0.00 I
Anchorplate [in.]
x y
x
x
y
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor (c ) 2003 Hil9 AG, FL-9494 Schaan HMI is a registered Trademark of HIM AG, Schaan
ADegenkolb
Subject C tI j&ry c +� ti Job Number. Ai6- op Date: ff J
Job: 5 I..)A(2 o 1/ 4.1 90 ui C e1 r i1
r� - t�4�Ja4 e�h 37ey' _
C•-j
k 0 ,,
(L c1/4i1uJ
By: 64
Checked By: 1 b
"Tc> c 4ZS + 5.1,xv5 +Y.cxZc° aZc
e
/
: o. bas (13c.o,Cb) = 45 .fib /„d -resat
- o.' ( 5 Yl•'Iz r1 C41_
Oti Erl-' A)W4 - 1 - t 11 ' 4 17 7 .1 12-11
J2 e - *,c.v11 6- - rep -1L. • o (,calyx ') : fz►s.b -1
O.q z zYTi0.0,4
t1'
Section:
Page lO of
0/ z(IPc J r" (cr)
1 1 00 7.o yZs
. z -; 5.�5 y5v
Z�3 'I,S 7
loo
Z.5 Y zs
4 2' i s
Ivy p,�r
0 Tyr z_
Ato c+ r Paz 0.
4199- tir5 VC
2' —Tr -7 1 ci ,c f �i okc icy _ /04 - Le&
Z'c
�.l�sE Z ii;P-1 0 t✓ir W yre cTrcAJ, -rvg- TV ZJr* CAW
v'(ti)-Yy 1c„ Tz.
ADegen Ica lb
Subject: 94-I 6 - 1 _ , F- M ( i. i/ Job Number. AlOD`d UZ7. 00
Job: 5tjArt..j , tfL-
Vi t ti N gryA cr-cf - c.la-trL CenhUcc - rcni Ay Tor' cF 5 -fiLLF
To Vi1 c I ti' }-t 1,JSrn)c Ai Loacrnci\) o
54/-4.1-) To
9Turs
By: CA
Checked By:
. 5,ox y -s ZSI> t zsx
itc
Date: tail 10-1
Section: J111
Page 1/ of
t,= O,6Yis ri`�7Qb
M' 5 - inikc Z �so,Q4� -{4
szzib aC 0.7 (A 7 5 G6t-eb
9Tt.t7 16" o. C_ 1`-
io 7(4,b GA-
CALL_ (- A!7 cf.) 9rur>
'4 6, 6. 4/ 9 ", / C r4.0
J/vCLu y � UN 1C LS4 = 6. c> LP
,-1, G so J' - 7_ 15
14
h.-1,, . '',o C •��,
u r Ad astable Super Erecte, Super Erects® gwikSLOT M
(178mm) (6mm)
SASES25BP -1
SASES50BP -1
It is recommended that a donut bumper be
specified to cover any spaces between the
post and the bolt plate anchor pipe. Specify
the donut bumper to match the post type.
SAQHD25BP -1
SAQHD50BP -1
MetroMax Q 09 /HD Super
SAQHD25BP -2
SAQHD50BP -2
SASES25BP -4
SASES50BP -4
SES, SASE, QS = 9992DB
SES HD = 9992H
MetroMax Q = 9992DBX
SAQHD25BP -4
SAQHD50BP -4
• • • • _
_ SASES25BP -1
SAS 25 = ' -
= -. '.tio
• .
4
Dimensions W x L
One -post bolt plate, 1/4"
wo -pas • • • ate,
in.
2 x 7 x 1 / 4
/ x 11 x 4
mm
73 x 178 x 6
3 x 27 • x •
SASES25BP -4
Four -post bolt, plate, 1/4"
2 x 11 x 1 / 4
11 x 11 x 1 / 4
279 x 279 x 6
Four -post bolt plate, 1/4"
1
11 x 11 x 1 / 4
279 x 279 x 6
SASES50BP -1
---...
One -post bolt plate, 1/2"
wo -post salt plate, 1
4
••■••••-
x 12 x 1 / 2
178 x 178 x 13
1 8 x I x 13
SASES50BP -4
Four -post bolt plate, 1/2"
1
12 x 12 x 1 /2
305 x 305 x 13
Part Number
SAQHD25BP -1
Description
One -post bolt plate, 1/4"
1 v.
Dimensions W x Lx H
in.
2 x 7 x 1 / 4
mm
73 x 178 x 6
SAQHD25BP -2
Two -post bolt plate, 1/4"
2
2 x 11 x 1 / 4
73 x 279 x 6
SAQHD25BP -4
Four -post bolt plate, 1/4"
1
11 x 11 x 1 / 4
279 x 279 x 6
SAQHD5OBP -1
One -post bolt plate, 1/2"
4
7 x 7 x 1 / 2
178 x 178 x 13
SAQHD5OBP -2
Two -post, 1/2" bolt plate
2
7 x 12 x 1 /2
178 x 305 x 13
SAQHD5OBP -4
Four -post, 1/2" bolt plate
1
12 x 12 x
305 x 305 x 13
A
Example A requires one
1 -post starter kit,
(ie. SASES25BP -1).
SEISMIC SIIEIVINC SYSTEMS
Super Erecta® (SES), Super Adjustable Super Erecta 2"" (SASE),
gwikSlott` (QS), HD Super (HD), MetroMax Q® (Q)
OSHPD Preapproved Bolt Plate Kits:
For 1" diameter SES, SASE, and QS stationary post assemblies. Kit includes plate assem-
blies and hardware to mount plates to posts. Floor anchors are not included.
For 1.5" diameter HD and trilobal Q stationary post assemblies. Kit includes plates and
hardware to mount plates to posts. Floor anchors are not included.
4 =j °1
B
r
Example B requires one 1 -post starter kit,
(ie. SASES25BP -1) and one 2 -post adder kit,
(ie. SASES25BP -2).
Include one additional adder kit for each
subsequent shelving unit added to the run.
C
Approved
Fixed Equipment
Anchorage
California Office
of Statewide
Health Planning
and
Development
OPA -0556
Required
Components:
To meet require-
ments for preap-
proval, simply add
floor bolt - plates
to standard Metro
stationary shelving
configurations
and follow the
installation and
usage guidelines.
Just
add
floor
plates
Example C requires one 1 -post starter kit,
(ie. SASES25BP -1), two 2 -post adder kits
(ie. SASES25BP -2), and one 4 -post adder kit,
(ie. SASES25BP -4). Include one of each adder
kit, (ie. one 2 -post kit and one 4 - post kit), for
each additional pair of shelving units.
EI'UHT'
ICC Evaluation Service, Inc. Business/Regional ff
I O' 5360 Workman Ma Road, W hittier , California 90601' (562) X
) 699-0543
W W W. Service,
.O rq tonal Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800
Regional Office • 4051 West Flossmaor Road, Country Club Hills, Illinois 60478 • (708)799 -2305
DIVISION: 03— CONCRETE
Section: 03151 — Concrete Anchoring
REPORT HOLDER:
HILTI, INC.
5400 SOUTH 122 EAST AVENUE
TULSA, OKLAHOMA 74146
(800) 879 -8000
www.us.hilti.com
HiltiTechEno@us.hilti.com
EVALUATION SUBJECT:
HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL
ANCHORS IN CONCRETE
1.0 EVALUATION SCOPE
Compliance with the following codes:
• 2006 International Building Code (IBC)
• 2006 International Residential Code (IRC)
• 1997 Uniform Building CodeTM (UBC)
Property evaluated:
Structural
2.0 USES
The Hilti Kwik Bolt TZ anchor (KB -TZ) is used to resist static,
wind, and seismic tension and shear loads in cracked and
uncracked normal- weight concrete and structural sand
lightweight concrete having a specified compressive strength,
f . of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and
cracked and uncracked normal- weight or structural sand
lightweight concrete over metal deck having a minimum
specified compressive strength, f', of 3,000 psi (20.7 MPa).
The anchoring system is an alternative to cast -in -place
anchors described in Sections 1911 and 1912 of the IBC and
Sections 1923.1 and 1923.2 of the UBC. 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
KB -TZ anchors are torque - controlled, mechanical expansion
anchors. KB -TZ anchors consist of a stud (anchor body),
wedge (expansion elements), nut, and washer. The anchor
(carbon steel version) is illustrated in Figure 1. The stud is
manufactured from carbon or stainless steel materials with
corrosion resistance equivalent to Type 304 stainless steel.
Carbon steel KB -TZ anchors have a minimum 5 pm (0.00002
inch) zinc plating. The expansion elements for the carbon and
stainless steel KB-TZ anchors are fabricated from stainless
steel with corrosion resistance equivalent to Type 316
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, Inc., express or implied, as to any
finding or other matter in this report, or as to any product covered by the report.
Copyright 0 2007
Reissued September 1, 2007
This report is subject to re- examination in two years.
stainless steel. The hex nut for carbon steel conforms to
ASTM A 563 -04, Grade A, and the hex nut for stainless steel
conforms to ASTM F 594.
The anchor body is comprised of a high - strength rod
threaded at one end and a tapered mandrel at the other end.
The tapered mandrel is enclosed by a three - section
expansion element which freely moves around the mandrel.
The expansion element movement is restrained by the
mandrel taper and by a collar. The anchor is installed in a
predrilled hole with a hammer. When torque is applied to the
nut of the installed anchor, the mandrel is drawn into the
expansion element, which is in turn expanded against the wall
of the drilled hole.
Installation information and dimensions are set forth in
Section 4.3 and Table 1.
Normal- weight and structural lightweight concrete must
conform to Sections 1903 and 1905 of the IBC and UBC.
4.0 DESIGN AND INSTALLATION
4.1 Strength Design:
4.1.1 General: Design strengths must be determined in
accordance with ACI 318 -05 Appendix D and this report.
Design parameters are provided in Tables 3 and 4. Strength
reduction factors 0 as given in ACI 318 D.4.4 must be used
for load combinations calculated in accordance with Section
1605.2.1 of the IBC or Section 1612.2 of the UBC. Strength
reduction factors 0 as given in ACI 318 D.4.5 must be used
for load combinations calculated in accordance with ACI 318
Appendix C or Section 1909.2 of the UBC. Strength reduction
factors 0 corresponding to ductile steel elements may be
used. An example calculation is provided in Figure 6.
4.1.2 Requirements for Static Steel Strength in Tension:
The steel strength in tension must be calculated in
accordance with ACI 318 D.5.1. The resulting N values are
provided in Tables 3 and 4 of this report.
4.1.3 Requirements for Static Concrete Breakout
Strength in Tension: The basic concrete breakout strength
in tension must be calculated according to ACI 318 Section
D.5.2.2, using the values of h and k„ as given in Tables 3
and 4 in lieu of h and k, respectively. The nominal concrete
breakout strength in tension in regions where analysis
indicates no cracking in accordance with ACI 318 Section
D.5.2.6 must be calculated with 'P given in Tables 3 and
4. For carbon steel KB -TZ installed in the soffit of structural
sand lightweight or normal- weight concrete on steel deck floor
and roof assemblies, as shown in Figure 5, calculation of the
concrete breakout strength may be omitted. (See Section
4.1.5.)
4.1.4 Requirements for Critical Edge Distance: In
applications where c< c and supplemental reinforcement to
control splitting of the concrete is not present, the concrete
rs M..dierrwea..
r.mecsasiricani
Page 1 of 14
CODE
ACI 318 D.3.3.
SEISMIC REGION
CODE EQUIVALENT
DESIGNATION
IBC and IRC
Moderate or high
seismic risk
Seismic Design
Categories
C, D, E, and F
UBC
Moderate or high
seismic risk
Seismic Zones
2B, 3, and 4
breakout strength in tension for uncracked concrete,
calculated according to ACI 318 Section D.5.2, must be
further multiplied by the factor W as given by the following
equation:
4.
C
W CP N =
ac
whereby the factor WCP.N need not be taken as less
than 1 he' . For all other cases, W CPN = 1.0. Values for the
critical edge distance c must be taken from Table 3 or Table
4.1.5 Requirements for Static Pullout Strength in
Tension: The pullout strength of the anchor in cracked and
uncracked concrete, where applicable, is given in Tables 3
and 4. In accordance with ACI 318 Section D.5.3.2, the
nominal pullout strength in cracked concrete must be
calculated according to the following equation:
C Nwi.►c = N p .cr 2,500 (I b, psi)
N pn. t c = N 1.0 , —c (N, MPa)
17.2
In regions where analysis indicates no cracking in
accordance with ACI 318 Section D.5.3.6, the nominal pullout
strength in tension must be calculated according to the
following equation:
Npn,re = Np." 2,500 (Ib, psi)
N„, N p.una ` ( N, MPa)
17.2
(1)
(2)
(3)
Where values for N or N not provided in Table 3
or Table 4, the pullout strength in tension need not be
evaluated.
The pullout strength in cracked concrete of the carbon steel
KB -TZ installed in the soffit of sand lightweight or normal -
weight concrete on steel deck floor and roof assemblies, as
shown in Figure 5, is given in Table 3. In accordance with ACI
318 Section D.5.3.2, the nominal pullout strength in cracked
concrete must be calculated according to Eq. (2), whereby
the value of N p , deC1c.0 , must be substituted for N The use of
stainless steel KB -TZ anchors installed in the soffit of
concrete on steel deck assemblies is beyond the scope of
this report. In regions where analysis indicates no cracking in
accordance with ACI 318 Section D.5.3.6, the nominal pullout
strength in tension may be increased by WC.N as given in
Table 3. W is 1.0 for all cases. Minimum anchor spacing
along the flute for this condition must be the greater of 3.0h
or 1 times the flute width.
4.1.6 Requirements for Static Steel Shear Capacity V,: In
lieu of the value of V as given in ACI 318 Section D.6.1.2(c),
the values of V given in Tables 3 and 4 of this report must be
used. The shear strength Vs.dea as governed by steel failure
of the KB -TZ installed in the soffit of structural sand
lightweight or normal- weight concrete on steel deck floor and lc
roof assemblies, as shown in Figure 5, is given in Table 3.
4.1.7 Requirements for Static Concrete Breakout
Strength of Anchor in Shear, Vc, or Viceg: Static concrete
breakout strength shear capacity must be calculated in
accordance with ACI 318 Section D.6.2 based on the values
provided in Tables 3 and 4. The value of l used in ACI 318
Equation (D -24) must taken as no greater than heF
4.1.8 Requirements for Static Concrete Pryout Strength
of Anchor in Shear, V or V ,, • Static concrete pryout
strength shear capacity must be calculated in accordance
with ACI 318 Section D.6.3, modified by using the value of k,,
provided in Tables 3 and 4 of this report and the value of N
or N, as calculated in Section 4.1.3 of this report. For
anchors installed in the soffit of structural sand lightweight or
normal- weight concrete over profile steel deck floor and roof
assemblies, as shown in Figure 5, calculation of the concrete
pry-out strength in accordance with ACI 318 Section D.6.3 is
not required.
4.1.9 Requirements for Minimum Member Thickness,
Minimum Anchor Spacing and Minimum Edge Distance:
In lieu of ACI 318 Section D.8.3, values of c and s as
given in Tables 2 and 3 of this report must be used. In lieu of
ACI 318 Section D.8.5, minimum member thicknesses h
given in Tables 3 and 4 of this report must be used. Additional
combinations for minimum edge distance c spacing s
may be derived by linear interpolation between the given
boundary values. (See Figure 4.) The critical edge distance
at corners must be minimum 4h in accordance with ACI 318
Section D.8.6.
4.1.10 Requirements for Seismic Design: For load
combinations including earthquake, the design must be
performed according to ACI 318 Section D.3.3 as modified by
Section 1908.1.16 of the IBC, as follows:
The nominal steel strength and the nominal concrete
breakout strength for anchors in tension, and the nominal
concrete breakout strength and pryout strength for anchors in
shear, must be calculated according to ACI 318 Sections D.5
and D.6, respectively, taking into account the corresponding
values given in Tables 3 and 4. The anchors comply with ACI
318 D.1 as ductile steel elements and must be designed in
accordance with ACI 318 Section D.3.3.4 or D.3.3.5. The
nominal pullout strength Np,sers and the nominal steel strength
for anchors in shear V must be evaluated with the values
given in Tables 3 and 4. The values of Npses must be adjusted
for concrete strength as follows:
C
N = Np. seis 2,500 (Ib, psi)
Nps,,s.rc = Npses 17.2 (N, MPa)
(4)
If no values for N or Vs.sed are given in Table 3 or Table
4, the static design strength values govern. (See Sections
4.1.5 and 4.1.6.)
4.1.11 Structural Sand Lightweight Concrete: When
structural lightweight concrete is used, values determined in
REFERENCE FOR STRENGTH
REDUCTION FACTORS
a
Including
Seismic
Excluding
Seismic
ACI 318 Section D.4.4
1.1
1.4
ACI 318 Section D.4.5
1.2
1.55
t
ti
accordance with ACI 318 Appendix D and this report must be
modified by a factor of 0.60.
4.1.12 Structural Sand Lightweight Concrete over Metal
Deck: Use of structural sand lightweight concrete is allowed
in accordance with values presented in Table 3 and
installation details as show in Figure 5.
4.2 Allowable Stress Design:
4.2.1 General: Design resistances for use with allowable
stress design load combinations calculated in accordance
with Section 1605.3 of the IBC and Section 1612.3 of the
UBC, must be established as follows:
R = _q (5)
kkow.as - a
where Rd = • Rk represents the limiting design strength in
tension (bN„) or shear (OV „) as calculated according to ACI
318 Sections D.4.1.1 and D.4.1.2 and Section 4.1 of this
report. For load combinations including earthquake, the value
Rd in Equation (5) must be multiplied by 0.75 in accordance
with ACI 318 Section D.3.3.3. Limits on edge distance,
anchor spacing and member thickness, as given in Tables 3
and 4 of this report, must apply. Allowable service loads for
single anchors in tension and shear with no edge distance or
spacing reduction are provided in Tables 6 through 9, for
illustration. These values have been derived per Equation (5)
using the appropriate strength reduction factors Ofrom Tables
3 and 4 and the a factors provided in Section 4.2 of this
report.
The value of a must be taken as follows:
4.2.2 Interaction: In lieu of ACI 318 D.7.1, D.7.2 and D.7.3,
interaction must be calculated as follows:
For shear loads V s 0.2 • Vdn„w.ASa the full allowable load in
tension Talaw.ASD may be taken.
For tension loads T s 0.2 • T,,, the full allowable load
in shear V may be taken.
For all other cases:
T V
+ s 1.2 (6)
T adow,ASD V allow.ASD
4.3 Installation:
Installation parameters are provided in Table 1 and in Figure
2. The Hilti KB -TZ must be installed according to
manufacturer's published instructions and this report. Anchors
must be installed in holes drilled into the concrete using
carbide- tipped masonry drill bits complying with ANSI
B212.15 -1994. The nominal drill bit diameter must be equal
to that of the anchor. The drilled hole must exceed the depth
of anchor embedment by at least one anchor diameter to
permit over - driving of anchors and to provide a dust collection
area as required. The anchor must be hammered into the
predrilled hole until at least four threads are below the fixture
surface. The nut must be tightened against the washer until
the torque values specified in Table 1 are achieved. For
installation in the soffit of concrete on steel deck assemblies,
the hole diameter in the steel deck not exceed the diameter
of the hole in the concrete by more than '4 inch (3.2 mm). For
member thickness and edge distance restrictions for
installations into the soffit of concrete on steel deck /
assemblies, see Figure 5.
4.4 Special Inspection:
Special inspection is required, in accordance with Section
1704.13 of the IBC and Section 1701.5.2 of the UBC. The
special inspector must be on the jobsite continuously during
anchor installation to verify anchor type, anchor dimensions,
concrete type, concrete compressive strength, hole
dimensions, hole cleaning procedures, anchor spacing, edge
distances, concrete thickness, anchor embedment, and
tightening torque.
5.0 CONDITIONS OF USE
The Hilti KB -TZ anchors described in this report comply with
the codes listed in Section 1.0 of this report, subject to the
following conditions:
5.1 Anchor sizes, dimensions and minimum embedment
depths are as set forth in this report.
5.2 The anchors must be installed in accordance with the
manufacturer's published instructions and this report. In
case of conflict, this report governs.
5.3 Anchors must be limited to use in cracked and
uncracked normal- weight concrete and structural sand
lightweight concrete having a specified compressive
strength, f , of 2,500 psi to 8,500 psi (17.2 MPa to 58.6
MPa), and cracked and uncracked normal- weight or
structural sand lightweight concrete over metal deck
having a minimum specified compressive strength, f
of 3,000 psi (20.7 MPa).
5.4 The values of f , used for calculation purposes must not
exceed 8,000 psi (55.1 MPa).
5.5 Loads applied to the anchors must be adjusted in
accordance with Section 1605.2 of the IBC and
Sections1612.2 or 1909.2 of the UBC for strength
design, and in accordance with Section 1605.3 of the
IBC and Section 1612.3 of the UBC for allowable stress
design.
5.6 Strength design values must be established in
accordance with Section 4.1 of this report.
53 Allowable design values are established in accordance
with Section 4.2.
5.8 Anchor spacing and edge distance as well as minimum
member thickness must comply with Tables 3 and 4.
5.9 Prior to installation, calculations and details
demonstrating compliance with this report must be
submitted to the code official. The calculations and
details must be prepared by a registered design
professional where required by the statutes of the
jurisdiction in which the project is to be constructed.
5.10 Since an ICC -ES acceptance criteria for evaluating data
to determine the performance of expansion anchors
subjected to fatigue or shock loading is unavailable at
this time, the use of these anchors under such
conditions is beyond the scope of this report.
5.11 Anchors may be installed in regions of concrete where
cracking has occurred or where analysis indicates
cracking may occur (f 1), subject to the conditions of
this report.
5.12 Anchors may be used to resist short-term loading due to
wind or seismic forces, subject to the conditions of this
report.
5.13 Where not otherwise prohibited in the code, KB -TZ
anchors are permitted for use with fire - resistance -rated
construction provided that at least one of the following
conditions is fulfilled:
• Anchors are used to resist wind or seismic forces only.
• Anchors that support a fire - resistance -rated envelope
or a fire- resistance -rated membrane are protected by
approved fire- resistance- rated materials, or have
been evaluated for resistance to fire exposure in
accordance with recognized standards.
• Anchors are used to support nonstructural elements.
5.14 Use of zinc - coated carbon steel anchors is limited to
dry, interior locations.
5.15 Special inspection must be provided in accordance with
Section 4.4.
5.16 Anchors are manufactured by Hilti AG, in Schaan,
Liechtenstein, under a quality control program with
inspections by Underwriters Laboratories Inc. (AA -637).
6.0 EVIDENCE SUBMITTED
6.1 Data in accordance with the ICC -ES Acceptance
Criteria for Mechanical Anchors in Concrete Elements
(AC193), dated January 2007 (ACI 355.2).
6.2 A quality control manual.
7.0 IDENTIFICATION
The anchors are identified by packaging labeled with the
manufacturer's name (Hilti, Inc.) and contact information,
anchor name, anchor size, evaluation report number (ICC -ES
ESR- 1917), and the name of the inspection agency
(Underwriters Laboratories Inc.). The anchors have the letters
KB-TZ embossed on the anchor stud and four notches
embossed into the anchor head, and these are visible after
installation for verification.
TABLE 1 —SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS)
SETTING
INFORMATION
Symbol
Units
Nominal anchor diameter (in.)
3/8
1/2
5/8
314
Anchor O.D.
do
In.
(mm)
0.375
(9.5)
0.5
(12.7)
0.625
(15.9)
0.75
(19.1)
Nominal bit diameter
day
In.
3/8
1/2
5/8
3/4
Effective min.
embedment
het
In.
(mm)
2
(51)
2
(51)
3 -1/4
(83)
3 -1/8
(79)
4
(102)
3 -3/4
(95)
4 -3/4
(121)
Min. hole depth
h.
In.
(mm)
2 -5/8
(67)
2 -5/8
(67)
4
(102)
3 -7/8
(98)
4 -3/4
(121)
4.5/8
(117)
5 -3/4
(146)
Min. thickness of
fastened party
6,
In.
(mm)
1/4
(6)
3/4
(19)
1/4
(6)
3/8
(9)
3/4
(19)
1/8
(3)
1 -5/8
(41)
Installation torque
Thu
ft -lb
(NO
25
(34)
40
(54)
60
(81)
110
(149)
Min. dia. of hole in
fastened part
do
In.
(mm)
7/16
(11.1)
9/16
(14.3)
11/16
(17.5)
13/16
(20.6)
Standard anchor
lengths
In.
(mm)
3
3 -3/4
5
3 -3/4
4 -1/2
5 -1/2
7
4 -3/4
6
8 -1/2
10
5 -1/2
8
10
(76)
(95)
(127)
(95)
(114)
(140)
(178)
(121)
(152)
(216)
(254)
(140)
(203)
(254)
Threaded length
find. dog point)
___
In.
(mm)
7/8
1 -5/8
2 -7/8
1 -5/8
2 -3/8
3 -3/8
4 -7/8
1 -1/2
2 -3/4
5 -1/4
6 -3/4
1 -1/2
4
6
(22)
(41)
(73)
(41)
(60)
(86)
(124)
(38)
(70)
(133)
(171)
(38)
(102)
(152)
Unthreaded length,,
In.
(mm)
2 -1/8
(54)
2 -1/8
(54)
3-1/4
(83)
4
(102)
mandrel
expansion
element
collar
bolt
setting assist
UNC thread
washer
FIGURE 1 — HILTI CARBON STEEL KWIK BOLT TZ (KB - TZ)
hex nut
dog point
The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a
thinner fastening thickness is required, increase the anchor embedment to suit.
Length ID marking
on bolt head
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
Q
R
S
T
U
V
W
Length of
anchor,
tench
(inches)
From
1 ½
2
2 5 4
3
3 5 4
4
4 ½
5
514
6
614
7
714
8
814
9
914
10
11
12
13
14
15
Up to but
nOt
including
2
2 14
3
3 14
4
4 li
5
514
6
61/2
7
7 %4
8
814
9
914
10
11
12
13
14
15
16
tanch
`thread
tunthr
•
t
FIGURE 2 —KB -TZ INSTALLED
hef
t. h'
A
h
TABLE 2— LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS)
FIGURE 3 —BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB -TZ HEAD NOTCH EMBOSSMENT
DESIGN INFORMATION
Symbol
Units
Nominal anchor diameter
3/8
1/2
5/8
3/4
Anchor O.D.
d°
In.
(mm)
0.375
(9.5)
0 5
(12.7)
0.625
(15.9)
0.75
(19.1
Effective min. embedment
h,,
In.
(mm)
2
(51)
2
(51)
3-1/4
(83)
3-1/8
(79)
4
(102)
3-3/4
(95)
4 -3/4
(121)
8
(203)
Min. member thickness
h.*,
In.
(mm)
4
(102)
5
(127)
4
(102)
6
(152)
6
(152)
8
(203)
5
(127)
6
(152)
8
(203)
6
(152)
8
(203)
Critical edge distance
c,c
In.
(mm)
4 -3/8
(111)
4
(102)
5-1/2
(140)
4 -1/2
(114)
7 -1/2
(191)
6
(152)
6-1/2
(165)
8 -3/4
(222)
6-3/4
(171)
10
(254)
8
(203)
9
(229)
Min. edge distance
c,,,N,
In.
(mm)
2- /2
(64)
2 -3/4
(70)
2-3/8
(60)
3 -5/8
(92)
3-1/4
(83)
4-3/4
(121)
4 -1/8
(105)
8 -7/8
(225)
for s 2
In.
(mm)
5
(127)
5-3/4
(146)
5 -3/4
(146)
6-1/8
(156)
5 -7/8
(149)
10-1/2
(267)
Min. anchor spacing
s,,,,,,
In.
(mm)
2 -1/2
(64)
2 -3/4
(70)
2 -3/8
(60)
3-1/2
(89)
3
(76)
5
(127)
4
(102)
7-3/4
(197)
5 -3/4
(146)
for c 2
In.
(mm)
3-5/8
(92)
4-1/8
(105)
3-1/2
(89)
4 -3/4
(121)
4 -1/4
(108)
9 -1/2
(241)
Min. hole depth in concrete
ho
In.
(mm )
2 -5/8
(67)
2 -5/8
(67)
4
(102)
3-7/8
(98)
4 -3/4
(121)
4 -5/8
(117)
Min. specified yield strength
/r
lb/in
(N/mm
100,000
(690)
84,800
(585)
84,800
(585)
84,800
(585)
Min. specified ult. strength
/,
Ib/in
(N/mm
125,000
(862)
106,000
(731)
106,000
(731)
106,000
(731)
Effective tensile stress area
A.
In
(mm)
0.052
(33.6)
0.101
(65.0)
0.162
(104.6)
0.237
(152.8)
Steel strength In tension
N°
lb
(kN)
6,500
(28.9)
10,705
(47.6)
17,170
(76.4)
25,120
(111.8)
Steel strength in shear
V,
lb
(kN)
3,595
(16.0)
6,405
(28.5)
10,555
(47.0)
15,930
(70.9)
Steel strength in shear,
seismic
V ' ° ' B
lb
(kN)
2,255
(10.0)
6,405
(28.5)
10,555
(47.0)
14,245
(63.4)
Steel strength in shear,
concrete on metal deck`
V °.deck
lb
(kN)
2130
(9.5)
3,000
(13.3)
4,945
(22)
4,600
(20.5)
6,040
(26.9)
NP
NP
Pullout strength uncracked
concrete
N v'""`
lb
(kN)
2,515
(11.2)
NA
5,515
(24.5)
NA
9,145
(40.7)
8,280
(36.8)
10,680
(47.5)
Pullout strength cracked
concrete
NAG{
lb
(kN)
2,270
(10.1)
NA
4,915
(21.9)
NA
NA
NA
NA
Pullout strength concrete on
metal deck
N0
lb
(kN)
1,460
(6.5)
1,460
(6.5)
2,620
(11.7)
2,000
(8.9)
4,645
(20.7)
NP
NP
Anchor category'
1
Effectiveness factor k uncracked concrete
24
Effectiveness factor /k, cracked concrete
17
‘Pc,e= kuncika
1.41
Coefficient for pryout strength, k
1.0 I
2.0
Strength reduction factor 0 for tension, steel
failure modes
0.75
Strength reduction factor 0 for shear, steel failure
modes
0.65
Strength reduction 0 factor for tension, concrete
failure modes or pullout, Condition B"
0.65
Strength reduction 0 factor for shear, concrete
failure modes, Condition B"
0.70
TABLE 3- DESIGN INFORMATION
F or St: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units: 1 mm = 0.03937 inches.
'See Fig. 2.
2 For structural light- weight concrete over metal deck, see Figure 5.
3 See Section 4.1.10 of this report.
'See Section 4.1.6. NP (not permitted) denotes that the condition is not supported by this report.
% See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design.
° See Section 4.1.5 of this report. NP (not permitted) denotes that the condition is not supported by this report. Values are for cracked concrete. Values are applicable to
both static and seismic load combinations.
'See ACI 318 Section D.4.4.
° See ACI 318 -05 Section D.5.2.2.
° See ACI 318 -05 Section 0.52.6.
10 The KB-TZ is a ductile steel element as defined by ACI 318 Section D.1.
11 For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318 -05 Section D.4.4 is not
provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
z
DESIGN INFORMATION
Symbol
Units
Nominal anchor diameter
3/8
1/2
5/8
3/4
Anchor O.D.
do
in.
(mm)
0.375
(9.5)
0.5
(12.7)
0.625
(15.9)
0.75
(19.1
Effective min. embedment'
ha
in.
(mm)
2
(51)
2
(51)
3-1/4
(83)
3-1/8
(79)
4
(102)
3-3/4
95)
43/4
(121)
Min. member thickness
h,,„„
in.
(mm)
4
(102)
5
(127)
4
(102)
6
(152)
6
(152)
8
(203)
5
(127)
6
(152)
8
(203)
6
(152)
8
(203)
8
(203)
Critical edge distance
c�
in.
(mm)
4-3/8
(111)
3-7/8
(98)
5-1/2
(140)
4-1/2
(114)
7 -1/2
(191)
6
(152)
7
(178)
8-7/8
(225)
6
(152)
10
(254)
7
(178)
9
(229)
Min. edge distance
A
in.
(mm)
2- /2
(84)
2 -7/8
(73)
2 -1/8
(54)
3-1/4
(83)
2 3/8
(60)
4 -1/4
(108)
4
(102)
for 2
in.
(mm)
5
(127)
5 -3/4
(146)
5 -1/4
(133)
5-1/2
(140)
5 -1/2
(140)
10
(254)
8 -1/2
(216)
Min. anchor spacing
s
in.
(mm)
2 -1/4
(57)
2 -7/8
(73)
2
(51)
2 -3/4
(70)
2 -3/8
(60)
5
(127)
4
(102)
7
(178)
5 -3/4
(146)
for ca
in.
(mm)
3-1/2
(89)
4 -1/2
(114)
3-1/4
(83)
4 -1/8
(105)
4 -1/4
(108)
9 -1/2
(241)
Min. hole depth in concrete
ho
in.
(mm)
2 -5/8
(67)
2 -5/8
(67)
4
(102)
3-7/8
(98)
4-3/4
(121)
4 -5/8
(117)
Min. specified yield strength
f Y
lb/in
(N/mm
92,000
(634)
92,000
(634)
92,000
(634)
76,125
(525)
Min. specified ult. Strength
f„
IbM`
(N /mm )
115,000
(793)
115,000
(793)
115,000
(793)
101,500
(700)
Effective tensile stress area
As„
in
(mm)
0.052
(33.6)
0.101
(65.0)
0.162
(104.6)
0.237
(152.8)
Steel strength in tension
N8
lb
(kN)
5,968
(26.6)
11,554
(51.7)
17,880
(82.9)
24,055
(107.0)
Steel strength in shear
V,
lb
(kN)
4,870
(21.7)
6,880
(30.6)
11,835
(52.6)
20,050
(89.2)
Pullout strength in tension,
seismic2
N
lb
(kN)
NA
2,735
(12.2)
NA
NA
NA
Steel strength In shear,
seismic2
V. b
lb
(kN)
2,825
(12.6)
6,880
(30.6)
11,835
(52.6)
14,615
(65.0)
Pullout strength uncracked
concrete
N
°
lb
(kN)
2,630
(11.7)
NA
5,760
(25.6)
NA
NA
12,040
(53.6)
Pullout strength cracked
concrete
N °
lb
(kN)
2,340
(10.4)
3,180
(14.1)
NA
NA
5,840
(26.0)
8,110
(36.1)
NA
Anchor category`
1
Effectiveness factor k,,,,„ uncracked concrete
24
Effectiveness factor k„, cracked concrete
17
24
17
17
17
24
17
wc.N = kuncikr
1.41
1.00
1.41
1.41
1.41
1.00
1.41
Strength reduction factor 0 for tension, steel
failure modes'
0.75
Strength reduction factor 0 for shear, steel failure
modes'
0.65
Strength reduction 0 factor for tension, concrete
failure modes, Condition B
0.65
Coefficient for pryout strength, k
1.0
2.0
Strength reduction 0 factor for shear, concrete
failure modes, Condition B
0.70
TABLE 4-DESI
For S I : 1 mch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units: 1 mm = 0.03937 inches
'See Fig. 2.
2 See Section 4.1.10 of this report. NA (not applicable) denotes that this value does not control for design.
'See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design.
`See ACI 318 -05 Section 0.4.4.
5 See ACI 318 -05 Section D.5.2.2.
See ACI 318-05 Section D.5.2.6.
'The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1.
° For use with the load combinations of ACI 318 -05 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318 -05 Section D.4.4 is
not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
Z7
Nominal
Anchor
Diameter
Embedment
Depth he,
(in.)
Concrete Compressive Strength
f c = 2,500 psi
fc = 3,000 psi
fc = 4,000 psi
fc = 6,000 psi
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
3/8
2
1,168
1,221
1,279
1,338
1,477
1,545
1,809
1,892
1/2
2
1,576
1,576
1,726
1,726
1,993
1,993
2,441
2,441
31/4
2,561
2,674
2,805
2,930
3,239
3,383
3,967
4,143
5/8
31/8
3,078
3,078
3,372
3,372
3,893
3,893
4,768
4,768
4
4,246
4,457
4,651
4,883
5,371
5,638
6,578
6,905
3/4
3 3/4
3,844
4,046
4,211
4,432
4,863
5,118
5,956
6,268
4 3/4
4,959
5,590
5,432
6,124
6,272
7,071
7,682
8,660
Concrete condition
carbon steel KB -TZ, all diameters
stainless steel KB -TZ, all diameters
uncracked concrete
700
120
cracked concrete
500
90
f�
Sdesign Cd J9
•
1111 ills
1
ht h„ , „
S design
or SI: 1 Ibf = 4. N, 1 psi = 0.00689 MPa For pound -inch units: 1 mm = 0.03937 inches
Cmin at s 2
hmin
•
C design
FIGURE 4- INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING
edge distance c
TABLE 5-MEAN AXIAL STIFFNESS VALUES 11 FOR KB-TZ CARBON AND STAINLESS STEEL ANCHORS IN
NORMAL-WEIGHT CONCRETE (10
'Mean values shown, actual stiffness may vary considerably depending on concre e strength, loading and geometry of application.
TABLE 6 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC TENSION (ASD), NORMAL - WEIGHT
UNCRACKED CONCRETE, CONDITION B (pounds)
'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318 -05 and
conversion to ASD in accordance with Section 4.2.1 Eq. (5) of this report is required.
2 Values are for normal weight concrete. For sand - lightweight concrete, multiply values by 0.60.
'Condition B applies where supplementary reinforcement in conformance with ACI 318 -05 Section D.4.4 is not provided, or where pullout or
pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
it/
Nominal
Anchor
Diameter
Embedment
Depth h
(in.)
Concrete Compressive Strength
fc = 2,500 psi
fc = 3,000 psi
fc = 4,000 psi
fc = 6,000 psi
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
3/8
2
1,054
1,086
1,155
1,190
1,333
1,374
1,633
1,683
1/2
2
1,116
1,476
1,223
1,617
1,412
1,868
1,729
2,287
31/4
2,282
2,312
2,500
2,533
2,886
2,925
3,535
3,582
5/8
31/8
2,180
2,180
2,388
2,388
2,758
2,758
3,377
3,377
4
3,157
2,711
3,458
2,970
3,994
3,430
4,891
4,201
3/4
3 3/4
2,866
3,765
3,139
4,125
3,625
4,763
4,440
5,833
43/4
4,085
4,085
4,475
4,475
5,168
5,168
6,329
6,329
Nominal
Anchor
Diameter
Allowable Steel Capacity, Static Shear
Carbon Steel
Stainless Steel
3/8
1,669
2,661
1/2
2,974
3,194
5/8
4,901
5,495
3/4
7,396
9,309
TABLE 7 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC TENSION (ASD), NORMAL - WEIGHT
1 CRACKED CONCRETE, CONDITION B (pounds)1'2' 3
or SI: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa For pound -inch units: 1 mm = 0.03937 inches
'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318 -05 and
conversion to ASD in accordance with Section 4.2.1 Eq. (5) is required.
2 Values are for normal weight concrete. For sand - lightweight concrete, multiply values by 0.60.
3 Condition B applies where supplementary reinforcement In conformance with ACI 318 -05 Section D.4.4 is not provided, or where pullout or
pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
TABLE 8 -KB -TZ CARBON AND STAINLESS
STEEL ALLOWABLE STATIC SHEAR LOAD (ASD),
(pounds)'
For SI: 1 Ibf = 4.45 N
'Values are for single anchors with no edge distance or
spacing reduction due to concrete failure.
a��
Nominal
Anchor
Diameter
Embedment
Depth he
(in.)
Concrete Compressive Strength
f c = 2,500 psi
f'c = 3,000 psi
f c = 4,000 psi
f'c = 6,000 psi
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
3/8
2
1,006
1,037
1,102
1,136
1,273
1,312
1,559
1,607
1/2
2
1,065
1,212
1,167
1,328
1,348
1,533
1,651
1,878
31/4
2,178
2,207
2,386
2,418
2,755
2,792
3,375
3,419
5/8
31/8
2,081
2,081
2,280
2,280
2,632
2,632
3,224
3,224
4
3,014
2,588
3,301
2,835
3,812
3,274
4,669
4,010
3/4
3 3/4
2,736
3,594
2,997
3,937
3,460
4,546
4,238
5,568
4 3/4
3,900
3,900
4,272
4,272
4,933
4,933
6,042
6,042
Nominal
Anchor
Diameter
Allowable Steel Capacity, Seismic Shear
Carbon Steel
Stainless Steel
3/8
999
1,252
1/2
2,839
3,049
5/8
4,678
5,245
3/4
6,313
6,477
TABLE 9 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL - WEIGHT
CRACKED CONCRETE, CONDITION B (pounds)
Te
For Si: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa For pound -inch units: 1 mm = 0.03937 inches
'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318 -05 and conversion
to ASD in accordance with Section 4.2.1 Eq. (5) is required.
2 Values are for normal weight concrete. For sand - lightweight concrete, multiply values by 0.60.
3 Condition B applies where supplementary reinforcement in conformance with ACI 318 -05 Section D.4.4 is not provided, or where pullout or
pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
TABLE 10 -KB -TZ CARBON AND STAINLESS
STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD),
(pounds)'
For SI: 1 Ibf = 4.45 N
'Values are for single anchors with no edge distance or
spacing reduction due to concrete failure.
NOMINAL
ANCHOR
DIAMETER
EMBEDMENT
DEPTH, he
(inches)
TENSION
SEISMIC
TENSION
NONSEISMIC
SHEAR
SEISMIC
SHEAR
NONSEISMIC
3/8
2
709
743
944
989
1/2
2
709
743
1,330
1,393
1/2
3-1/4
1,272
1,333
2,192
2,296
5/8
3-1/8
971
1,017
2,039
2,136
5/8
4
2,255
2,362
2,677
2,804
ti
TABLE 11 —KB -TZ CARBON STEEL ALLOWABLE TENSION AND SHEAR LOADS (ASD),
INSTALLED INTO THE UNDERSIDE OF A STRUCTURAL SAND LIGHTWEIGHT CONCRETE OVER METAL DECK SLAB
(pounds)
For SI: 1 plf = 4.45 N, 1 inch =25.4 mm.
'Pullout strength values Np,d are for anchors installed in structural sand lightweight concrete having a minimum 2,500 psi
compressive strength at the time of installation. See Table 3. The values listed in Table 11 have been calculated assuming a
minimum 3,000 psi concrete compressive strength. The pullout strengths may be adjusted for other lightweight concrete
compressive strengths in accordance with Section 4.1.5 using the following reduction equation:
Np.deck.fc = Np.deck
Np.deck.fc = Np.deck
Y (Ib, psi)*
2,500
I1 r (N, MPa)*
7.2
This equation can be used for structural sand lightweight concrete compressive strengths between 2,500 psi and 4,000 psi (17
MPa and 28 MPa).
2 Minimum anchor spacing along the flute shall be the greater of 3.0 he or 1.5 times the flute width in accordance with Section 4.1.4.
3 Anchors in the lower flute may be installed with a maximum 1 -inch offset in either direction. See Figure 5.
4 Allowable seismic tension and shear loads are calculated by multiplying Np,d and V by the strength reduction 0 factor of
0.65, the seismic reduction 0 factor of 0.75 according to ACI 318 D3.3.3, and the dividing by an a of 1.1 in accordance with
Section 4.2.1.
5 Allowable nonseismic tension and shear loads are calculated by multiplying Np,d and V by the strength reduction 0 factor of
0.65 and dividing by an a of 1.4 in accordance with Section 4.2.1. Allowable nonseismic loads are calculated assuming the
lightweight concrete over metal deck is cracked.
ZS/
c J
CO
ZU
i a
z
in
MIN. 3,000 PSI NORMAL OR SAND -
LIGHTWEIGHT CONCRETE
UPPER
FLUTE
(VALLEY)
•
MIN. 20 GAUGE
STEEL W -DECK
LOWER
FLUTE
(RIDGE)
FIGURE 5— INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES
Given:
Two 1 12-inch KB -TZ anchors under A r- t Tan A
static tension load as shown.
s
) N
= ''
1.5 he
h = 3.25 in.
Normal wt. concrete, f = 3,000 psi
No supplementary reinforcing.
A ssume uncracked concrete.
Condition B per ACI 318 D.4.4 c)
Calculate the allowable tension load for
this configuration.
LLLL-.1--1)
I
� r
`'
" �.
, .;
s =6"
°
1.5h e f
i v v•.
:.:..., A -A
Calculation per ACI 318 -02 Appendix D and this report.
Code
Ref.
Report
Ref.
Step 1. Calculate steel capacity. 0 N, = 0 nA ., = 0.75 x 2 x 0.101 x 106,000 = 16,059 lb
Check whether f, is not greater than 1.9f and 125,000 psi.
D.5.1.2
D.4.4 a
a)
Table 3
Step 3. Calculate concrete breakout strength of anchor in tension:
_
Ncbg
D.5.2
§ 4.1.2
§ 4.1.3
NCO Ivec,NY'ed,Nrc,NY'cp,NNb
Step 3a. Verify minimum member thickness, spacing and edge distance:
smin
h = 6 in. 5 6 in. :. ok
2.375 - 5.75
2.375, 5.75
3.5, 2.375
D.8
Table 3
Fig. 4
slope = - 3.0
3.5 - 2.375
For c m;R = 4in
2.375 controls
S min = 5.75 - [(2.375 - 4.0)( -3.0)] = 0.875 < 2.375in < 6in :. ok 0.875
■
4 Cmn
Step 3b. For AN check 1.5h, = 1.5(3.25) = 4.88 in > c 3.0h,, = 3(3.25) = 9.75 in > s
D.5.2.1
Table 3
Step 3c. Calculate Ant and AN for the anchorage: A = 9hN = 9 x (3.25) = 95.1 in
4 = (1.5h„ +c )( 3h,, +s ( = 1.5 3.25 ) +4 ( 3x 3.25 ) +6 = 139.8 in <2•A
D.5.2.1
Table 3
Step 3d. Determine yr, : e = 0 . . 1v ec,N =1
D.5.2.4
-
Step 3e. Calculate Nb: N = k f- h 5 =17 x Ifi,100 x 3.25' = 5,456 lb
D.5.2.2
Table 3
Step 3f. Calculate modification factor for edge distance: =03 + 0.3 - 0.95
D.5.2.5
Table 3
y
1.5(3 25)
Step 3g. wc.N =1.41 (uncracked concrete)
D.5.2.6
Table 3
Step 3h. Calculate modification factor for splitting: K. = max
I.5h
0.65>0.53.. -
1.5(3.25)
c ' 1.5h,f
4
§ 4.1.3
Table 3
c °C
check: 7 55 =0.53; 7 5 - 0.65
controls
c °c
Step 3i. Calculate mN : 'DN 0.65 x 139.8 x 1.00 x 0.95 x 1.41 x 5,456 x 0.65 = 4,539 lb
D.5.2.1
D.4.4 c)
§ 4.1.2
Table 3
95.1
D.5.3.2
D.4.4 c)
§ 4.1.5
Table 3
Step 4. Check pullout strength: Per Table 3, onN,,,,,r = 0.65x2x5,515 lb 3,000 = 7,852 lb >4539 .. OK
2,500
Step 5. Controlling strength: 'DN = 4,539 lb < onNp„ < 0N .. ONE controls
D.4.1.2
Table 3
Step 6. Convert value to ASD: Tallow= 4.539 - 3,242 lb.
-
§ 4.2
l a
d
FIGURE 6- EXAMPLE CALCULATION
DEPARTMENTS:
(,
Division
� PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D07 -429 DATE: 11 -21 -07
PROJECT NAME: SWAROVSKI, STORAGE RACKS
SITE ADDRESS: 636 SOUTHCENTER MALL
X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter #
Revision # After Permit Issued
Public Works n Structural
0
Fire Prevention is,k
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Comments:
TUES/THURS ROU ING:
Please Route Structural Review Required
REVIEWER'S INITIALS:
Documents/routing slip.doc
2 -28-02
Incomplete - C
APPROVALS OR CORRECTIONS:
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Notation:
REVIEWER'S INITIALS:
Planning Division
Permit Coordinator
No further Review Required
DATE:
DATE:
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n
DUE DATE: 12-25-07
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CORRECTION LETTER MAILED:
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