08-1602 (CSCS)P.O. BOX 1504
78-495 CALLE TAMPICO 4
LA QUINTA, CALIFORNIA 9225.3 BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Application Number: C -08T0000160 Owner:
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Property Address: 44075 JEFFERSON ST REGENCY MARINITA LA QUINTA LLC
APN: 604-521-005- - - 36 EXECUTIVE PARK STE 100
Application description: NEW COMML - STORES & CUSTOMER SERVICE' IRVINE, CA 92614
Property Zoning: NEIGHBORHOOD COMMERCIAL (949) 726-6028
Application valuation: 659984
Applicant:
Architect or Engineer:
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I licensed under p is ns of Chapter 9 (commencing with
Section 7000) of Division 3 of the Busines n Profes ' rials C d , and my License is in full force and effect.
License Class: B i n 843378
11
ate: �vl ractor. 4
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
(_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
and who does the work himself or herself through his or her own employees, provided that the
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.).
(_) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
pursuant to the Contractors' State License Law.).
1 _) I am exempt under Sec. , B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address: L\
LQPERMIT
Contractor:
SPEARS CONSTRUC
6005 HIDDEN VAL EY
CARLSBAD, CA 92 11
(760)631-3450
Lic. No.: 843378
DN'�7 2®09
CFiA,OFtA o,...._
Date: 2/09/09
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
_ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
Code, for the performance of the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier STATE FUND Policy Number 1806390-2009
I certify that, in the performance of the work for which this permit is issued, I shall not employ any
person in any manner so as become subject t the workers' compensation laws of California,
and agree that, if I shout' orae subject �fffo_v
�'pensation provisions of Section
/y 37700 of the Labor Co e, I all for 5wi isions.
D ` I —0IETOSCEaCLREWOR
: �II
ate:
WARNING: FAI ERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the
conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose request and for
whose benefit work is performed under or pursuant to any permit issued as a result of this application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees fof any act or omission related to the work being
performed under or following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not commenced -
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
permit to cancellation.
I certify that I have read this application and state that the above information is c rect. I agree to comply with all
city and county ordinances and state laws relating to buildi onstruction, and reby authorize representatives
of this county to enter upon the above-mentioned prope fo inspec ur e
/ gg
Da . �I- o S- atu e (Applicant or Agent): M
Application Number . . . . 08-00001602
------ Structure Information 14690 PHARMACY W/ STOR MEZZ
-----
Other struct info . .
. . . CODE EDITION
2007
FIRE SPRINKLERS
MIXED-USE OCCUPANCY
M
OCCUPANT LOAD
358..00
PATIO SQ FTG
1300.00
1ST FLOOR SQUARE FOOTAGE
12865.00
----------------------------------
2ND FLOOR SQUARE FOOTAGE.
-----------------------------------------
1825.00.
Permit . . . . .
BUILDING PERMIT
Additional desc . .
14690SF CVS PHARMACY STORE
Permit Fee2519.50
Plan Check Fee
1637.68
Issue Date . . . .
Valuation . .
. 659984
Expiration Date
8/08/09
Qty Unit Charge
Per
Extension
BASE FEE
2039.50
160.00 3.0000
----------------------------------------------------------------------------
THOU BLDG 500,001-1,000,000
480.00
Permit . . .
ELEC-NEW COMMERCIAL
Additional desc .
Permit Fee . . . .
308.80 Plan Check Fee
77.20
_ Issue Date _
Valuation . .
. . 0
Expiration Date
8/08/09
Qty Unit Charge
Per
Extension
BASE FEE
15.00
14690.00 .0200
----------------------------------------------------------------------------
ELEC GARAGE OR NON-RESIDENTIAL
293.80
Permit . . . GRADING PERMIT
Additional desc .
Permit Fee . . . .
15.00 Plan Check Fee
.00
Issue Date . . . .
Valuation
0
Expiration Date
8/08/09
Qty Unit Charge
Per
Extension
----------------------------------------------------------------------------
BASE FEE
15.00
Permit . . . MECHANICAL
Additional desc .
Permit Fee
193.00 Plan Check Fee
48.25
Issue Date . . . .
Valuation
0
Expiration Date
8/08/09
LQPERMIT
Application Number . . . 108-00001602
Permit . . ... . . MECHANICAL
Qty Unit Charge Per
Extension
BASE FEE
15.00
6.00 11.0000 EA MECH FURNACE >100K
66.00
6.00 16.5000 EA MECH B/C >3-15HP/>100K-500KBTU 99.00
2.00 6.5000 EA MECH VENT FAN
---------------------------------------- -----------------------------------
13.00
Permit . . . PLUMBING
Additional desc .
Permit Fee . . . . 171.75 Plan Check Fee
42.94
Issue Date . . . Valuation . . .
. 0
Expiration Date 8/08/09
Qty Unit Charge. Per
Extension
BASE FEE
15.00
12.00 6.0000 EA PLB FIXTURE
72.00
1.00 15.0000 EA PLB BUILDING SEWER
15.00
4.00 6.0000 EA •PLB ROOF DRAIN
24.00
1.00 7.5000 EA PLB WATER HEATER/VENT
7.50
1.00 3.0000 EA PLB WATER INST/ALT/REP
3.00
1.00 9'.0000 EA PLB LAWN SPRINKLER SYSTEM
9.00
1.00 7.5000 EA PLB OTHER BACKFLOW <=2 INCH
7.50
5.00 .7500 EA PLB GAS PIPE >=5
3.75
- 1.00 15.0000 EA PLB GAS METER
15.00
----------------------------------------------------------------------------
Special Notes and Comments
CVS PHARMACY RETAIL BUILDING. "M"
OCCUPANCY, 12,865 SF & 1,825 SF
MEZZANINE, TYPE VB CONSTRUCTION W/
SPRINKLER INCREASE FOR ALLOWABLE AREA
(9,000 + 9,000 X 2 = 27,000 SF PER
FLOOR] 2007 CODES, 2006 DIF **SEPARATE
PERMITS REQUIRED FOR TEMPORARY POWER,
BLOCK WALLS, TRASH ENCLOSURE AND SITE
LIGHTING.**
----------------------------------------------------------------------------
Other Fees . . . . . . . ACCESSIBILITY PLAN REVIEW
163.77
ART IN PUBLIC PLACES -COM
3279.92
DIF CIVIC CENTER - COMM
.4730.18
ENERGY REVIEW FEE
163.77
DIF FIRE PROTECTION -COMM
661.04
STRONG MOTION (SMI) - COM
138.59
DIF STREET MAINT FAC -COMM
1557.14
DIF TRANSPORTATION - COMM
44642.91
Fee summary Charged Paid Credited
Due
LQPERMIT
Application Number
. . .
08-00001602
----
'Permit Fee Total
----------
3208.05
--- - ----------
.00
.00
3208.05
Plan Check Total
1806.07
1200.00
.00
606.07
Other Fee Total
55337.32
.00
.00
55337.32
Grand Total
60351.44
1200.00
.00
59151.44
LQPERMIT
At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5
00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho
mes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason:
EXEMPTION NOT APPLICABLE
This certifies that school facility fees imposed pursuant to
Education Code Section 17620 and Government Code 65995 Et Seq.
in the amount of $0.47 X 15,990 S.F. or $7,515.30 have been paid for the property listed above and that
building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued.
Fees Paid By CC/City
National Bank - Holly Grzywacz
CERTIFICATE OF COMPLIANCE
30089501
Name on the check
Desert Sands Unified School District
4w�2�IYC-
47950 Dune Palms Road
Q BERMUDA DUNES O
Date
2/9/09
La Quinta, CA 92253
rn RANCHO MIRAGE
N INDIAN WELLS
No.
30294
(760) 771-8515
�� F QDESERT
�yQ
Payment Recd
e $0.00 -
INDIO yrs
$7,515.30
C'er�lJnder
O
Owner
Regency Marinita - La Quinta, LLC APN #
604-521-004-8
Address
36 Executive Place #100
Jurisdiction
La Quinta
City
Irvine Zip 92614
Permit #
Tract #
No. of Units
1
Type
Commercial
Lot # No. Street
S.F. Lot # No.
Street S.F.
Unit 1
44075 Jefferson Street 15990 Unit 6
Unit 2
Unit 7
Unit 3
Unit 8
Unit 4
Unit 9
Unit 5
Unit 10
Comments CVS Pharmacy
At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5
00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho
mes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason:
EXEMPTION NOT APPLICABLE
This certifies that school facility fees imposed pursuant to
Education Code Section 17620 and Government Code 65995 Et Seq.
in the amount of $0.47 X 15,990 S.F. or $7,515.30 have been paid for the property listed above and that
building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued.
Fees Paid By CC/City
National Bank - Holly Grzywacz
Check No.
30089501
Name on the check
Telephone
818-8804400
Funding Commercial
BY Dr. Sharon P. McGehee
Superintendent
Fee collected /exempt
by On Gllvrey
Payment Recd
e $0.00 -
`
$7,515.30
C'er�lJnder
Signature AA,
NOTICE: Pursuant to Government Code Section 20(d)(1), this will rve to notify you that the 90 -day approval period in which you may protest the fees o
r other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which
those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier.
NOTICE: This Document NOT VALID without embossed seal
Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting
S
ti
DOC N 2004-0512326
07/01/2004 08:00A Fee:39.00
MpFjMNA9'IONALMUCOMPM Page 1 of s Doe T Tax Paid
Recorded in Official Records
County of Rlverside
Gary L. Orso
111111111111Assessor, County Clerk 8 Recorder
RECORDING REQUESTED BYAND WHEN RECORDED MAIL TO: 1111111111111111111111111111111111 IN
ggQ_ncy Mari ni to-L.a Quinta, LLC
C/o Regency Centers
5.55 South Flower Street, Suite 3500
L Angeles, CA 0071Attention: Chad
Braithwaite
%XX Sp
A.P.N. 604-521-004-8
Documentary Transfer Tax is not of public record and is shown on a separate sheet
GRANT DEED
31 G
THIS GRANT DEED is made and entered into this d day of 0.A 2004, by
JEFFERSON WARING, LLC, a California limited liability company ("Grantor")-,i&d in favor of
REGENCY MARINITA-LA QUINTA, LLC, a ("Grantee").
Delaware mi e a ty copany
WITNESSETH:
For good and valuable consideration, the receipt and sufficiency of which is hereby
acknowledged, Grantor hereby GRANTS, to Grantee that certain real property in the City of La
Quinta, County of Riverside, State of California (the "Property"), more particularly described as
follows:
LEGAL DESCRIPTIOMIS ATTACHED HERETO AS EXHIBIT A AND
INCORPORATED HEREIN BY THIS REFERENCE.
SUBJECT TO the following:
(a) all liens, encumbrances, easements, covenants, conditions, restrictions and other matters
of record; (b) all matters which a correct survey of the Property would disclose; (c) all matters
which could be ascertained by a physical inspection of the Property; (d) a lien not yet delinquent
for taxes for real property and personal property, and any general or special assessments against
the Property; and (e) building and zoning ordinances and regulations and any other laws,
ordinances, or governmental regulations restricting, regulating or relating to the use, occupancy
or enjoyment of the Property.
[Signatures on next page.]
D)�C�s�d�
06276246 11111 DEC -1-7 2008
y
EXECUTED as of the day and year set forth above.
GRANTOR:
JEFFERSON WARING, LLC, a California limited
liability com
By:
Name: "r L.lA.�n
Title: Aj Nno rz2D c�
2 oc
f'
2 oc
STATE OF CALIFORNIA )
ss.
COUNTY OF � M J�a9u' �'+ )
20 200 before me, the undersigned, personally
l= 11Jerd A, 152rkei
personally known to me (or proved to me on the basis or
satisfactory evidence) to be the person(s) whose name(s)
is/are subscribed to the within instrument and acknowledged
to me that he/she/they executed the same in his/her/their
authorized capacity(ies), and that by his/her/their
signatures) on the instrument the person(s), or the entity
upon behalf of which the person(s) acted, executed the
instrument.
WITNESS my hand and official seal.CAROLYNQUIJAI.VO
Comm. # i284844
d , NOTARY PUBUC•CAUFORWA
g SAN 30AOUIN COUO
Notary Public in and ,br said tAy Ccrnmission Expires DEC. 15, 2p(A
County and State
Government Code 27361.7
I certify under the penalty of perjury that the notary seal on this document.reads as
follows:
Name of Notary: CAROLYN QUIJALVO
Date Commission Expires: DEC 15, 2004
County where bond is Filed: SAN JOAQUIN
Commission No.: 1284849
Manufacturer/Vendor No.: MEP -1 '
Place of execution- Newport Beach Date- June 27, 2004
1
EXHIBIT A TO GRANT DEED
DESCRIPTION OF PROPERTY
That certain real property in the City of La Quinta, County of Riverside, State of
California, more particularly described as follows:
A PORTION OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF
SECTION 20, TOWNSHIP 5 SOUTH, RANGE 7 EAST, SAN BERNARDINO BASE AND
MERIDIAN, AS SHOWN BY UNITED STATES GOVERNMENT SURVEY.
SAID PROPERTY IS ALSO SHOWN ON RECORD OF SURVEY'ON FILE IN BOOK 8,
PAGE 8 OF RECORDS OF SURVEY, RIVERSIDE COUNTY, STATE OF CALIFORNIA,
MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENCING AT THE NORTHEAST CORNER OF SAID SECTION 20; THENCE
ALONG THE NORTH SECTION LINE OF SECTION 20, SOUTH 890 28'48" WEST, 80.25
FEET; THENCE SOUTH 00° 31' 12" EAST, 55.00 FEET TO THE TRUE POINT OF
BEGINNING; THENCE RUNNING PARALLEL TO AND 55.00 FEET SOUTH OF THE
NORTH LINE OF SECTION 20, SOUTH 89° 28'48" WEST, 551.92 FEET; THENCE SOUTH
00° 20'20" EAST, 814.54 FEET; THENCE NORTH 89° 31' 36" EAST, 577.00 FEET TO A
POINT 55.00 FEET WEST OF THE EAST LINE OF SECTION 20; THENCE RUNNING
PARALLEL TO AND 55.00 FEET WEST OF THE EAST LINE OF SECTION 20, NORTH 00-
20'20"
0°20'20" WEST, 789.93 FEET, TO THE BEGINNING OF A TANGENT 25.00' RADIUS
CURVE, CONCAVE SOUTHWESTERLY; THENCE NORTHWESTERLY ALONG THE
ARC OF SAID CURVE, THROUGH A CENTRAL ANGLE OF 90° 10'52", A DISTANCE OF
39.35 FEET, TO THE TRUE POINT OF BEGINNING.
Assessor's Parcel No: 604-521-004-8
IRO 1/256591
LIN
RIVERSIDE COUNTY COMMUNITY HEALTH AGENCY
DEPARTMENT OF ENVI.RONME:NTAL HEALTH
FOOD ESTABLISHMENT PLAN APPROVAL NOTICE
Plan Check # 12417 Date 11-10-8
Project Name CVS Pharmacy Address 44-075 Jefferson St. La Quinta
Plans Submitted by Dan Schultz Phone
Owner CVS Pharmacy Address One CVS Dr., Woonsocket RI 02895 Phone None listed
The plans are now approved subject to the conditions listed below and the attached compliance sheet.
1) The concrete floor at the mop area must be sealed with a 2 part epoxy sealer (extend 3' in all directions
from mop sink.
2) The trash enclosure must have smooth and sealed interior walls and sealed concrete floor.
3) Provide a letter from the sewer agency stating that you are exempt from a grease interceptor.
CONSTRUCTION INSPECTIONS: Contact the Plan Checker for a Preliminary Inspection when construction is
approximately 80% complete, with plumbing, rough ventilation, and rough equipment installed. Request for inspection
should be made at least five (5) working days in advance.
A FINAL INSPECTION MUST be made upon completion of ALL work including finished details. APPROVAL to
operate shall not be granted, or remodeled areas approved to operate, until the facility has passed the FINAL
INSPECTION, and "APPLICATION TO OPERATE" has been completed and PERMIT FEES have been paid.
Request for inspection should be made at least five (5) working days in advance.
PLANS CHECKED BY Tracey Ford Phone (760) 863-8287
I acknowledge the corrections noted herein and as indicated on the plans and agree to incorporate them during
construction:
Signature
Company Name.
Date
Corona
Hemet
Indio
Murrieta
Palm Springs
Riverside
2275 S. Main St Suite 204
800 S. Sanderson
47-950 Arabia St "A"
38740 Sky Canyon Dr
2500 N. Palm Canyon Dr
4065 County Cir
(951) 273-9140
(951) 766-2824
(760) 863-8287
(951) 461-0284
(760) 320-1048
(951) 358-5172
Fax (951) 520-8319
Fax (951) 766-7874
Fax (760) 863-8303
Fax (951) 461-0245
Fax (760) 320-1470
Fax (951) 358-5017
Department Web Site — www.riwoeh.ore
DEH -SAN -178 (Rev 2/06)
rte;
COUNTY OF RIVERSIDE, COMMUNITY HEALTH AGENCY
DEPARTMENT OF ENVIRONMENTAL HEALTH
COMPLIANCE GUIDE FOR FOOD ESTABLISHMENTS
DBA: G V' S
JOB ADDRESS: `t-�`� ai �� �z [ °` r(), A
CHECKED BY:
DATE: � I :1®--<�
All work done at the above indicated site must conform to the latest set of Department of
Environmental Health approved plans, the requirements indicated on the plan correction
sheet and this compliance guide.
1: FLOORS
A. Continuous flooring material shall extend up all walls, partitions, toe kicks
or cabinetry a minimum of 4 inches, forming a minimum 3/8inch radius
integral sanitary, cove.
B. Waitress stations, bussing stations, food and beverage serving areas shall have
a continuous, integral coved floor throughout the area and extend a minimum
of 36 inches beyond the equipment in all directions. .
C. Non-skid flooring shall be limited to traffic areas only. Floors under
equipment and coved bases shall be completely smooth.
C.. Where floor drains are utilized, the floor surface shall slope to the floor drains.
2. WALLS
A. Walls shall be smooth, light colored, easily cleanable, non-absorbent.
(Brick, concrete block, rough concrete, rough plaster, grooved paneling,
wall paper or vinyl wall covering -finishes are not acceptable).
B. Waitress _stations, bussing .stations, food and beverage serving areas shall
have smooth, light colored, easily cleanable walls throughout the area.
C. Walls behind all sinks and dishwashers must be protected by at least an 8
foot hii h water resistant material measured from the top of the cove base,
(e.g. FRP, stainless steel, ceramic tile).
3. CEILINGS
A. Ceilings shall be durable, smooth, light colored, easily cleanable and non-
absorbent. Any perforations or rough surfaces are not acceptable.
B. Waitress stations, bussing stations, food and beverage serving areas must have
a ceiling finish which is smooth, easily cleanable, durable, non- absorbent and
light colored. An approved smooth, solid cover may be acceptable.
4. CONDUIT
A. All plumbing, electrical and gas lines, soda runs, shall be concealed within the
building structure. Where this is not possible all runs shall be at least %z inch
away from walls or ceilings and six inches off the floor, and shall not extend
across any aisle or traffic area. Where lines enter a wall, ceiling, or floor the
opening around the pipe shall be tightly sealed.
5. EXHAUST HOODS AND DUCTS
A. All joints and seams shall be sealed, welded or soldered for ease of cleaning.
B. The open area of Canopy -Type Hoods shall extend a minimum of six (6)
horizontal inches beyond the equipment surface on all open sides. Canopy -
type hoods shall be flashed with metal and sealed to ceiling and adjacent
walls.
C. Make up air supply must be at least equal to that -exhausted and interconnected
by a single control switch.
6. REFRIGERATION
A. Wooden shelves, rough surfaces, metal shelving with openings or holes are
not acceptable.
B. Walk-in refrigerators and nonself-contained refrigerators must have
condensate waste drained to a floor sink via legal air gap (minimum 1 inch
above the overflow rim of the floor sink).
C. Walk-in refrigerators must be installed with a 3/8 inch radius sanitary cove at
the floor/wall juncture, both inside and outside the unit.
D. Walk-in refrigerators shall be flashed tightly to ceiling and wall surface.
4
f
7. ICE MACHINES
A. Ice machines must drain to a floor sink via legal air gap (minimum 1 inch
above the overflow rim of the floor sink).
8. F LOOR SINKS
A. All equipment generating liquid waste shall be drained to a floor sink (located
within 15 feet) via legal air gap, (minimum 1 inch above the overflow rim of
the floor sink).
B. Floor sinks shall be flush with the finished floor and those located under
equipment shall be at least half exposed for cleaning accessibility. A
protective enclosure will be required around the backside of half -exposed
floor sinks installed under curb or base mounted equipment to prevent any
wastewater back flow under the equipment.
C. -Floor sinks in traffic areas or not otherwise protected by overhead equipment
shall be provided with easily removable safety gates.
9. KITCHEN UTENSIL SINK
A. The minimum compartment size shall be 18" x 18" x 12" deep with minimum
18" x 18" drainboards, however the sink must otherwise be capable of
accommodatingthe he largest utensil to. be washed and the drainborads shall be
the largest sink compartment.
B. Sinks installed next to walls must be equipped with an integral metal back
splash extending up the -wall at least eight (8) inches.
C. Sink installations must not have exposed screws or bolts.
D. Provide a water -proof seal between sink backsplash and wall, using approved
sealers.
10. FOOD, VEGTABLE PREPARATION SINKS
A. . Food preparation sink(s) must drain to a floor sink via legal air gap.
11. EATING AND DRINKING UTENSIL SINKS
See 9A,B,C,D
A. Bar sinks The minimum compartment size shall be 10" x 14" x 10" deep
(or a minimum 140 square inches surface size) with dual integral drainboards
a minimum of 18 inches long. Bar sinks shall have a quick drain or a 4h
compartment for disposal of drink waste. Bar sinks shall drain indirectly to a
floor sink via legal air gap:
3
N
B. Provide sanitizing testing equipment and materials to adequately measure
applicable chemical sanitizer at sinks for multi -use utensils or glasses.
12. AUTOMATIC DISHWASHER/GLASS WASHER
A. Dishwasher/glass washer must drain to a floor sink or other approved method
via legal air gap.
B. Dishwasher/glass washer must have 2 integral drainboards at least 18 inches
long.
C. Provide sanitizing testing equipment and materials to adequately measure
applicable chemical sanitizer in the dishwasher/glass washer.
13. GARBAGE DISPOSALS
A. Garbage disposals shall not be placed in or under any sink compartment.
Garbage disposals shall be installed in drainboards and the drainboard
lengthened to accommodate the disposal unit in addition to the required
minimum drainboard size.
14. JANITORIAL SINK AND SUPPLIES
A. The janitorial sink shall be located in a separate janitorial room or separated
from the rest of the food .establishment by a solid partition.
B. The janitorial sink shall be provided with hot and cold running water through
a mixing faucet.
C. Free standing janitorial sinks must be provided with NSF type round metal
legs.
D. A janitorial room or cabinet with a mop rack, must be provided for cleaning
equipment & supplies.
E. Exhaust and make-up ventilation shall be provided in janitorial room.
15. HANDWASH SINKS
A. Permanently mounted single service soap and single service towel
dispensers or hot air blowers shall be installed at all handwash sinks.
n
16: GENERAL PURPOSE -HOT WATER
A. Install the hot water heater on four inch high integral coved platform or curb;
or on at least:6 inch high round metal legs; or cantilevered from the wall with
a minimum six inches of clear space below.
B. All sinks must be equipped with hot and cold running water through a mixing
faucet.
17. DIPPER WELL
A. Dipper wells shall drain to a floor sink via legal air gap (minimum 1 inch
above the overflow rim of the floor sink).
18. WINDOW SCREENS
A. All openable windows shall be screened with not less than 16 mesh screening.
19. FOOD OR UTENSIL DISPLAYS ,
A. Displays of unpackaged food br utensils (glasses, stemware, plates, cups etc.)
shall be shielded so as to intercept a direct line between the customer's mouth
and the food or utensils being displayed, or shall be dispensed from approved
self-service containers.
B. Approved self-service food containers shall have self-closing, permanently
attached, tight -fitting lids. Individual securely attached scoops are required.
C. Disposable beverage cups, straws or utensils on display for public self-service
must be stored for use in sanitary dispensers.
20. STORAGE
A. Backup dry food storage shelving shall be a minimum 18" deep and 3 tiers
high.
B: All storage shelving and counters must have smooth and easily cleanable
surfaces. All gaps, voids or raw wood are to be sealed so as to be easily
cleanable and nonabsorbent. Shelves shall be a minimum of 1" away from at
least 6 inches above the floor with a clear unobstructed area below or be the
upper surface of a completely sealed continuously coved 4 inches high curb.
Any legs used for support shall be smooth round metal equipment legs.
C. Track or channels installed as sliding door guides for storage cabinets may not
be recessed. A minimum 2 inches of the track must be removed from EACH
END of the door guide to facilitate cleaning.
D. Backup storage rooms shall open into the food establishment.
5
21. RESTROOMS
ti
A. Handwashing sinks shall be provided with hot and cold running water through
a mixing faucet.
B. Toilet tissue shall be provided in permanently mounted sanitary dispensers.
C. Permanently mounted single -service soap and single -service towel dispensers
or hot air blowers shall be installed at all handwash sinks.
D. The restrooms shall be provided with tight -fitting, self-closing doors.
E. Restrooms must be provided with exhaust and make-up ventilation.
22. CLOTHING CHANGE ROOM AREA
A. The change room shall have a standard locker for each employee per shift and
may not be used for office space or food storage.
.B. Exhaust and make-up ventilation shall be provided for each change room.
C. Lockers shall be in the designated area for the storage of employee garments.
The lockers shall be separated from food handling, utensil washing, or
restroom areas.
23. PASS-THROUGH WINDOWS
A. Food service pass-through window openings exceeding 216 square inches
shall be equipped with an air curtain which will produce an air flow eight
inches thick at the discharge opening with an air velocity of not less than 600
fpm across the entire opening at a point three feet below the air curtain.
B. Food service pass-through window openings less than 216 square inches shall
be equipped with a self-closing screen or self-closing window.
C. The counter surfaces of the pass-through window must be smooth, free of
. channels and crevices and easily cleanable. -
D. Pass-through windows must remain closed except during actual exchange of
food or money.
E. Pass-through windows may not exceed 432 square inches.
IT
�k
24. DELIVERY DOORS
A. All delivery doors leading to the outside shall be. protected with a door
activated overhead air curtain generating a three inch thick (at nozzle) air flow
with an -air. velocity of no less than 1600 fpm across entire doorway as
measured 3 feet above the ground.
B. Customer entry doors used for deliveries shall be protected by an overhead air
curtain generating an eight inch thick (at nozzle) air flow with a velocity not
less than 600 fpm across entire doorway, measured 3 feet above the ground.
C. An air curtain is not a substitutedevice to permit a door to remain open.
D. All external opening doors shall.open outward and be self-closing.
25. CUSTOMER ENTRANCE DOORS/INSECT AND RODENT CONTROL
A. All doors leading to the outside shall be tight fitting, open outward and be
self-closing, with no gaps exceeding 1/16 inch in width.
B. Exterior and interior of building shall be constructed to be insect and rodent
proof.
26. GARBAGE AND TRASH AREA
A. Surface areas of trash room or outside.area shall be smooth, easily cleanable
and non-absorbent. No wooden slats, porous block or brick surfaces will be
accepted.
B. Inside trash areas shall properly slope to a floor drain.
C. Outside trash areas shall properly drain so as not to create a nuisance.
27. LIGHTING
A. A minimum of 20 foot candles of light is required for all food handling and
cleaning activities.
B. Light fixtures in areas where food is prepared, open food is stored or
displayed, or utensils cleaned shall be of shatterproof construction or shall be
protected with shatterproof shields.
7
e
/
28. VENTILATION
A. Adequate ventilation shall be provided to maintain the comfort level of
employees and insure reasonable shelf life of the food in storage.
29. EQUIPMENT
A. All equipment shall be N.S.F. listed or otherwise meet all applicable
N.S.F. Standards.
B. All equipment shall be placed on minimum six (6) inch high round metal legs,
castors or completely sealed in position on a four (4) inch high continuously
coved curb, or cantilevered.from the wall in an approved manner.
C. Counter top equipment shall be provided with 4 inch high (minimum) round
metal legs unless unit may be readily moved by employee for cleaning..
D. All equipment must be installed so it can be easily cleaned and meet all other
applicable N.S.F. Standards.
30. WATER
A. The water supply shall be from an approved source.
31. BACKFLOW PROTECTION
A. An approved backflow preventor shall be properly installed up stream of any
potential hazard or connection between the potable water supply and a source
of contamination, e.g., all threaded water outlets, janitorial sinks, sprayers,
dishwashers, coffee makers, etc.
32. GREASE INTERCEPTOR
A. The grease interceptor shall not be installed in any part of a building where
food is handled or stored or where utensils are washed.
7/12/06
8
.:.
.. y
Certificate of Occupancy
G� of -Buildin & Safet Department
9► Y p
This Certificate is issued pursuant to the requirements of Appendix Chapter 1 Section 110- of the-
2007 California Building Code, certifying -that, at the time of issuance, this structure was in
compliance with the provisions of the Building Code and the various ordinances of the City
regulating building construction and/or use.
BUILDING ADDRESS: 44-075 JEFFERSON ST
Use classification: CVS PHARMACY Building Permit No.: 08-1602
Occupancy Group: M Type of Construction: VB Land Use Zone: CN
Sprinklers Installed: YES Sprinklers Required: YES Occupant Load: 348
Owner of Building: REGENCY MARINITA LLC
Address: 36 EXECUTIVE PARK STE 100
City, ST, ZIP: IRVINE, CA 92614
fa' By: STEVE TRAXEL
Building Official Date: JULY 24, 2009
POST IN A CONSPICUOUS PLACE
O
--� REPORT TM
,S
ICC Evaluation Service, Inc.
www.icc-es.org
DIVISION: 03—CONCRETE
Section: 03151—Concrete Anchoring
REPORT HOLDER:
HILTI, INC.-
5400
NC:5400 SOUTH 122ND EAST AVENUE
TULSA, OKLAHOMA 74146
(800) 879-8000
www.us.hilti.com
HiltiTechEnq@us.hilti.com
ESR -1917
Reissued September 1, 2007
This report is subject to re-examination in two years.
Business/Regional Office ■ 5360 Workman Mill Road, Whittier, Cardomia 90601 ■ (562) 6990543
Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800
Regional Office ■ 4051 West Rossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305
HILT[ KWIK BOLT TZ CARBON AND STAINLESS STEEL_
ANCHORS IN CONCRETE
1.0 EVALUATION SCOPE
Compliance with the following codes:
■ 2006 International Building CodeP (IBC)
■ 2006 International Residential CodeP (IRC)
■ 1997 Uniform Building Code m (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,
P,, 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, P,, 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
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 againstthe 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 Das 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 NS 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 he, and kc, as given in Tables 3
and 4 in lieu of he, 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 Wc,, as 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
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
PRmucra=anea..
vnTCU mmcarow
Page I of 14
Page 2 of 14 ESR -1917
breakout strength in tension for uncracked concrete,
calculated according to ACI 318 Section D.5.2, must be
further multiplied by the factor W oP.N as given by the following
equation:
WcPN= C (1)
Cay
whereby the factor W cP,N need not be taken as less
than 115he, . For all other cases, W cP,N = 1.0. Values for the
cac
critical edge distance cc must be taken from Table 3 or Table
4.
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:
W,500
Npn,Pc =Nper (Ib, psi) (2)
f'
NPn,rc = Np,cr 17.2 (N, MPa)
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:
f�
Npn,Pc = Np,uncr 2,500 (lb, psi) (3)
f�
Npn,Pc — Np,uncr 17.2 (N, MPa)
Where values for Np,, or Npunc, are 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 Npdeck,cr must be substituted for Nps,. 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. Wc,P is 1.0 for all cases. Minimum anchor spacing
along the flute for this condition must be the greater of 3.0he,
or 11/2 times the flute width.
4.1.6 Requirements for Static Steel Shear Capacity V8: In
lieu of the value of VS as given in ACI 318 Section D.6.1.2(c),
the values of VS given in Tables 3 and 4 of this report must be
used. The shear strength Vs,deck 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
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, V, or Vcb,: 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 le used in ACI 318
Equation (D-24) must taken as no greater than he,.
4.1.8 Requirements for Static Concrete Pryout Strength
of Anchor in Shear, Vcp or V,,B Static concrete pryout
strength shear capacity must be calculated in accordance
with ACI 318 Section D.6.3, modified by using the value of kcp
provided in Tables 3 and 4 of this report and the value of Nib
or Nig 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,,,,,, as
given in Tables 3 and 4 of this report must be used. Additional
combinations for minimum edge distance cn,,,,and 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 4he, 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:
CODE
ACI 318 D.3.3.
SEISMIC REGION
CODE EQUIVALENT
DESIGNATION
Moderate or high
Seismic Design
IBC and IRC
seismic risk
Categories
C, D, E, and F
UBC
Moderate or high
Seismic Zones
seismic risk
I 2B, 3, and 4
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.Se,s and the nominal steel strength
for anchors in shear Vs,se,s must be evaluated with the values
given in Tables 3 and 4. The values of Np.se,s must be adjusted
for concrete strength as follows:
Fi5
Np,sels,Pc — NPseis (lb, psi) (4)
c
Np,sers,Pc = Np,se
ls WN, MPa
17.2 ( )
If no values for Npses or Vs,sers 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
Page 3 of 14 ESR -1917
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 = Rd (5)
allaw,ASD a
where Rd = 0 • R,, represents the limiting design strength in
tension (ON„) 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:
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
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 • V�„ow,Aso, the full allowable load in
tension Ta1ow.Aso may be taken.
For tension loads T s 0.2 • Ta,,,,s, the full allowable load
in shear Va,,,,,Aso may be taken.
For all other cases:
T V
+ s 1.2 (6)
Tallow,ASD Vallow,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'/8 inch (3.2 mm). For
member thickness and edge distance restrictions for
installations into the soffit of concrete on steel deck
assemblies, see Figure 5.
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.
5.7 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,> f,), subject to the conditions of
this report.
5.12 Anchors may be used to resist short-term loading due to
wind or seismic forces, subject to the conditions of this
report.
5.13 Where not otherwise prohibited in the code, KB -TZ
anchors are permitted for use with fire -resistance -rated
Page 4 of 14 ESR -1917
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.
Page 5 of 14 ESR -1917
mandrel
r
M
UNC thread
FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB -TZ)
dog point
nut
'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.
TABLE
1—SETTING
INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS)
SETTING
Nominal anchor
diameter
(in.)
INFORMATION
Symbol
Units
318
112
518
314
In.
0.375
0.5
0.625
0.75
Anchor O.D.
do
(mm)
(9.5)
(12.7)
(15.9)
(19.1)
Nominal bit diameter
da,
In.
318
112
518
314
Effective min.
In.
2
2
3-114
3-118
4
3-314
4-314
embedment
h`"
(mm)
(51)
(51)
(83)
(79)
(102)
(95)
(121)
In.
2-518
2-518
4
3-718
4-314
4-518
5-314
Min. hale depth
ho
(mm)
(67)
(67)
(102)
(98)
(121)
(117)
(146)
Min. thickness of
In.
114
314
114318
314
118
1-518
fastened part'
(mm)
(6)
(19)
(6)
(9)
(19)
(3)
(41)
ft -Ib
25
40
60
110
Installation torque
Tmg
(Nm)
(34)
(54)
(81)
(149)
Min. dia. of hole in
d"
In.
7116
9116
11116
13116
fastened part
(mm)
(11.1)
(14.3)
(17.5)
(20.6)
Standard anchor
In.
3
3-314
5
3-314
4-112 5-112 7
4-314
6 8-112
10
5-112
8 10
lengths
f" a
(mm)
(76)
(95)
(127)
(95)
(114) (140) (178)
(121)
(152) (216)
(254)
(140)
(203) (254)
Threaded length
In.
718
1-518
2-718
1-518
2-318 3-318 4-7/8
1-112
2-314 5-114
6-314
1-112
4 6
(incl. dog point)
"ad
(mm)
(22)
(41)
(73)
(41),
(60) (86) (124)
(38)
(70) (133)
(171)
(38)
(102) (152)
Unthreaded length
fwhr
In.
2-1/8
2-1/8
3-1/4
4
(mm)
(54)
(54)
(83)
(102)
'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a
thinner fastening thickness is required, increase the anchor embedment to suit.
Page 6 of 14 ESR -1917
far
FIGURE 2—KB-TZ INSTALLED
ha
TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS)
Length ID marking
A
B
C
D
E
F
G
I H
I I
J
K
L
M
N
O
P
O
R
S
T
U
V
W
on bolt head
Length of
From
1 Yz
2
2 Yz
3
3 Yz
4
4 Yz
5.
5 Yz
6
6 Yz
7
7 Yz
8
8 Yz
9
9 Yz
10
11
12
13
1 14
15
anchor,
Up to but
(inches)
(Z
not
2
2 Y23
3 Ya
4
4 Y25
5 1h6
6 Yz
7
714
8
8 Yz
9
9 Yz
10
11
12
13
14
15
16
including
FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB -TZ HEAD NOTCH EMBOSSMENT
Page 7 of 14 ' ESR -1917
TABLE 3 -DESIGN INFORMATION. CARBON STEEL KB -TZ
For Sl: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 Wa 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.
5See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design.
6See 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 318-05 Section D.4.4.
6See ACI 318-05 Section D.5.2.2.
sSee ACI 318-05 Section D.5.2.6.
10The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1.
"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.
Nominal anchor diameter
DESIGN INFORMATION
Symbol
Units
3/8
1/2
5/8
3/4
Anchor O.D.
do
In.
0.375
0.5
0.625
0.75
mm
9.5
12.7
15.9
19.1
Effective min. embedment'
he,
In.
2
2
3-1/4
3-1/8
4
3-3/4
4-3/4
mm
51
51
83
79
102
95
121
Min. member thickness2
hmm
In.
4
5
4
6
6
8
5
6
8
6
8
8
mm
102
127
102
152
152
203
127
152
203
152
203
203
Critical edge distance
cagy
In.
4-3/8
4
5-1/2
4-1/2
7-1/2
6
6-1/2
8-3/4
6-3/4
10
8
9
mm
111
102
140
114
191
152
165
222
171
254
203
229
In.
2-1/2
2-3/4
2-3/8
3-5/8
3-1/4
4-3/4
4-1/8
Min. edge distance
c`nei
mm
64
70
60
92
83
121
105
fors 2
In.
5
5-3/4
5-3/4
6-1/8
5-7/8
10-1/2
8-7/8
mm
127
146
146
156
149
267
225
In.
2-1/2
2-3/4
2-3/8
3-1/2
3
5
4
Min. anchor spacing
s"''"
mm
64
70
60
89
76
127
102
for c z
In.
3-5/8
4-1/8
3-1/2
4-3/4
4-1/4
9-1/2
7-3/4
mm
92
105
89
121
108
241
197
Min. hole depth in concrete
ho
In.
2-5/8
2-5/8
4
3-7/8
4-3/4
4-5/8
5-3/4
mm
67
67
102
98
121
117
146
Min. specified yield strength
fY
Ib/in
2
100,000
84,800
84,800
84,800
(N/mm
690
585
585
585
Min. specified ult. strength
/.
Ibhn
125,000
106,000
106,000
106,000
N/mm2
862
731
731
731
Effective tensile stress area
Ase
In 2
0.052
0.101
0.162
0.237
MM
33.6
65.0
104.6
152.8
Steel strength in tension
NS
Ib
6,500
10,705
17,170
25,120
kN
28.9
47.6
76.4
111.8
Steel strength in shear
Vs
Ib
3,595
6,405
10,555
15,930
kN
16.0
28.5
47.0
70.9
Steel strength in shear,
VSB19
Ib
2,255
6,405
10,555
14,245
seismic3
kN
10.0
28.5
47.0
63.4
Steel strength in shear,
VsOack
Ib
2130
3,000
4,945
4,600
6,040
NP
NP
concrete on metal deck°
(kN)
(9.5
13.3
22
20.5
26.9
Pullout strength uncracked
Ib
2,515
5,515
9,145
8,280
10,680
concretes
NQ°""
(kN)
(11.2)
NA
(24.5)
NA
(40.7)
(36.8)
(47.5)
Pullout strength cracked
NP"
Ib
21270
NA
41915
NA
NA
NA
concretes
kN
10.1
(21.9)NA
Pullout strength concrete on
Np,dwkcr
Ib
1,460
1 1,460
2,620
2,000
4,645
NP
NP
metal deck
kN
6.5
6.5
11.7
8.9
20.7
Anchor category'
1
Effectiveness factor k„r, , uncracked concrete
24
Effectiveness factor kc,cracked concrete6
17
'VC,N= k mlkcr 9
1.41
Coefficient for pryout strength, kip
1.0 2.0
Strength reduction factor 0 for tension, steel
failure modes10
0.75
Strength reduction factor 0 for shear, steel failure
modes10
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
For Sl: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 Wa 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.
5See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design.
6See 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 318-05 Section D.4.4.
6See ACI 318-05 Section D.5.2.2.
sSee ACI 318-05 Section D.5.2.6.
10The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1.
"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.
Page 8 of 14 ESR -1917
TABLE 4 -DESIGN INFORMATION. STAINLESS STEEL KB -TZ
For 51: 1 Inch = 25.4 mm, 1 Ibt = 4.45 N. 1 psi = 0.006895 Wa For pound -inch units: 1 mm = 0.03937 inches
'See Fig. 2.
2See Section 4.1.10 of this report. NA (not applicable) denotes that this value does not control for design.
3See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design.
°See ACI 318-05 Section D.4.4.
5See ACI 318-05 Section D.5.2.2.
5See ACI 318-05 Section D.5.2.6.
'The KB -TZ is a ductile steel element as defined by ACI 318 Section D.I.
8For 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.
Nominal anchor diameter
DESIGN INFORMATION
Symbol
Units
3/8
1/2
5/8
3/4
Anchor O.D.
do
in.
0.375
0.5
0.625
0.75
mm
9.5
12.7
15.9
19.1
Effective min. embedment'
he,
in.
2
2
3-1/4
3-1/8
4
3-3/4
4-3/4
mm
51
51
83
79
102
95
121
Min. member thickness
hmj"
in.
4
5
4
6
6
8
5
6
8
6 8
8
mm
102
127
102
152
152
203
127
152
203
152 203
203
Critical edge distance
cagy
in.
4-3/8
3-7/8
5-1/2
4-1/2
7-1/2
6
7
8-7/8
6
10 7
9
mm
111
98
140
114
191
152
178
225
152
254 178
229
in.
2-1/2
2-7/8
2-1/8
3-1/4
2-3/8
4-1/4
4
Min. edge distance
c"`"mm
64
73
54
83
60
108
102
fors 2
in.
5
5-3/4
5-1/4
5-1/2
5-1/2
10
8-1/2
mm
127
146
133
140
140
254
216
in.
2-1/4
2-7/8
2
2-3/4
2-3/8
5
4
Min. anchor spacing
s"'"
mm
57
73
51
70
60
127
102
for c 2
in.
3-1/2
4-1/2
3-1/4
4-1/8
4-1/4
9-1/2
7
mm
89
114
83
105
108
241
178
Min. hole depth in concrete
ho
in.
2-5/8
2-5/8
4
3-7/8
4-3/4
4-5/8
5-3/4
mm
67
67
102
98
121
117
146
M
Min. specified yield strength
f,
lb/in'Z
92,000
92,000
92,000
76,125
N/mm
634
634
634
525
Min. specified ult. Strength
fu
Ib/in Z
115,000
115,000
115,000
101,500
N/mm
793
793
793
700
Effective tensile stress area
ASB
in Z
0.052
0.101
0.162
0.237
mm
33.6
65.0
104.6
152.8
Steel strength in tension
NS
Ib
5,968
11,554
17,880
24,055
kN
26.6
51.7
82.9
107.0
Steel strength in shear
VS
Ib
4,870
6,880
11,835
20,050
kN
21.7
30.6
52.6
89.2
Pullout strength in tension,
Nseu
ib
NA
2,735
NA
NA
NA
seismic
(kN)
(12.2)
Steel strength in shear,
Ib
2,825
6,880
11,835
14,615
seismicZ
Vsels
(kN)
(12.6)
(30.6)
(52.6)
(65.0)
Pullout strength uncracked
Ib
2,630
5,760
12,040
concrete'
Nv.uncr
NA
NA
NA
(kN)
(11.7)
(25.6)
(53.6)
Pullout strengthN cracked
Ib
2,340
3,180
5,840
8,110
concrete
v
NA
NA
NA
(kN)
(10.4)
(14.1)
(26.0)
(36.1)
Anchor category°
1
Effectiveness factor Zn , uncracked concrete
24
Effectiveness factor kr cracked concretes
17
24
17
17 17 24
17
'VC,N = ku.,/ka
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 Be
0.65
Coefficient for pryout strength, k p
1.0
2.0
Strength reduction 0 factor for shear, concrete
failure modes, Condition B8
0.70
For 51: 1 Inch = 25.4 mm, 1 Ibt = 4.45 N. 1 psi = 0.006895 Wa For pound -inch units: 1 mm = 0.03937 inches
'See Fig. 2.
2See Section 4.1.10 of this report. NA (not applicable) denotes that this value does not control for design.
3See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design.
°See ACI 318-05 Section D.4.4.
5See ACI 318-05 Section D.5.2.2.
5See ACI 318-05 Section D.5.2.6.
'The KB -TZ is a ductile steel element as defined by ACI 318 Section D.I.
8For 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.
Page 9 of 14 ESR -1917
Sdesign Cd"gn
(n
C
V min
CL cmin at S Z
U)
Sdes'8 n -------------------------- Smin at c Z
h2:hmm
cdesign
edge distance c
FIGURE 4 -INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING
TABLE 5 -MEAN AXIAL STIFFNESS VALUES R FOR KB -TZ CARBON AND STAINLESS STEEL ANCHORS IN
NORMAL -WEIGHT CONCRETE (103pounds/in.)'
Concrete condition
carbon steel KB -TZ, all diameters
stainless steel KB -TZ, all diameters
uncracked concrete
700
120
cracked concrete
500
90
'Mean values shown, actual stiffness may vary considerably depending on concrete 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)' 1,3
Nominal
Anchor
Diameter
Embedment
Depth h.,f'c
(in.)
Concrete Compressive Strength
= 2,500 psi
f'c = 3,000 psi
f'c = 4,000 psi
f'c = 6,000 psi
Carbon
steel
Stainless
steel
Carbon Stainless
steel steel
Carbon Stainless
steel steel
Carbon Stainless
steel 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
33/4
3,844
4,046
4,211 1 4,432
4,863 5,118
51956 6,268
43/4
4,959
5,590
5,432 6,124
6,272 7,071
7,682 8,660
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) of this report is required.
2Values are for normal weight concrete. For sand -lightweight concrete, multiply values by 0.60.
3Condition 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.
Page 10 of 14 ' ESR -1917
TABLE 7 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC TENSION (ASD), NORMAL -WEIGHT
CRACKED CONCRETE, CONDITION B (pounds)"" 3
Nominal
Anchor
Diameter
Embedment
Depth he,
(in.)
Carbon Steel
Concrete Compressive Strength
3/8
ft= 2,500 psi
ft= 3,000 psi
ft= 4,000 psi
ft= 6,000 psi
Carbon Stainless
steel steel
Carbon Stainless
steel steel
Carbon Stainless
steel steel
Carbon Stainless
steel 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
33/4
2,866
3,765
3,139
4,125
j 3,625
4,763
4,440
5,833
314
43/4
4,085
4,085
1 4,475
4,475
1 5,168
5,168
6,329
6,329
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 Ra as per ACI 318-05 and
conversion to ASD in accordance with Section 4.2.1 Eq. (5) is required.
2Values are for normal weight concrete. For sand -lightweight concrete, multiply values by 0.60.
3Condition 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)'
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
For SI: 1 Ibf = 4.45 N
'Values are for single anchors with no edge distance or
spacing reduction due to concrete failure.
Page 11 of 14 ESR -1917
TABLE 9 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL -WEIGHT
CRACKED CONCRETE, CONDITION B (pounds)' 2'3
Nominal
Anchor
Diameter
Embedment
Depth hef
(in.)
Carbon Steel Stainless Steel
Concrete Compressive Strength
999
ft = 2,500 psi
f'c = 3,000 psi
ft = 4,000 psi
ft = 6,000 psi
Carbon Stainless
steel steel
Carbon Stainless
steel steel
Carbon Stainless
steel steel
Carbon Stainless
steel steel
3/8
1 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
33/4
2,736
3,594
2,997
3,937
3,460
4,546
4,238
5,568
43/4
3,900
3,900
4,272
T4,272
4,933
1 4,933
6,042
1 6,042
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 Ra as per ACI 318-05 and conversion
to ASD in accordance with Section 4.2.1 Eq. (5) is required.
2Values are for normal weight concrete. For sand -lightweight concrete, multiply values by 0.60.
3Condition 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)'
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
For Sl: 1 Ibf = 4.45 N
'Values are for single anchors with no edge distance or
spacing reduction due to concrete failure.
Page 12 of 14 ESR -1917
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)' 2,3
NOMINAL
ANCHOR
DIAMETER
EMBEDMENT
DEPTH, hef
(inches)
TENSION
SEISMIC4
TENSION
NONSEISMIC -5
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
For SI: 1 plf = 4.45 N, 1 inch=25.4 mm.
'Pullout strength values Np,deck 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 Y (lb, psi)'
2,500
Np,decmc = Np,deck 2c: (N, MPa)"
17.2
`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).
2Minimum anchor spacing along the flute shall be the greater of 3.0her or 1.5 times the flute width in accordance with Section 4.1.4.
3Anchors in the lower flute may be installed with a maximum 1 -inch offset in either direction. See Figure 5.
4Allowable seismic tension and shear loads are calculated by multiplying Np,deck and Vs,deck by the strength reduction m 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.
5Allowable nonseismic tension and shear loads are calculated by multiplying Np,deck and Vs,deck by the strength reduction (I) 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.
Page 13 of 14 ESR -1917
� J
�Ln
Z a
i
N Q w
0
Z Z
Q Z
MIN. 20 GAUGE
STEEL W -DECK
I I MIN. 12" TYP. j `— LOWER
FLUTE
MAX. 1" I (RIDGE)
OFFSET,
TYP.
FIGURE 5—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES
Page 14 of 14 ESR -1917
Given:',},
A A fAN
Two '/2 KB -TZ anchors TaaoW
-inch under ♦ � 1.5her
static tension load as shown. 3 rr,
hey= 3.25 in.M. �„ a
Normal wt. concrete, � = 3,000 psi
f
No supplementary reinforcing.
3 s
Assume uncracked concrete. 6„ ;; ;:;`::.•-{N�KN
Condition B DAA `' '•'•'•�•` fir, �" - - -
per ACI 318 c)
Calculate the allowable tension load for
1.5h
this configuration.•:.°:°•�.���
.. 15h "ic Wart et
'IF 'i
z 0 ,
A
-A
Calculation per ACI 318-02 Appendix D and this report.
Code
Report
Ref.
Ref.
Step 1. Calculate steel capacity: 0 N = 0nAef„ .= 0.75 x 2 x 0.101 x 106,000 =16,0591b
D.5.1.2
Check whether f„ t is not greater than 1.9fya and 125,000 psi.
D.4.4 a)
Table 3
Step.3. Calculate concrete breakout strength of anchor in tension:
ANC
D.52.1
§ 4.1.2
Ncbg = Vec,NVed,NVc,NVcp,NNb
§ 4.1.3
ANCO
Step 3a. Verify minimum member thickness, spacing and edge distance:
D.8
Table 3
smn 2.375, 5.75
hm;n = 6 in. 5 6 in.:. ok �
FI 4
9•
2.375-5.75
slope = - - = -3.0
3.5-2.375
For cmrn = 4in �
3.5, 2.375
2.375 controls
Smfn = 5.75 - [(2.375 - 4.0)(-3.0)]'= 0.875 < 2.375in < 6in :. ok . 0.875 Cmin
4
Step 3b. For AN check 1.5h, =1.5(3.25) = 4.88 in > c 3.0he, = 3(3.25) = 9.75 in > s
D.5.2.1
Table 3
Step 3c. Calculate AN, and AN for the anchorage: AN. = 9t = 9:x (3.25)2 = 95.1 int
D.5.2.1
Table 3
A,=(1.5he,+c)(3he,+s)=[1.5x(3.25)+4][3x(3.25)+6]=139.8in2 <2•A,,,:.ok
Step 3d. Determine Vec,N : eN = 0 .Vec,N =1.0
D.5.2.4
Step 3e. Calculate Nb: Nb = kunc, fo hef=17 x J000 x 3.25t•5 -- 5,456 lb
D.5.2.2
Table 3
Step 3f. Calculate modification factor for edge distance: Wed N =0.7+0.3 a =0.95
D.5.2.5
Table 3
1.5(3.25)
Step 3g. Vc,,� =1.41 (uncracked concrete)
D.5.2.6
Table 3
c;1.5hef 4 1.5(3.25) _
Step 3h. Calculate modification factor for splitting: yrcp,N =maxi check: -=0.53; -0.65
c�,c 7.5 7.5
§ 4.1.3
1.5hef
Table 3
0.65 > 0.53:. controls
cuc
Step 3i. Calculate (I)Ncby : (Mcby 0.65 x 139.8 x 1..00 x 0.95 x 1.41 x 5,456 x 0.65 = 4,539 Ib
D.5.2.1
§ 4.1.2
95.1
D.4.4 c)
Table 3
Step 4. Check pullout strength: Per Table 31' OnNpn pc = 0.654x5,515 Ib 3,000 = 7,852 Ib >4539 .'. OK
D.5.3.2
§ 4.1.5
2,500
D.4.4 c)
Table 3
Step 5. Controlling strength: mNcb9 = 4,539 Ib < OnNpn < ON, :. mNcby controls
D.4.1.2
Table 3
Step 6. Convert value to ASD: Tatlow = 4,539 = 3,242 Ib.
_
§ 4.2
1.4
FIGURE 6 -EXAMPLE CALCULATION