HomeMy WebLinkAboutPermit D05-356 - MERCHANT DU VIN - STORAGE RACKSMERCHANT DU VIN
18200 OLYMPIC AV S
DOS -356
DEVELOPMENT PERMIT
Parcel No.: 7888900162
Address: 18200 OLYMPIC AV S TUKW
Suite No:
Tenant:
Name: MERCHANT DU VIN
Address: 18200 OLYMPIC AV S, TUKWILA WA
Owner:
Name:
CAMPBELL 3AMES ESTATE
Address:
1001 KAMOKILA BLVD, KAPOLEI HI
Contact Person:
Name:
GREG SWEARINGER
Address:
18271 ANDOVER PK W, TUKWILA WA
Contractor:
Name:
ENGINEERED PRODUCTS INC
Address:
1033 6TH AVE S, SEATTLE WA
Contractor
License No: ENGINPI0133K
Phone:
Steven Al. Mullet, Mayor
Steve Lancaster, Director-
D05 -356
10/07/2005
04/05/2006
Phone: 206 394 -3309
Phone: 206 682 -6596
Expiration Date: 01/01/2006
DESCRIPTION OF WORK:
INSTALL STORAGE RACKS
Value of Construction: $0.00 Fees Collected: $575.57
Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003
Type of Construction: Occupancy per IBC: 0019
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant: N
Flood Control Zone: N
Hauling: N
Land Altering: N
Landscape Irrigation: N
Moving Oversize Load: N
Sanitary Side Sewer: N
Sewer Main Extension: N
Storm Drainage: N
Street Use: N
Water Main Extension: N
Water Meter: N
Number: 0 Size (Inches): 0
Start Time: End Time:
Volumes: Cut 0 c.y. Fill 0 c.y.
Start Time: End Time:
Private: Public:
Profit: N Non - Profit: N
Private: Public:
doc: IBC - Permit D05 -356 Printed: 10 -07 -2005
City 6. Tukwil
Permit Number:
Issue Date:
Permit Expires On:
Departmeitt of Coannutnity Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206- 431 -3665
Web site: ci.tukwila.wa.its
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Cit y o. Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206- 431 -3670
Fax: 206 - 431 -3665
Web site: ci.terkwila.wa.us
Steven M. Mullet, Mayor
Steve Lancaster, Director
doc: IBC - Permit D05 -356 Printed: 10 -07 -2005
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Permit Number DOS -356
Issue Date: 10/07/2005
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Permit Expires On: 04/05/2006
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Permit Center Authorized Signature: Date: J DI4h Ib5
I hereby certify that I have read and i a this permit and know the same to be true and correct. All provisions of law and
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ordinances governing this work will be complied with, whether specified herein or not.
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The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws
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regulating const uction or the performance of work. I am authorized to sign and obtain this development permit.
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Signature: Date: D (�
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Print Name:
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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
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suspended or abandoned for a period of 180 days from the last inspection.
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doc: IBC - Permit D05 -356 Printed: 10 -07 -2005
C ity o f Tuk wila
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
PERMIT CONDITIONS
Parcel No.: 7888900162 Permit Number DOS -356
Address: 18200 OLYMPIC AV S TUKW Status: ISSUED
Suite No: Applied Date: 09/23/2005
Tenant: MERCHANT DU VIN Issue Date: 10/07/2005
1: ** *BUILDING DEPARTMENT 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: The special inspection of bolts to be installed in concrete prior to and during placement of concrete.
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: 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.
7: 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.
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.
9: ** *FIRE DEPARTMENT CONDITIONS * **
10: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the
following concerns:
11: Maintain fire extinguisher coverage throughout.
12: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot
be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6)
13: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available
for use. These locations shall be along normal paths of travel, unless the fire code official determines that the
hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5)
14: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means
doc: Conditions
D05 -356
Printed: 10 -07 -2005
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�.� City of Tul�wlla
rice
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of
egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be
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diminished along the path of egress travel (IFC 1003.6)
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15: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress
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travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress
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travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access
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corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the
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nearest visible exit sign. (IFC 1011.1)
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16: Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating
and /or adding sprinkler heads. (IFC 901.4)
17: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate
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fl cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3)
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18: All new srpinkler sysetms and all modifications to existing sprinkler systems shall have fire department review and
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approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler
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systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk
Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to
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the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050)
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19: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and
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#2051)
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20: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70)
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21: Maintain minimum 6" longitudinal flue space between back -to -back racks. (NFPA 13- 12.3.1.14.1)
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22: Nominal 6" transverse flue spaces between loads and at rack uprights shall be maintained in single row, double row, and
multiple row racks. Random variations in the width of flue spaces or in their vertical alignment shall be permitted.
(NFPA 13- 12.3.1.13)
23: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following
methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler
at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire
Prevention Bureau. (NFPA 13)
24: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18
inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1)
25: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed
description of intended use.
26: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of
such condition or violation.
doc: Conditions D05 -356 Printed: 10 -07 -2005
.� City o f Tukwl la
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
27: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at
(206)575 -4407.
* *continued on next page **
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doc: Conditions D05 -356 Printed: 10 -07 -2005
City of Tukwila
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances
governing 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 or local laws
regulating construction or the performance of work.
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Signature:
Print Name: c1p.�
Date: 10 ( 61 OY
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doc: Conditions D05 -356 Printed: 10 -07 -2005
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�J(YlILA, w CITY OF TUKWIL4 �•
Community Development apartment
g Public Works Department
,� Permit Center
1905 6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
Building Perrr. 40. � --
Mechanical Permit No.
.Public. Works Permit No.
Project No.
For o1fice use only)-
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"
SITE LOCATION
King Co Assessor's Tax No.: 1 S 8 9 0 -- 0 r'
c� to �
Site Address: 1 0 L L4 kVl P L A"4ZE - 5a Suite Number: Floor:
Tenant Name: H y ANT I4 \,UN New Tenant: .... Yes []..No
Property Owners Name: r r Off' IA UvS,1 T
Mailing Address: I - z 8 N►w Q A' K'OAUA WA. qtl ga
City State Zip
CO N TACYPERSON
,
Name: LA-a- e SM rWq UE) Day Telephone: 16(:,- 3 9 q - 3 3 a J
Mailing Address: 18� '7/ Awcyul PACK W. ` utNwL_A WA n its$$
City State Zip
E -Mail Address: ct,re--y S (!, e.h q - eJ -, d - t AL - (_d K, Fax Number: U &,- 5
i. GENERAL'CONTRACTOR INFORMATION -. (Mechanical Contractor information on back page)
Company Name E N SWEERt;Q P &O1)UQt5, 7 c►.,c..
Mailing Address: ( 8011 A N1)o1Eg ?Ai ,x
City State Zip
Contact Person: CgL6G- Sy6lA ISSN X12 Day Telephone: 2,dlo- 3% - 330`1
E -Mail Address: Y-e- S e, e--�A - 12r a - i Vi C. C &W1 Fax Number: - , LaL - 5 7S - G(I 8 8
Contractor Registration Number: U�-'� -- Expiration Date: 0 � D l I ol4
* *An original or notarized copy,of current Washington State Contractor License must be presented at the time of permit issuance **
ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record
Company Name:
Mailing Address:
City State Zip
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
ENGINEER OF RECORD -`All plans must be .wet stamped by Engineer of Record
Company Name: (Jt KftL r2S�: t�L A - VC S _
Mailing Address: I 30 V-- AS -, , VAPa'N Suzvs 1 q PSALu�N�s MuAAN14 S 1 aS
,,DD City State Zip
Contact Person: ��1J K& 0 L Day Telephone: 406- `lc1
E -Mail Address: e_�n r I �e-% � If- t tl t - h' e t Fax Number: 40L ').S9- � D 1
q:\ \permits plus \ice chsnges\permit application (7 -2004)
Revised: 64.05 Page t
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BUILDING PERMIT INFORMATION -106 :431 -3670
Valuation of Project (contractor's bid price): $ 1 i° 1 a - 7 5 • o ' Existing Building Valuation: $
Scope of Work (please provide detailed information):
. "C"o .w�'ALL
Will there be new rack storage? M..Yes ❑ .. No If "yes ", see Handout No. for requirements.
Provide All Building Areas in Square Footage Below
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 for 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 T&..No If "yes ", explain:
FIRE PROTECTIONMAZARDOUS MATERIALS:
�.. Sprinklers []..Automatic Fire Alarm []..None ❑ . Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes a.No
If ' yes ", attach list of materials and storage locations on a separate 8 -I 12 x I I paper indicating quantities and Material Safety Data Sheets.
gMpermits plus\icc changes \permit application (7.2004)
Revised 6 -e -05 Page 2
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Existing
Interior
Remodel
Addition to
Existing
Structure
New
Type of
Construction
per IBC
Type of
Occupancy per
IBC
1 "Floor
to 42
2 . Floor
3 Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
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 for 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 T&..No If "yes ", explain:
FIRE PROTECTIONMAZARDOUS MATERIALS:
�.. Sprinklers []..Automatic Fire Alarm []..None ❑ . Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes a.No
If ' yes ", attach list of materials and storage locations on a separate 8 -I 12 x I I paper indicating quantities and Material Safety Data Sheets.
gMpermits plus\icc changes \permit application (7.2004)
Revised 6 -e -05 Page 2
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MECHANICAL PERMIT INFOh dATION 206-431=3670
MECHANICAL CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City State Zip
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
Contractor Registration Number: Expiration Date:
* *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance **
Valuation of Project (contractor's bid price): $
! Scope of Work (please provide detailed information):
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Use: Residential: New .... ❑ Replacement..... ❑
Commercial: New .... ❑ Replacement..... ❑
Fuel Type Electric.....❑ Gas .... ❑ Other:
Indicate type of mechanical work being installed and the quantity below:
Unit Type:
Qty
Unit Type:
Q t
Unit Type:
Qty
Boiler/Compressor:
Q
Furnace <100K BTU
Air Handling Unit >10,000
Fire Damper
0 -3 HP/ 100,000 BTU
CFM
Furnace >100K BTU
Evaporator Cooler
Diffuser
3 -15 HP /500,000 BTU
Floor Furnace
Ventilation Fan Connected
Thermostat
15 -30 HP /1,000,000 BTU
to Single Duct
Suspended /Wall/Floor
Ventilation System
Wood /Gas Stove
30 -50 HP /1,750,000 BTU
Mounted Heater
Appliance Vent
Hood and Duct
Water Heater
50+ HP /1,750,000 BTU
Repair or Addition to
Incinerator - Domestic
Emergency
Heat/Refrig/Cooling
Generator
System
Air Handling Unit
Incinerator— Comm/Ind
Other Mechanical
<I0,000 CFM
Equipment
PERMIT APPLICATION NOTES — Applicable to alt permits in this application .
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.
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).
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 OR AUT ORIZED AGENT: _
Signature: Date:
Print Name: tt V�' Day Telephone: �C� � c
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Mailing Address: l �a 1�N�c t��k� ��' W -
City state zip
Date Application Accepted: Date Application Expires: Staff Initials:
�2�2I vC3
Revised 6 -8.05
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6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 i (206) 431 -3670
RECEIPT
Parcel No.: 7888900162 Permit Number: D05 -356
Address: 18200 OLYMPIC AV S TUKW Status: APPROVED
Suite No: Applied Date: 09/23/2005
Applicant: MERCHANT DU VIN Issue Date:
Receipt No.: R05 -01486 Payment Amount:
Initials: JEM Payment Date:
User ID: 1165 Balance:
350.60
10/07/2005 03:26 PM
$0.00
Payee: STORAGE AND MATERIAL HANDLING SPECIALISTS
TRANSACTION LIST:
Type Method Description Amount
- - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - --
Payment Check 53483 350.60
ACCOUNT ITEM LIST:
Description Account Code Current Pmts
------------------------ - - - - -- ---------- - - - - -- ------ - - - - --
BUILDING - NONRES 000/322.100 346.10
STATE BUILDING SURCHARGE 000/386.904 4.50
Total: 350.60
8 33 10 /10 9716 TOTAL 350.60
doc: Receipt Printed: 10 -07 -2005
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City of Tukwila
f908
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 I (206) 431 -3670
Parcel No.:
Address:
Suite No:
Applicant:
7888900162
18200 OLYMPIC AV S TUKW
MERCHANT DU VIN
Receipt No.: R05 -01416
Initials: JEM
User ID: 1165
j
RECEIPT
Permit Number: D05 -356
Status: PENDING
Applied Date: 09/23/2005
Issue Date:
Payment Amount: 224.97
Payment Date: 09/23/2005 03:55 PM
Balance: $350.60
Payee: GREG SWEARJWGER
TRANSACTION LIST:
Type Method Description Amount
i ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - --
Payment Cash 224.97
ACCOUNT ITEM LIST:
Description Account Code Current Pmts
------------------------ - - - - -- ---------- - - - - -- ------ - - - - --
PLAN CHECK - NONRES 000/345.830 224.97
! Total: 224.97
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7:49 09l26 97:I6 TOTAL 224.97
doc: Receipt Printed: 09 -23 -2005
INSPECTION RECORD
Retain a copy with permit I WS _ 5
INSPECTION NO. PERMIT NO. ` n�
CITY OF TUKWILA BUILDING DIVISION J
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Pro'ect:
Type of,Jn
dr ss:
I
Date Called :) oZ
Special Instructions:
Date Wante .m.
p.m.
Requester*
Phone No: _ l�
5 — -5 1 0
Receipt No.: Date:
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I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit'
INSPECT N NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
.6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36
Project:
� c- �l?f I/'l
Type of Inspection:
l? gt
Address: �
1� U�v, ' ' l 1 F' `
Date Called:
I 2/ a _
Special Instructions:
//
Date Wanted: I
10 2y
Requester:
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Approved per.applicable codes. Corrections required prior to approval.
COMMENTS:
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$58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection.
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Fire Department
TUKWILA FIRE DEPARTMENT
FINAL APPROVAL FORM
Permit No. ro , -
Project Name n v T L1 r, Dv
Address 1 o `� y� `r` 10 A 'r/ Suite #
Retain current inspection schedule t
Needs shift inspection
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_ Approved with correction notice issued
Sprinklers:
Fire Alarm:
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Halon:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
r=
Authorized Signature
Final Approval Frm Rev. 5/2/03
Date
T.F.D. Form F.P. 85
Headquarters Station 444 Andover Park East • Tubvila, Wasl {iubnon 98188 • Phone: 206 -575 -4404 • Far: 206 -575 -4439
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PERMANENT PLAQUE NOT LESS THAN
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4200H CAPACITY @ 66', 132', 198', 264'
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UPRIGHT
Calculations. for :
MERCHANT Du Vin
TUKWILLA, WA
0
09/13/2005
Loading: 4200
3
Seismic per
Sds =
I 90
Uprights: 48
C 3.000x 3.000x 0.105
C 1.500x 1.250x 0.075
8.00x 8.00x 0.375
4.00x 2.750x 0.075
# load 'Ievels
pallet levels @ 66,132,198
IBC 2003 1000 Utilization
0.893 Sd1 = 0.473
1.00
" Load Beams
" wide
Columns
Braces
Base Plates
with 2- 0.500in x 3.50in Embed Anchor /Column
Load beams w/ 3 -Pin Connector
by Ben Riehl
Registered Engineer
REVIEWED F
OR
CODE COMPLIANCE
SEP 2 S 2005
1
City Of Tukwila
RECEIVED
CITY OF TUKWILA
SEP 2 3 2005
PERMIT CENTER
WAS
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21008
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EXPIRES 1
WA# 21008
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MCE Parameters - Conterminous 48 States
Zip Code - 98188 Central Latitude = 47.447736
Central Longitude = - 122.273462
Data are based on the 0.10 deg grid set
Period SA
(sec) ( %g)
0.2 133.7 Map Value, Soil Factor of 1.0
1.0 046.0 Map Value, Soil Factor of 1.0
MCE Parameters x Specified Soil Factors
0.2 133.7 Soil Factor of 1.00
1.0 070.8 Soil Factor of 1.54
IBC 2003 LOADING
SEISMIC: Ss= 133.7 % g
S1= 46 %g
Soil Class D
Modified
Sms= 133.7 % g
Sm1= 70.8 % g
Seismic Use Group
Seismic Design Category
j or
i k
R= 4
Cs = 0.222833 W
i Using Working Stress Design
V = Cs *W /1.4
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V= 0.1592 W
Design spectral response parameters
Sds= 89.1 % g
Sd1= 47.2 % g
1
D
le = 1
R= 6
Cs = 0.148556 W
V= 0.1061 W
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Cold Formed Channel
Depth 1.500 in Fy = 50 ksi
Flange 1.250 in
Lip 0.000 in
Thickness 0.0750 in BRACE SECTION
R 0.1000 in
Blank = 3.73 in wt = 1.0 plf
A = •0.280 in2
Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0,614 in
Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in
a 1.1500 Web w/t 15.3333
a bar 1.4250 Flg w/t 14.3333
b 1.0750 x bar 0.3946
b bar 1.2125 m 0.5298
c 0.0000 x0 - 0.9244
c bar 0.0000 J 0.0005
u 0.2160 x web 0.4321
gamma 0.0000 x lip 0.8179
R' 0.1375 h/t 18.0000
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Cold Formed Channel
Depth
3.000
in
Fy
= 50 ksi
Flange
3.000
in
Lip
0.750
in
Thickness
0.1050
in
COLUMN SECTION
R
0.1000
in
Blank =
9.82
in
wt =
3.5 plf
A =
Ix =
1.031
1.609
in2
in4
Sx =
1.073
in3 Rx = 1.249
in
Iy =
1.258
in4
Sy =
0.731
in3 Ry = 1.1.05
in
a
2.5900
Web w/t
24.6667
a a bar
2.8950
Flg w/t
24.6667
b
2.5900
x bar
1.2264
b bar
2.8950
m
1.6549
c
0.5450
x0
- 2.8813
c bar
0.6975
J
0.0038
u
0.2395
x web
1.2789
gamma
1.0000
x lip
1.7211
R'
0.1525
h/t
26.5714
Section Removing:
0.640
inch
slot
0.75
inches each side
of center on web
0.375
.inch
hole
0.87
inches from web in each flange
A- =
0.213
in2
At =
0.818 in2
x bar =
1.462 in
I'x =
1.364
in4
S'x=
0.910
in3 R'x= 1.292
in
i I'y
0.994
in4
Sly=
0.625
in3 R'y= 1.103
in
Cold Formed Channel
Depth 1.500 in Fy = 50 ksi
Flange 1.250 in
Lip 0.000 in
Thickness 0.0750 in BRACE SECTION
R 0.1000 in
Blank = 3.73 in wt = 1.0 plf
A = •0.280 in2
Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0,614 in
Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in
a 1.1500 Web w/t 15.3333
a bar 1.4250 Flg w/t 14.3333
b 1.0750 x bar 0.3946
b bar 1.2125 m 0.5298
c 0.0000 x0 - 0.9244
c bar 0.0000 J 0.0005
u 0.2160 x web 0.4321
gamma 0.0000 x lip 0.8179
R' 0.1375 h/t 18.0000
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Cold Formed Secti
HEIGHT OF BEAM 4.000
MAT'L THICKNESS 0.075
INSIDE RADIUS 0.100
WIDTH 2 750
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INCHES
INCHES
INCHES LOAD BEAM
INCHES
STEEL YIELD 50.0 KSI
STEP 1.625 INCHES HIGH 1.000 INCHES WIDE
ABOUT THE HORIZONTAL AXIS
L Y LY LY2 Ii
LONG SIDE 3.6500 2.0000 7.3000 14.6000 4.0523
TOP 1.4000 3.9625 5.5475 21.9820 0.0000
STEP SIDE 1.3500 3.1500 4.2525 13.3954 0.2050
STEP BOTT 0.7250 2.3375 1.6947 3.9613 0.0000
SHORT SID 2.0250 1.1875 2.4047 2.8556 0.6920
BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000
CORNERS 0.2160 3.9125 0.8450 3.3063 0.0004
2 0.2160 3.9125 0.8450 3.3063 0.0004
3 0.2160 2.3875 0.5157 1.2311 0.0004
4 0.2160 2.2875 0.4941 1.1302 0.0004
5 0.2160 0.0875 0.0189 0.0017 0.0004
6 0.2160 0.0875 0.0189 0.0017 0.0004
TOTALS 12.8459 25.3500 24.0270 65.7748 4.9516
AREA = 0.963 IN2
CENTER GRAVITY = 1 870 IN
ABOUT THE VERTIC
X
LX
0.0375
0.1369
0.8750
1.2250
1.7125
2.3119
2.2125
1.6041
2.7125
5.4928
1.3750
3.3000
0.0875
0.0189
1.6625
0.3591
1.8000
0.3888
2.6625
0.5751
2.6625
0.5751
0.0875
0.0189
17.8875 16.0064
CHES TO BASE 1.246 INCHES TO LONG SIDE
Ix = 1.934 IN4 Iy = 1.039 IN4
Sx = 0.908 IN3 Sy = 0.691 IN3
= 1.417 IN Ry 1.039 IN
7
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BEAM END CONNECTOR
------------------
------------------
COLUMN MATERIAL THICKNESS = 0.105 IN
LOAD BEAM DEPTH = 4 IN
TOP OF BEAM TO TOP OF CONN= 0.000 IN
WELD @ BTM OF BEAM = 0.125 IN
LOAD = 4200 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 1050 LBS EACH
RIVETS
3 RIVETS @ 2 " oc 0.4375 " DIA A502 -2
lst @ 1 "BELOW TOP OF CONNECTOR
AREA = 0.150 IN2 EACH Fv = 22.0 KSI
Vcap = 3.307 KIPS EACH RIVET
BEARING Fb = 65.0 KSI
BRG CAP= 2.986 KIPS EACH RIVET
TOTAL RIVET VERTICAL CAPACITY = 8.958 KIPS 120
CONNECTOR
6 " LONG CONNECTOR ANGLE Fy = 50 KSI
1.625 " x 3 " x 0.1875 " THICK
S = 0.131 IN3 Mcap = 3.924 K -IN
W/ 1/3 INCREASE = 5.232 K -IN
RIVET MOMENT RESULTANT @ 1 IN FROM BTM OF CONN
M = PL L = 0.875 IN
Pmax = Mcap /L = 5.979 KIPS
RIVET LOAD DIST MOMENT
P1 3.981 4.000 15.925 RIVET OK
P2 1.991 2.000 3.981
I P3 0.000 0.000 0.000
P4 0.000 0.000 0.000
TOTAL 5.972 19.906 CONNECTOR OK
WELDS
0.125 "
x
4.000
"
FILLET
WELD UP OUTSIDE
0.125 "
x
2.375
"
FILLET
WELD. UP INSIDE
0.125 "
x
1.625
"
FILLET
WELD UP STEP SIDE
0.125 "
x
1.000
"
FILLET
WELD STEP BOTTOM
0.125 "
x
2.750
"
FILLET
WELD ACROSS BOTTOM
0 "
x
1.750
"
FILLET
WELD ACROSS TOP
USE EFFECTIVE
0.075
THICK
WELD
L =
11.75
IN
A =
0.881 IN2
S =
0.603
IN3
Fv =
26.0 KSI
Mcap =
15.67
K -IN W /1/3
INCR=
20.89 K -IN
lapr
Z QQ
2 Z
'~ W
Q:
JU
UO
co
co ui
J =
H
co u
0
u Q
U �
= O
f.. W
X
Z F-'.
Z O
W
�j
U�
O�
UJ =U
H �
u. O
.Z
W
U=
O
Z
r
j Overturning
OTM = 210.4 K -IN X 1.15 = 241.9 K -IN
RM = 306.7 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
1 Anchors: Special Inspection(Y or N)? NO 2
T = 0 No uplift anchors req'd 2
2 0.5 " diameter Hilti -KB III
{ 3.5 "embedment in 2000 psi concrete
Tcap = 2413 # 0o Stressed
V = 6834 per leg Vcap = 4979 # = 14% Stressed
COMBINED 4o Stressed
j
i
I Braces:
Brace height = 48 "
Brace width = 48 "
Length = 68 "
P = 1932 #
}
}
Use C 1.500x 1.250x 0.075
! A = 0.280 in
i
L/r = 168
a
Pcap = 2002 #
j
97%
Z
Z
�W
aa
3
0
CO
J =
H
N W
W O
UQ
c
=
�W
Z
F_ O'
W ~
W
U�
C1 E-
WW
H�
Z
111
U co ,
H �
Z.
In Upright
Plane
i
Seismic Load
Distribution
per 2003
IBC
Ca
= 0.357
1.33
Allowable
Stress Increase
I
= 1.00
R =
4.0
V =
(2.5 *Ca *I)
/(R *LF) *Pl *,67
i
LF =
1.4
i Weight
!
60 #
per level frame
weight
Columns
Q 48
"
f Levels
Load
WiHi
Fi
FiHi
Column:
j (inches)
( #)
(k -in)
( #)
(k -in)
C 3.000x
3.000x 0.105
{ 198
4260
843
683
135
132
4260
562
455
60
! 66
4260
281
228
15
KLx =
66 in
0
0
0
0
0
KLy =
48 in
0
0
0
0
0
A=
0.818 in
0
0
0
0
0
Pcap =
25269 lbs
12780
1687
1366
210
Column
}
43% Stress
Max column
load
= 10772
#
Min column
load
= 2008
#
r
j Overturning
OTM = 210.4 K -IN X 1.15 = 241.9 K -IN
RM = 306.7 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
1 Anchors: Special Inspection(Y or N)? NO 2
T = 0 No uplift anchors req'd 2
2 0.5 " diameter Hilti -KB III
{ 3.5 "embedment in 2000 psi concrete
Tcap = 2413 # 0o Stressed
V = 6834 per leg Vcap = 4979 # = 14% Stressed
COMBINED 4o Stressed
j
i
I Braces:
Brace height = 48 "
Brace width = 48 "
Length = 68 "
P = 1932 #
}
}
Use C 1.500x 1.250x 0.075
! A = 0.280 in
i
L/r = 168
a
Pcap = 2002 #
j
97%
Z
Z
�W
aa
3
0
CO
J =
H
N W
W O
UQ
c
=
�W
Z
F_ O'
W ~
W
U�
C1 E-
WW
H�
Z
111
U co ,
H �
Z.
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2003 IBC Ca = 0.357
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (2.5 *Ca *I) /(R *LF) *P1
LF = 1.4
Weight
60 # per level frame weight
Columns Q 48 "
Levels Load W:iHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105
198 4260 843 689 136
132 60 8 6 1
66 60 4 3 0 KLx = 66 in
0 0 0 0 0 KLy = 48 in
0 0 0 0 0 A= 0.818 in
0 0 0 0 0 Pcap = 25269 lbs
4380 855 699 137 Column
20% Stress
Max column load = 5054 #
Min column load = -674 # Uplift
Overturning
OTM = 137.5 K -IN X 1.15 = 158.1 K -IN
RM = 105.1 K -IN
REQUIRED HOLD DOWN = 1.10 KIPS
Anchors: Special Inspection(Y or N)? NO 2
T = 1104 # 2
2 0.5 " diameter Hilti -KB III
3.5 "embedment in 2000 psi concrete
Tcap = 2413 # 46 Stressed
V = 349 # per leg Vcap = 4979 # = 7 Stressed
COMBINED = 28o Stressed
Braces:
Brace height = 48 "
Brace width = 48 "
Length = 68 "
P = 988 #
Use C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 168
Pcap = 2002 # 490
VA
Z
W:
UO
co Co 0
=
I—
NU-
WO
9Q
= C!
�W
Z�.
I— O.
Z I—
W
W
0 0,
0.
o ff
W
H 5.
tL O
.• Z
W
U to`
H
O F=-.
Z.. .
PAGE
MSU STRESS -11 VERSION 9/89 - -- DATE: 09/13/:5 - -- TIME OF DAY: 09:13:58
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 3 Levels
Type Plane Frame
Number of Joints 14
Number of Supports 8
Number of Members 15
Number of Loadings 1
Joint Coordinates 3
1 0.0 66.0 S
2 0.0 132.0 S
3 0.0 198.0 S 2
4 46.5 0.0 S
5 46.5 66.0
6 46.5 132.0 1
7 46.5 198.0
8 139.5 0.0 S
9 139.5 66.0
10 139.5 132.0 '* °
11 139.5 198.0
12 186.0 66.0 S
13 186.0 132.0 S
14 186.0 198.0 S
Joint Releases
4 Moment Z
8 Moment Z
1 Force X Moment Z
i
2 Force X Moment Z
�. 3 Force X Moment Z
( 12 Force X Moment Z
13 Force X Moment Z
14 Force X Moment Z
Member Incidences
1 1 5
1 2 2 6
4 3 3 7
4 4 5
5 5 6
6 0' 7
7 8 9.
8 9 10
10 11
f 10 5 9
i
11 9 12
12 6 10
f 13 10 13
14 7 11
} 15 11 14
( Member Properties
t 1 Thru 3 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
,
I
i
1
i
i
1
14
13
12
Z
W
JU
UO
(n 0
J =
H
C/) U.
W O'
L L
= O.
�W
F- O
Z I-
W
W
L)
0—.
o�-
W UJ
~ H
ti O
llJ Z
U co) ,
.O
Z
l0
z
W.
OC �
JU
UO
CO 0
J =
H
NW
WO
Q�
LL Q
=
�W
z�.
F O.
W H.
W
U�
O �.
0 H.
WW
LL
O
w
O
z
PAGE 2
MSU STRESS -11 VERSION 9189 - -
-. DATE: 09/13/:5 - -- TIME OF DAY: 09:13:58
4 Thru 9 Prismatic Ax
0.818
-------------------------
Ay 0.409
--------
Iz 1.364
10 Thru 15 Prismatic Ax
0.963
Ay 0.674
Iz 1.934
Constants E 29000. All G
12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
5 Force Y -2.13
6 Force Y -2.13
7 Force Y -2.13
9 Force Y -2.13
10 Force Y -2.13
11 Force Y -2.13
5 Force X 0.064
6 Force X 0.128
7 Force X 0.191
9 Force X 0.064
10 Force X 0.128
11 Force X 0.191
Solve
PROBLEM CORRECTLY SPECIFIED,
EXECUTION
TO PROCEED
Seismic Analysis
per 2003
IBC
wi di widi2
fi
fidi
# in
#
4260 1.2496 6652
128
159.9
64
128
4260 1.6855 12102
256
431.5
128
256
4260 1.9169 15653
382
732.3
191
381
0 0.0000 0
0
0.0
0
0
0 0.0000 0
0
0.0
0
0
0 0.0000 .0
0
0.0
0
0
12780 34408
766
1323.7
765
g = 32.2 ft /sect
T =
1.6297 sec
I = 1.00
Cs =
0.0683 or
0.3573
Cv = 0.473333
Cs min =
.14 *Sds= 0.1251
or 1.50
R = 6
Cs =
0.1251
LF = 1.4
V =
(Cs *I) /(LF) *W *.67
V =
0.089333 W *.67
=
765 #
1000
l0
z
W.
OC �
JU
UO
CO 0
J =
H
NW
WO
Q�
LL Q
=
�W
z�.
F O.
W H.
W
U�
O �.
0 H.
WW
LL
O
w
O
z
i
3
i PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 09/13/:5 - -- TIME OF DAY: 09:13:58
Structure Storage Rack in Load Beam Plane 3 Levels
Loading Dead + Live + Seismic
Z
Z
�W
2
U
00
co w
J =
WO
2 QQ
LLQ
C0 0
_ Cy
W.
2
ZF...
F- O
Z I-
W
W
U 0.
O�
0 k-
WW
U
LLO
.. Z
W
O
Z
MEMBER FORCES
JOINT
AXIAL FORCE
1
0.000
5
0.000
2
0.000
6
0.000
3
0.000
7
0.000
4
6.305
5
-6.305
5
4.194
6
-4.194
6
2.099
7
-2.099
8
6.305
9
-6.305
9
4.194
10
-4.194
10
2.099
11
-2.099
5
-0.013
9
0.013
9
0.000
12
0.000
6
-0.012
10
0.012
10
0.000
13
0.000
7
0.028
11
-0.028
11
0.000
14
0.000
SHEAR FORCE
-0.351
0.351
-0.152
0.152
-0.046
0.046
0.380
-0.380
0.303
-0.303
0.163
-0.163
0.386
-0.386
0.335
-0.335
0.219
-0.219
-0.370
0.370
-0.389
0.389
-0.187
0.187
-0.222
0.222
-0.077
0.077
-0.108
0.108
MOMENT
0.00
-16.30
0.00
-7.09
0.00
-2.13
0.00
25.05
8.60
11.38
4.62
6.13
0.00
25.51
9.62
12.52
6.27
8.19
-17.35
-17.04
Of 4-�&
-8.91
-8.48
-10.31
0.00
-4.00
-3.16
-5.03
0.00
APPLIED JOINT LOADS, FREE JOINTS
l/
.> . ... .... .... ..... .. ._. . <nS.: ..:.Ur .iL.w i. r/. �•:iL:l:. .cLu �.ri:o-:.i1S .::�.�...rix.+:...:�.; 4th:,.:+ Iti;. t: N..; wi. eki..`.: ai:,: i` i.,..:. �.. te4' u.: walvi:: L: uw�sh.::' u): a u.✓:.: xi: �. �:=: v.:.:: i.
m
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT
FORCE X
FORCE Y MOMENT Z
1
f
-0.351
0.00
2
l;
-0.152
0.00
3
t
-0.046
0.00
PAGE
'MSU
6.305
0.00
8
STRESS -11 VERSION
9/89 - --
DATE: 09/13/:5 - -- TIME OF DAY: 09:13:58
12
0.000
0.389
-- - - -- -----------------------
JOINT
FORCE X
FORCE Y
MOMENT Z
5
0.064
-2.130
0.00
6
0.128
-2.130
0.00
7
0.191
-2.130
0.00
9
0.064
-2.130
0.00
10
0.128
-2.130
0.00
11
0.191
-2.130
0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT
FORCE X
FORCE Y MOMENT Z
1
0.000
-0.351
0.00
2
0.000
-0.152
0.00
3
0.000
-0.046
0.00
4
-0.380
6.305
0.00
8
-0.386
6.305
0.00
12
0.000
0.389
0.00
13
0.000
0.222
0.00
.14
0.000
0.108
0.00
0.0014
FREE JOINT
DISPLACEMENTS
JOINT
X- DISPLACEMENT Y- DISPLACEMENT ROTATION
5
1.2496
- 0.0175
- 0.0049
6
1.6855
- 0.0292
- 0.0026
7
1.9169
- 0.0351
- 0.0013
9
1.2497
- 0.0175
- 0.0047
10
1.6855
- 0.0292
- 0.0022
11
1.9168
- 0:0351
- 0.0006
SUPPORT JOINT DISPLACEMENTS
JOINT
X- DISPLACEMENT
Y- DISPLACEMENT
ROTATION
1
1.2496
0.0000
0.0018
2
1.6855
0.0000
0.0003
3
1.9169
0.0000
- 0.0005
4
0.0000
0.0000
- 0.0258
8
0.0000
0.0000
- 0.0259
12
1.2497
0.0000
0.0028
13
1.6855
0.0000
0.0020
14
1.9168
0.0000
0.0014
/2
n
�4
i
a
z
�Z
W
�U
UO.
ND
J
N LL,
W O
LL
Q.
�cy
= W
z �..
!- O
z F-
W
U�
O N
❑ F-.
W uj
Z
W
-O
..
W
U =.
O H.
Z
i
Beam - Column Check
C 3.000x 3.000x
0.105
Fy =
50
ksi
A = 0.818
in2
{
Sx = 0.910
in3
Rx = 1.292
in
Ry =
1.103
in
I
t
kx = 1.00
ky =
1.00
i
i
Stress Factor
1.333
Point
P M
Lx
Ly
Pcap
Mcap
Ratio
i 9
6.4 25.5
66.0
48.0
25.27
36.38
950
10
4.3 12.5
66.0
48.0
25.27
36.38
510
11
2.2 8.2
66.0
48.0
25.27
36.38
31%
0
:, 0.0 0.0
66.0
48.0
25.27
36.38
0
0
0.0 0.0
66.0
48.0
25.27
36.38
0
i 0
i
0.0 0.0
66.0
48.0
25.27
36.38
po
Load Beam Check
4.00x 2.750x 0.075
Fy =
50
ksi
A = 0.963
in2
E =
29,500
E3 ksi
Sx = 0.908
in3
Ix =
1.934
in4
i
Length = 90
inches
,Pallet Load 4200
lbs
Assume 0.5
pallet load
on each beam
M = PL /8= 23.63
k -in
l
fb 26.01
ksi Fb
30
ksi
870
Mcap = 27.24
k -in
36.33
k -in with
1/3 increase
+
Defl 0.35
in = L/
258
w/ 25%- added to one pallet
load
t
M = .282 PL
26.65
k - in
980
i
l3
_ � t+i»,rua�s ••'- My.. >..:k.+". ..NYC« .....�intiui::..�i4niv.:✓.» A 4vs�. R.. ��i.:e.V::.YYrvri:GL'an�un.44.1: d::; ♦Pat i.?vr..�.._��il'.w.Ci.it'L: ib �i ��v "y:
Z
Z
�
W D.
JU
UO
W =
I-
NLL.
W } O
�J
LL 4
�
_ (j.
�W
Z�.
1- O
Z I-
LU 5
U
O ca
WW
�U
�O
111 Z
U =.
O
Z
i
Base Plate
Column Load
Allowable Soil
Assume Footing
Soil Pressure
Desi
8.1
1500
27.8
1500
3n
kips
psf basic
in square on side
psf
s Bending:
Assume the concrete slab works as a beam
that
is fixed against
rotation
at the end of the base plate and is
free
to.deflect at the
extreme
j edge of the assumed footing, but not
free
to rotate.
Mmax = wl"2 /3
Use 8 "square base plate
w = 10.4 psi
1 =
7.42
in
Load factor = 1.67
M =
320
# -in•
5 in thick slab
f'c =
2500
psi
s = 4.17 in3
fb =
77
psi
Fb = 5(phi) (f'c'.5)
=
163
psi
OK !!
Shear..:
Beam fv = 26 psi
Fv =
85
psi
OK !!
Punching fv = 41 psi
Fv =
170
psi
OK !!
Base Plate Bending, Use
0.375 "
thick
1 = 2.5 in
w =
126
psi
fb = 16832 psi
I
i
i
r
Fb =
27000
psi
OK !!
14-
Z
�Z
LU
2
U
U O
ND
J H
NW
WO
U. ?.
d.
= W
Z �. .
F- O
2 I-'
W L
D
CO
�O
� I-
W W
2
tL Z
U
P H
O
Z
3
a
Calculations ERCHANT Du Vin
TUKWILLA,, WA
09/13/2005
Loading: 4800 # load levels
2 pallet levels @ 66,176
Seismic per IBC 2003 1000 Utilization
Sds = 0.893 Shc = 0.473
I.= 1.00
90 " Load Beams
Uprights: 48 " wide
C 3.000x 3.000x 0.105 Columns
C 1.500x 1.250x 0.075 Braces
8.00x 8.00x 0.375 Base Plates
with
4.0 Ox 2.750x 0.075 Load2beamsOw /n3XPin5Connecttor Anchor /Column
by Ben Riehl
Registered Engineer WA# 21008
Z
�Z.
W
JU
U O
CO
w=
J H
CO U-
W O
UQ
CO D
Z
z
H - O
Z
2 5
U�
ON
D F—
WW
3.
2
o.
Z.
CO
F= F = .
O
Z
T
d 1
:
4
e
In Upright
Plane
F
Seismic Load Distribution
per 2003
IBC
Ca =
0.357
1.33
Allowable Stress Increase
I = 1.00
R =
4.0
V =
(2.5 *Ca *I) /(R *LF)*P1 *.67
LF =
1.4
Weight
60 #
per level frame
weight
Columns @
48
"
Levels
Load
WiHi Fi
FiHi
Column:
(inches)
( #)
(k -in) ( #)
(k -in)
C 3.000x 3.00ox 0.105
176
4860
855 756
133
66
4860
321 283
19
0 0 0 0 0 KLx = 66 in
0. 0 0 0 0 KLy = 48 in
0 0 0 0 0 A= 0.818 in
0 0 0 0 0 Pcap = 25269 lbs
9720 11.76, 1039 152 Column
32% Stress
Max column load = 8020 #
Min column load = 1700 #
Overturning
OTM = 151.7 K -IN X 1.15 = 174.4 K -IN
RM = 233.3 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
Anchors: Special Inspection(Y or N)? NO 2
T.= 0 No uplift anchors req'd 2
2 0.5 " diameter Hilti -KB III
3.5 "embedment in 2000 psi concrete
Tcap 2413 # 0% Stressed
V-= 519 # per leg Vcap = 4979 # - 10% Stressed
COMBINED = 2% Stressed
Braces:
Brace height = 48 "
Brace width = 48 "
Length = 68 "
P = 1469 #
Use C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 168
Pcap = 2002 # 73
/(0
Z
= 1-
�~ W
D: 2
W=
JU
UO
(
C0 LLJ
-J =
H
N O
W
J
LL ?.
�
= W
I- _
Z�.
H O.
Z I-
W
W
U�
O -
0 H
W La
S
I-
u. O
W Z
U CO)
I- X
O
Z
s In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2003 IBC Ca = 0.357
{{ 1.33 Allowable Stress Increase
( I = 1.00 R = 4.0
I V = (2.5 *Ca *I) / (R *LF) *Pl
LF = 1.4.
Weight
60 # per level frame weight
i
66
in
Columns @
48 "
Levels'
Load
WiHi
Fi
FiHi
i (inches)
( #)
(k - in)
( #)
(k - in)
176
4860
855
781
137
66
60
4
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
f 0
0
0
0
4920
859
- - -0
785
138
Max column
load
= 5330 #
!
Min column
load
= -410 #
Uplift
Overturning
OTM =
Column:
C 3.00ox 3.000x 0.105
KLx =
66
in
KLy =_
48
in
A =
0.818
in
Pcap =
25269
lbs
Column
21
Stress
137.7 K -IN X 1.15 = 158.4 K -IN
RM = 118.1 K- IN
REQUIRED HOLD DOWN = 0.84 KIPS
Anchors: Special Inspection(Y or N)? NO 2
i T = 840 # 2
k 2 0.5 " diameter Hilti -KB III
3.5 "embedment in 2000 psi concrete
Tcap = 2413 # 35o Stressed
i V 392 # per leg Vcap = 4979 # = 8t Stressed
{
COMBINED = 190 Stressed
Braces:
Brace height = 48 "
' Brace width = 48 "
Length = 68 "
P = 1110 #
Use C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 168
Pcap = 2002 # 550
Z
�W
U O
N
W=
J �.
CO U-
WO
WQ
N�
S
F.. W
HO
Z F-.
W UJ
�0
U
U
OH
W W
U
0
111 Z
co
O
Z
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 09/13/:5 - -- TIME OF DAY: 09:20:37
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam
Plane 2 Levels
Type Plane Frame
Number of Joints 10
Number of Supports 6
Number of Members 10
_
Number of Loadings 1 2
5
Joint Coordinates
1 0.0 66.0 S
2 0.0 176.0 S
3 46.5 0.0 S
4 46.5 66.0 1
4
5 46.5 176.0
6 139.5 0.0 S
7 139.5 66.0
8 139.5 176.0
9 186.0 66.0 S
_. 3
10 186.0 176.0 S
Joint Releases
3 Moment Z
6 Moment Z
1 Force X Moment Z
2 Force X Moment Z
9 Force X Moment Z
10 Force X Moment Z
Member Incidences
1 1 4
2 2 5
3 3 4
4 4 5
5 6 7
6 7 8
7 4 7
8 7 9
9. 5 8
10 8 10
..Member Properties
1 Thru Prismatic Ax 0.963
Ay 0.674
i 3 Thru 6 Prismatic Ax 0.818
Ay 0.409
7 Thru 10 Prismatic Ax 0.963
Ay 0.674
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
4 Force Y -2.43
5 Force Y -2.43
7 Force Y -2.43
8 Force Y -2.43
( 4 Force X 0.097
10
9
Iz 1.934
Iz 1.364
Iz 1.934
0
Z
w
6
0
ND
C0 LU
J_.-
N U-
WO
U. ?.
co Cl
H =
' Z�
�O
W f- Uj
�Q
U
0 H
WW
H U.
O
W Z
U =
O
Z
I
i
PAGE
MSU STRESS -11 VERSION 9/89 - -- DATE: 09/13/:5 - -- TIME OF DAY: 09:20:37
----------------------------
5 Force X 0.194 -' - -'
t 7 Force X 0.097
s 8 Force X 0.194
' Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
f Seismic Analysis per 2003 IBC
i
{
/9
194
388
0
0
0
0
582
100W
2
Z
W.
�Z
UO
CO)
J =
F
N O
W�
u-
U)
=
�W
z�.
ZO
5
U�
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W W
F- H
LL Z
LL!
U =:
O H.
Z
wi
di
widi2
f i
f idi
' #
in
#
i 4860
0.9759
4629
194
189.3
97
4860
1.8354
16372
388
712.1
194 '
0
0.0000
0
0
0
0
0
0.0000
0
0
0.0
0
` 0
0.0000
0
0
0
0
i
0
0.0000
0
0
0.0
0•
9720
21000
582
901.5
g
32.2
ft /sec2
T =
1.5428 sec
I =
1.00
Cs =
0.0709 or
0.3573
Cv.=
0.473333
Cs min
= .14 *Sds= 0.1251
or 1.5.E
R =
6
Cs =
0.1251
LF =
1,.4
V =
(Cs *I) /(LF) *W *.67
V =
0.089333 W *.67
=
582 ##
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194
388
0
0
0
0
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100W
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PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 09/13/:5 - -- TIME OF DAY: 09:20:37
Structure Storage Rack in Load Beam Plane 2 Levels
Loading Dead + Live,+ Seismic
MEMBER FORCES
MEMBER
JOINT
AXIAL FORCE
SHEAR FORCE
MOMENT
1
1
0.000
-0.298
0.00
1
4
0.000
0.298
-13.84
2
2
0.000
-0.106
0.00
2
5
0.000
0.106
-4.93
3
3
4.828
0.288
0.00
3
4
-4.828
-0.288
19.02
4
4
2.412
0.186
9.44
4
5
-2.412
-0.186
11.05
5
6
4.828
0.294
0.00
5
7
-4.828
-0.294
19.39
6.
7
2.412
0.202
10.15
6"
.8
-2.412
-0.202
12.04
7.
4'
-0.005
-0.312
-14.62
7
7
0.005
0.312
-14.38
S
7
0.000
-0.326
15.1
.8
9
0.000
0.326
(r.00
9
5
0.008
-0.124
-6.13
9
8
-0.008
0.124
-5.42
:10
8
0.000
-0.142
-6.62
10..
10
0.000
0.142
0.00
APPLIED JOINT LOADS,
FREE JOINTS
JOINT
FORCE X
FORCE Y
MOMENT Z
4
0.097
-2.430
0.00
5.
0.194
-2.430
0.00
7""
0.097
-2.430
0.00
8
0.194
-2.430
0.00
REACTIONS,APPLIED.LOADS SUPPORT JOINTS
E
Z
- Z
ui
JU
U O Q
C0 w
N
J =
I-
Nti
W O
� }
J .
u. Q
Cl)
�W
Z �.. .
h, O
W
�p
O N
O F--
W W;
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W Z
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O ~'
Z
W.1leL�l
MSU STRESS -11 VERSION 9/89 - -- DATE: 09/13/:5 - -- TIME OF DAY: 09:20:37
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.298 0.00
2 0.000 -0.106 0.00
3 -0.288 4.828 0.00
6 -0.294 4.828 0.00
i 9 0.000 0.326 0.00
10 0.000 0.142 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
- 0.0134 - 0.0041
4 0.9759
5 1.8354 - 0.0246 - 0.0019
7• 0.9760 - 0.0134 - 0.0039
8 1.8354 - 0.0246 - 0.0013
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.9759 0.0000 0.0016
`
2 1.8354 0.0000 0.0001
3 0.0000 0.0000 - 0.0200
6: 0.0000 0.0000 - 0.0201
9. 0..9760 0.0000 0.0023
10 1.8354 0.0000 0.0014
Z )l
tit'. �o�. x. 1. ,A _1', :, i-1 1 i+`.^ •1 :,E..w ,�3::ir�...s54i. +:-
Z
;H Z
�W
IX
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u- Q
W�
=
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2
Z F...
H O'
Z F-
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O N.
D F- :
W
LO
Z
W
U =.
Z
Beam-Column Check
C 3.000x
3.000x
0.105
Fy = 50 ksi
A =
0.818
in2
Ratio
Sx =
0.910
in3
66.0
Rx =
1.292
in
Ry = 1.103 in
kx =
1.00
12.0
ky = 1.00
Stress Factor 1.333
Point
P
M
Lx
Ly
Pcap
Mcap
Ratio
7
4.9
19.4
66.0
48.0
25.27
36.38
730
8
2.5
12.0
110.0
48.0
19.60
36.38
460
0
0.0
0.0
110.0
48.0
19.60
36.38
0%
0
0.0
0.0
110.0
48.0
19.60
36.38
0%
0
0.0
0.0
110.0
48.0
19.60
36.38
0%
0
0.0
0.0
110.0
48.0
19.60
36.38
0%
Load Beam Check
.4.00x 2.750x 0.075 Fy = 50 ksi
A = 0.963 in2 E = 29,500 E3 ksi
Sx = 0.908 in3 Ix = 1.934 in4
Length = 90 inches
Pallet Load 4800 lbs
Assume 0.5 pallet load on each beam
M= PL/10= 21.60 k-in
fb = 23.78 ksi Fb = 30 ksi
Mcap = 27.24 k -in
36.33 k-in with 1/3 increase
Def = 0.32 in = L/ 282
w/ 25% added to one pallet load
M = .23 PL = 24.84 k-in
79
91
Z
00.
CO 0
CO W
W:E
NW
0.
2�
9-1
LL <
D.
CY
W
z 3:
0
Z F_
W LLJ
M
0
C)
WW
M C
F_
_0
.. Z
W CO.
Z
i
j
' Base Plate Design
i Column Load
6.0 kips
Allowable Soil
i
1500 psf basic.
Assume Footing
24.0 in square on side
Soil Pressure
1500 psf
' t
i Bending:
I Assume the concrete
at the en
i d of the
slab works as a beam that
base
is fixed against
rotation
plate and is free
edge of the assumed footing, but
to deflect at the
extreme
not free
to rotate.
f
i
Mmax wl'
Use 8 "square
base plate
j
W =
Load factor =
10.4 psi 1 =
1.67
5.51 in
i
M
176 # -in
1 5 in
thick slab f'c =
2500 psi
S =
4.17 in3 fb =
42
i
Fb = 5 (phi) (f c". 5) =
psi
163
psi
OK !!
Shear
f Beam
Punching
fv = 19 psi Fv =
fv =
85 psi
OK
27 psi Fv =
170 psi
OK !!
)!( Base Plate Bending
Use ��
0.375
thick
1 _ 2.5 in w
fb 12531 psi Fb =
94 psi
27000
1
psi
OK ..
Z5
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C S REPORT TM issued �� September 1, ESR- 385
� 2004
This report is subject to e- examination in one year.
ICC Evaluation Service, Inc BusinesslReglonal Office ■ 5360 Workman Mill Road, Whittler, California 90601 • (562) 69x-0543
Regional Office N 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599 -9800
www.icc Regional Office ■ 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799 -2305
DIVISION: 03—CONCRETE ,,nr� �V
Section: 03151 — Concrete Anchorintt 6BL
REPORT HOLDER: � � )q�
HILTI, INC. P,
5400 SOUTH 122 No EAST TULSA, OKLAHOMA 7414 ENUE Selo 2 8 20
(800) 879 -8000 O �
www.us.hilti.com
HiltiTechEngaC�us.hilti.c
EVALUATION SUBJECT:
KWIK BOLT 3 CONCRETE AND MASONRY ANC��� /
ADDITIONAL LISTEES:
AMS LLC
7400 EAST 42N STREET
TULSA, OKLAHOMA 74145
1.0 EVALUATION SCOPE
Compliance with the following codes:
■ 2000 International Building Code (IBC)
■ 2000 International Residential Code (IRC)
■ 2002 Accumulative Supplement to the International
Codes""
■ 1997 Uniform Building CodeTm (UBC)
Properties evaluated:
Structural
The wedges for the carbon steel anchors are made from
carbon steel, except for all' /4 inch (6.4 mm) lengths and the
3 4-ilLch -by -12 -inch, 1- inch -by -6 -inch, 1- inch -by -9 -inch and 1-
inchlby -12 -inch (19.1 mm by 305 mm, 25 mm by 152 mm, 25
'm lby 229 mm, and 25 mm by 305 mm) sizes, which have
All 1316 stainless steel wedges. All carbon steel components
al zinc-plated. The ' /Z , e / and 3 /; inch - diameter (12.7,15.9,
aid 19.1 mm) carbon steel Kwik Bolt 3 anchors are available
kith a hot - dipped galvanized plating complying with ASTM A
153. The studs, nuts and washers of the 304 and 316
stainless steel Kwik Bolt 3 anchors are also made from
stainless steel. All 304 stainless steel, 316 stainless steel,
and hot - dipped galvanized Kwik Bolt 3 anchors use 316
stainless steel wedges.
The stud consists of a high- strength rod threaded at one
end. The standard Kwik Bolt 3 has a thread length equal to or
less than three bolt diameters, while the Long Thread Kwik
Bolt 3 has a thread length greater than three bolt diameters.
The tapered mandrel has an increasing diameter toward the
anchor base, and is enclosed by a three - section wedge that
freely moves around the mandrel. In the vertical direction, the
wedge movement is restrained by the mandrel taper at the
bottom and by a collar at the top of the mandrel. When the
anchor nut is tightened, the wedge is forced against the wall
of the predrilled hole to provide anchorage.
4.0 DESIGN AND INSTALLATION
4.1 Design:
Minimum embedment depth, edge distance, and spacing
requirements are set forth in Tables 1 and 2. Allowable stress
design tension and shear loads are as noted in Tables 3
through 11. Allowable loads for Kwik Bolt 3 anchors subjected
to combined shear and tension forces are determined by the
following equation:
(PJP,) + NVX 5 s
2.0 USES
The Kwik Bolt 3 (KB3) Concrete and Masonry Anchor is used
to resist static and transient seismic and wind tension and
shear loads in uncracked, normal- weight concrete, structural
lightweight concrete, structural lightweight concrete over
metal deck, and grout - filled concrete masonry. The anchor
system is an alternative to cast -in -place anchors described in
Sections 1912 and 2107 of the IBC and Sections 1923.1 and
2107.1.5 of the UBC. The anchor systems may also be used
where an engineered design is submitted in accordance with
Section R301.1.2 of the IRC.
3.0 DESCRIPTION
The Kwik Bolt 3 expansion anchors consist of a stud, wedge,
nut, and washer. The stud is manufactured from carbon or
stainless steel material. The carbon steel Kwik Bolt 3 anchors
have a 5 prn (0.00002 inch) zinc plating. The anchor is
illustrated in Figure 1 of this report.
where:
P = Applied service tension load (Ibf or N).
P = Allowable service tension load (Ibf or N).
V, = Applied service shear load (Ibf or N).
V, = Allowable service shear load (Ibf or N).
4.2 Installation Requirements:
Kwik Bolt 3 shall be installed in holes drilled into the base
material using carbide - tipped masonry drill bits complying
with ANSI B212.15 -1994. The nominal drill bit diameter shall
be equal to that of the anchor. The drilled hole shall 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. The anchor shall be hammered into the
predrilled hole until at least six threads are below the fixture
surface. The nut shall be tightened against the washer until
the torque values specified in Table 1 are attained.
REPORTS" are not to be construed as representing aesthetics or any other attributes not specificwlly addressed, nor are they to be construed us an endorsement of the subject
of the report or a recon nendation for its use. There is no xwrrunty 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 2004
Page 1 of 8
.vxsr+w. w ,.. r w .rn+ .,! ».Har+. �nrr�mu•erri!p - . "l�#!'.;3!,�. �N'N' .
I
�t
Z
~ W
0
W =
CO LL
WO
U.
to �
= C'1
�W
F- O
Z I—
W
W
UC3
ON
OH
W W
H� LL
O
111 Z
U
~O i-.
Z
Page 2 of 8 ESR -1385
4.3 Special inspection:
Special inspection shall be provided in accordance with
Section 1704 of the IBC or Section 1701 of the UBC when
design loads are based on special inspections being provided
during anchor installation, as set forth in Tables 3 through 11.
Special inspection in accordance with Section 1704 of the
IBC shall be provided under the IRC when special Inspection
is specified in Tables 3 through 11. The code official shall
receive a report, from an approved special inspector, that
Includes the following details:
1. Anchor description, including the anchor product name,
nominal anchor and bolt diameters; and anchor length.
2. Hole description, including verification of drill bit
compliance with ANSI B212.15 -1994, hole depth, and
cleanliness.
3. Installation description, including verification of concrete
compressive strength by ASTM C 42 methods, and
verification of anchor installation and location (spacing
and edge distance) in accordance with Hilti's published
Installation instructions and this report.
5.0 CONDITIONS OF USE
The Kwik Bolt 3 Concrete and Masonry Anchors described in
this report comply with, or are suitable alternatives to what is
specified in, those codes listed in Section 1.0 of this report,
subject to the following conditions:
5.1 Anchor sizes, dimensions, and installation comply with
this report and Hilti's published installation instructions.
loads, the allowable shear and tension loads for
anchors are permitted to be increased by 33 percent.
Alternatively, the basic load combinations may be
reduced by a factor of 0.75 when using IBC Section
1605.3.2.
5.6 Anchors are not permitted for use in conjunction with
fire- resistance -rated construction. Exceptions would be:
• Anchors resist wind or seismic loading only.
• For other than wind or seismic loading, special
consideration is given to fire exposure conditions.
5.7 Use of carbon steel Kwik Bolt 3 anchors is limited to dry,
interior locations. Hot - dipped galvanized and stainless
steel Kwik Bolt 3 anchors are permitted in exterior
exposure or damp environments.
5.8 Since an ICC -ES acceptance criteria forevaluating 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 these
conditions is beyond the scope of this report.
5.9 Special inspection is provided in accordance with
Section 4.3 of this report when required by Tables 3
through 11.
5.10 Anchors are manufactured by Hilti, Inc.,
Feldkircherstrasse 100, Schaan, Liechtenstein, and by
AMS, 7400 East 42n Place, Tulsa, Oklahoma, under a
quality control program with inspections conducted by
Underwriters Laboratories Inc. (AA -668).
5.2 Allowable tension and shear loads are as noted in 6.0 EVIDENCE SUBMITTED
Tables 3 through 11 of this report.
5.3 Calculations and details demonstrating compliance with
this report are submitted to the code official for
approval.
5.4 The use of anchors is limited to installation in
uncracked, normal- weight concrete, structural
lightweight concrete, structural lightweight concrete over
steel deck, and uncracked grout filled masonry
concrete. Cracking occurs when f > f, due to service
loads or deformations.
5.5 When using the basic load combinations in accordance
with IBC Section 1605.3.1.1 or UBC Section 1612.3.1,
allowable loads are not permitted to be increased for
wind or earthquake loading. When using the alternative
basic load combinations in IBC Section 1605.3.2 or
UBC Section 1612.3.2 that Include wind or seismic
6.1 Data in accordance with the ICC -ES Acceptance
Criteria for Expansion Anchors in Concrete and Masonry
Elements (AC01), dated April 2002, including seismic
tests, reduced spacing tests and reduced edge distance
tests.
6.2 Quality control manuals.
7.0 IDENTIFICATION
The anchors shall be identified in the field by dimensional
characteristics and packaging. The packaging label indicates
the manufacturer's name ( Hilti, Inc.) and address, the size
and type of anchor, the name of the inspection agency
(Underwriters Laboratories Inc.), and the ICC -ES report
number (ESR- 1385). A length identification code letter is
stamped on the threaded end of the bolt. The length
identification system is described in Table 12.
TABLE 1- INSTALLATION SPECIFICATIONS'
SETTING DETAILS
ANCHOR SIZE
'/ Inch
3 1, Inch
'/ Inch
°/, Inch
3 1 4 inch
1 Inch
Drill bit size = anchor diameter (inches)
1 /4
3 /,
'/
5 4
3 / 4
1
Wedge clearance hole (inches)
5 /
' /,s
9 /,a
" /,e
13 /18
1 ' /,
Anchor length (min. /max.) (inches)
1
1 4' /
2'/,
1 7
2
1 7
T/
10
6
12
6
12
Thread length std. /long thread length (inches)
3 / 4
3
'/,
5
1
1 4
1' /2
7
1'/
6
2'/
6
Installation:
Torque guide
values' (ft -Ibf)
Stainless steel
Carbon steel: Min. embedment
Carbon steel: Std. embedment
6
4
4
20
20
20
40
40
40
85
85
85
150
150
150
200
200
325
Min. base material thickness (inches)
3 inches or 1.5
x embedment depth, whichever is greater
For Sh 1 Inch = 25.4 mm, 1 ft -lbf = 1.356 N -m.
'Installation torques are applicable for all anchors Installations unless noted otherwise in this report.
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I
f
Z
Z
CK W
QQ�
30
UO
ND
CO UJ
J =
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WO }}
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U_ Q
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Z f.. .
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W
W
U�
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0
P
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TABLE 2— ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS'
DESCRIPTION
ANCHOR DIAMETER (in.)
11 4
3/e
112
S/e
3/4
1
Embedment: minimum /nominal /deep (in.) 1'/ 2 1 3 1 1 1 2'/2 3'/2
NORMAL- WEIGHT CONCRETE"
1 2'1" 1 3'/2 4 3 /, 2 4 5 ' / 2 3'/, 4 3 /, 6'12 0 2 1 6 1 9
Spacing required to obtain maximum load S, (in.)
Tension
Shear
2 1 / 2
4 1 / 2
5
3
5
5
5
7%
71/8
6' /
9
911
73 /,
10
10
101/8
13'1
15
Minimum allowable spacing between anchors S,,,,,, (in.)
Tension3
Shear"
1
2
3
1%
2
i
4 3 /,
I
2
4
5 1 /2
3 1 /4
4
6 1 /2
4 1 /2
6
9
Edge distance required to obtain maximum load C. (in.)
Tension
2
3'/2
3
2'/
4
8
6
4 7 /8
7
7
5 3 /,
8 3 / 8
8 /,
7'/
10'/
11'/
Shear
3 3 1 8
3 3 / 8
3 3 / 8
4'/
4'/
k23
6 3 1,
8'1"
8'/,
8'1"
9
9
9 3 1"
13'/
13'/
13'/
Minimum allowable edge distance C,,,,,, (in.)
Tension
1'/
2
3
1 8 / 8
2
2
4 3 /,
21"
4
5'/2
3'/,
4 3 /,
6'/2
4'/2
6
9
Shear'
1
1
1
2
2'/2
8
3
4 1 / 8
4 1 / 8
4'/
4 7 / 8
1 4 2 / 8
4 7 1 8
6
6
6 3 /,
STRUCTURAL
LIGHTWEIGHT
CONCRETE
Spacing required to obtain maximum load S, (in.)
Tension
Shear
33/8
6
65 /8
47 /8
71 /2
7
6
10%
10 2
8 1 /,
12
12'/
9 3 / 4
14'/,
14'/
13'/
18
19'/
Minimum allowable spacing between anchors S. (in.)
Tension
Shear'
11/2
2s /8
4
21/8
33/8
4 5 /8
3
4 5/ 8
6 3 /8
3
5
7 3 18
4 3 /8
6 3 /8
85/
6
8
12
Edge distance required to obtain ma:amum load C. (in.)
Tension
2
4
5 1 /8
3
5 7 1 8
6
5
8 1 1 8
8 1 1 8
6
9 3 / 8
9 3 / 8
7 5 / 8
11 1 / 8
11%
10'/
14
15 3 / 8
Shear
4'/
4'/
4 11 / 2
6 1 / 2
6' /
6' /
9
9
9
11
11
11
13
13
13
18
18
1 18
Minimum allowable edge distance C (in.)
Tension
1Y2
2
4
2'/
3
4 5 / 8
3
4
6
3
5
7 3 / 8
4 3 / 8
6 /,
8 5 / 8
6
8
12
Shear
2'1"
2' /,
2'/,
3'1"
3
3
02
4 1 /2
4 1 /2
5
5'/2
5
6%
02
6
9
9
9
For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N.
'Data in this section of the table and the footnotes apply to Tables 3. 4, and 5 for normal weight concrete.
2 Data in this section of the table and the footnotes apply to Tables 6, 7, and 10 for lightweight concrete.
3 When using S., for a load in tension, reduce allowable load by 40 %.
'When using S,,, for a load in shear, reduce allowable load by 10 %.
'When using C,,, for a load in tension, reduce allowable load by 20 %.
WVhen using C,,, for a load in shear, reduce allowable load by 50 %.
'For edge and anchor spacings between minimum and critical values, allowable loads may between linearly interpolated between the allowable loads at minimum and critical spacings.
'Anchor and edge spacing guidelines may be divided by 1.13 for sand lightweight concrete.
"Load reductions are multiplied when considering simultaneous reductions due to C,,,,,, and S.,
>y
tc
w
0
DD
M
ca
w
co
CA
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS DOCUMENT. CLEAR
THIS NOTICE IT IS DUE TO THE QUALITY OF
I
Page 4 of 8
ESR -1385
TABLE 3- CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES
IN NORMAL- WEIGHT CONCRETE (in poundS) '
Anchor
diameter
inch
Anchor
depth
(inches)
rc ■ 2,000 psi
Tension
rc - 3,000 psi
Tension
rc - 4,000 pal
Tension
rc 2 6,000 psi
Tension
Shear'
With Sp.
Ins .°
Without
So. Ina .
With Sp.
(nap.'
Without
so. int .
With Sp.
Ins p.
Without
So. Ins .
With Sp.
Ins p.
I Without
So. Ins .
1 1/8
276
138
338
169
399
200
510
255
449
1/4
2
594
297
669
335
745
372
766
383
449
3
661
331
714
357
766
383
768
383
449
1518
678
339
846
423
1,013
506
1,013
506
1,062
3/8
21/2
1 ,179
590
1,424
712
1,669
835
1,846
923
1,255
31/2
1,450
725
3.778
780
1,669
835
1,846
923
1,255
21/4
1,049
524
2,344
642
1,519
759
1,853
927
1,745
112
31f2
1810
905
1,024
2,286
1,143
3,035
1,518
1,867
4 3/4
2,000
1,000
M348642
1,103
2,414
1,207
3,083
1,541
1,832
2314
1,766
883
949
2,029
1,015
2,601
1,300
2,578
518
4
2,469
1,235
1,402
3,141
1.570
3,825
1,912
3,324
5112
3
1,539
1,731
3,846
1,923
4
2,496
3,324
31/4
1,949
974
1 2,230
1,115
2,510
1,255
3,475
1,738
3,834
3/4
4 3/4
3,007
1,503
3,958
1,978
4.905
2,452
5,714
2.857
4,701
61/2
4
2.087
5,369
2,685
6,565
3,283
8,565
3,283
4,701
4112
2,930
1,465
3,650
1,825
4,375
2,188
4,360
2.180
8,625
1
8
3,990
1,995
5,310
2,855
8,825
3 313
7,875
3,938
8,625
9
8,040
3,020
7,050
3,525
8,055
4,028
10,000
5,000
8,625
J1. 1 II IY11 - LJ.Y 111111, 1 rlJl -U.J nrtl, 1 IUI - Y•YJ IY
I The tabulated tension values are for Kwik Boll 3 installed in stone aggregate normal weight concrete having the tabulated compressive
strength at the time of installation. Concrete aggregate shell comply with ASTM C 33.
'Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads.
'These tension values are only applicable when anchors are Installed with special Inspection In accordance with Section 4.3 of this report.
4 The tabulated shear values are for Kwik Boll 3 installed in normal•weight concrete having a minimum 2,000 psi compressive strength at the time of
Installation. Concrete aggregate shall comply with ASTM C 33.
TABLE 4 -HOT- DIPPED GALVANIZED KWIK BOLT 3 ALLOWABLE TENSION
AND SHEAR VALUES IN NORMAL - WEIGHT CONCRETE (in pounds)
Anchor
diameter
inch
Anchor
depth
inches
rc a 2,000 psi
Tension
rc - 3,000 psi
Tension
rc - 4,000 psi
Tension
rc - 6,000 pal
Tension
Shear
With Sp.
Ins p.'
Without
So. Ins .
With So.
Ins p.
Without
So. Ins .
With So.
Ins
Without
So. I s .
With Sp.
Ins p.
Without
So. Ins .
21/4
1,055
528
1,185
592
1,314
657
1.553
1 776
1,673
1/2
31/2
1,775
887
1,983
991
2,191
1.095
2,912
1,456
1,745
4 314
2,078
1,039
2,373
1,187
2,669
1,334
3,375
1,687
1,745
23/4
1,639
820
1,803
902
1,967
984
2,522
1,261
2,690
5/8
4
2,363
1.182
2,929
1,464
3,495
1,747
4,900
2,450
3.324
5 tl2
3,163
1,581
3.778
1,889
4,394
2,197
5,327
2,663
3,324
3114
2,175
1,088
2,344
1,172
2,513
1,257
2,597
1,298
3,834
3/4
4 3/4
3,463
1.732
4,037
1 2.019
1 4,612
1 2,306
5,387
2,694
4,701
6112
1 4,794
1 2,397
5,442
1 2.721
1 8,089
1 3,044
6,956
3,478
4,701
J . , - .Y IINIq 1 �lil -Y.a I,r tl. 1 IU - Y.YU 1•
r Sea Table 3 for tootnoles.
i
I
I
wp wwY
I
Z
_- Z
W
D
CU
UO
N
CO W
J =
C0 U_
W O
U_ Q
F_ W
F- O
Z �--'
W
W
U�
O-
D F-
WW
F-
LL 0
• Z
W
U_ _:
Z
Page 5 of 8
ESR -1385
TABLE 5- STAINLESS STEEL KWIK BOLT 3 ALLOWABLE TENSION
AND SHEAR VALUES IN NORMAL-WEIGHT CONCRETE (in pounds)''
Anchor
diameter
Inch
Anchor
depth
inches
rc a 2,000 psi
Tension
rc - 3,000 psi
Tension
rc - 4,000 psi
Tension
rc - 6,000 psi
Ton Ion
Shear
With Sp.
Ins p.
Without
Sp. Ins .
With Sp.
Ins 3
Without
Sp. Ins .
With Sp.
Ins �
Without
Sp. Ins .
With Sp.
Insp.'
Without
Sp. Ins .
138
1 1/8
235
118
289
144
343
171
422
211
560
1/4
2
493
247
567
283
640
320
785
392
599
889
3
588
294
632
316
677
339
785
392
599
1,049
1 518
546
273
601
301
657
328
855
427
025
318
21/2
1
585
1,301
650
1,432
716
1
058
1,451
1,035
31/2
1,385
692
1
744
1,591
795
1,729
865
1,451
3114
21/4
922
461
1
560
1
659
1,474
1 737
1,757
112
3112
1,313
657
1,600
900
2,288
1,144
2,413
1,207
2,702
4314
1,809
905
2,045
1,023
2,281
1,140
2,716
1,358
2,702
23/4
1,470
735
1,564
782
1,657
829
2,082
1,041
2,697
5/8
4
21210
1
2,609
1,304
3,008
1,504
3,959
1,979
4,283
51/2
3,163
1,581
3,531
1,766
3,900
1,950
5,337
2,668
4,283
31/4
1,450
1 725
1,825
913
2,200
1
2,450
1,225
2,700
3/4
43/4
2,350
1 1,175
2,990
1,495
3,625
1,813
4,375
2,188
4,225
8
2,750
1,375
3,500
1,750
4,250
2,125
4,800
2,400
4,500
4112
2,300
1,150
2,850
1,425
3,400
1,700
4,500
2,250
5,700
1
6
3,740
1,870
4,930
2,465
6,120
3,060
1 6,875
3,438
7,000
9
5,250
1 2,625
7,025
3,513
__ 8 _ o 8 _ 00 __ F
4,400
1 8,800
4.400
1 7,000
ror tin 7 mcn =20.4 mm, 1 pSl =b.tl Kra, 1 I0=4.40 N.
'See Table 3 for footnotes.
TABLE 6- CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR
VALUES (in pounds), STRUCTURAL LIGHTWEIGHT CONCRETE'
Anchor
diameter
Inch
Anchor
depth
Inches
rc - 2,000 psi
Tension
rc - 3,000 psi
Tension
rc - 4,000 psi
Tension
Shear
With Sp.
Ins p.
Without
Sp. Ins .
With Sp.
Ins p.
Without
Sp. Ins .
With Sp.
Ins p.
Without
Sp. Ins .
114
11/8
275
138
337
169
399
200
397
2
594
297
665
333
737
368
397
3/8
15/8
586
293
686
343
787
393
889
2112
1,119
560
1,339
670
1,560
780
1,255
112
2114
1,049
524
1.284
642
11519
759
1.745
3112
1,810
905
2,048
1 1,024
2,286
1,143
1,867
5/8
2314
1,560
780
1,815
908
2,071
1,035
2,578
4
2,483
1,242
2,828
1,414
3,172
1,588
3,151
314
3114
1,922
961
2,242
1 1.121
1 2,562
1.281
3,834
43/4
3,037
1,519
3.998
I 1,998
4,955
2,477
4,701
ror 51: 1 InCh =20.4 mm, 1 IbM4.40 N. 1 pS1 =0.9 Kra.
'The tabulated tension values are for anchors Installed In structural lightweight aggregate concrete having the
minimum indicated compressive strength at the time of installation. Concrete aggregate shall comply with ASTM C 330.
'Allowable loads or applied loads may be modified to accordance with Section 5.5 of this report due to short-term wind or
seismic loads.
'These tension values are only applicable when anchors are installed with special Inspection in accordance with Section 4.3
of this report.
'The tabulated shear values are for anchors installed in structural lightweight concrete having a minimum 2,000 psi compressive strength at the
time of Installation. The concrete aggregate shall comply with ASTM C 330.
TABLE 7- STAINLESS STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR
VALUES (In pounds), STRUCTURAL LIGHTWEIGHT CONCRETE"'
ror 01: l mcn =20.4 mm, 1 IoT =4.40 N. 7 p51 =o.V Kra.
'See Table 6 for footnotes.
Z
1= Z
W
QQ 2
JU
UO
ND
CO W
J =
CO IL
W O
LL
LL Q
=
W
Z F_
I- O
Z F_
2 �.
U�
O N
01-
W Uj
U O
.• Z
W
U=
0 1--
z
rc - 2,000 psi
rc - 3,000 psi
rc - 4,000 psi
Anchor
Anchor
Tension
Tension
Tension
Shear
With Sp.
Without
Without
With Sp,
Without
diameter
depth
Inch
Inches
Ins 3
Sp. Ins .
S .Ina .
Ins 3
S .Ins .
1/4
11/8
245
122
150
357
179
547
2
509
254
R301
292
660
330
599
318
1518
562
281
311
684
342
825
21/2
920
460
599
1,476
736
1,258
1/2
21/4
951
475
578
1,359
680
1,757
31/2
1,354
677
926
2.351
1,176
2,702
518
23/4
1.471
738
1,607
804
1,744
1 872
2,697
4
1 2,301
1 1,151
1 2,717
1 1,358
1 3.132
1 1,566
4,219
ror 01: l mcn =20.4 mm, 1 IoT =4.40 N. 7 p51 =o.V Kra.
'See Table 6 for footnotes.
Z
1= Z
W
QQ 2
JU
UO
ND
CO W
J =
CO IL
W O
LL
LL Q
=
W
Z F_
I- O
Z F_
2 �.
U�
O N
01-
W Uj
U O
.• Z
W
U=
0 1--
z
i
i
i
i
i
y
i .
Page 6 of 8
ESR -1385
TABLE 8— ALLOWABLE TENSION AND SHEAR VALUES FOR HILTI KWIK BOLT 3 ANCHORS INSTALLED
IN THE FACE SHELLS OF GROUT- FILLED CONCRETE MASONRY WALLS (in pounds) 1,2,3,5
For SI:1 Inch = 25.4 mm, 1 ibf = 4.45 N,1 psi = 6.89 kPa.
'Values valid for anchors Installed In Type 1 Grade N, lightweight, medium - weight, or normal- weight concrete masonry units
conforming to ASTM C 90 or UBC Standard 214. The masonry units must be fully grouted with coarse grout conforming to IBC 2103.10 and ASTM C 476
or UBC Section 2103.4 and UBC Standard 21 -19. Mortar shall comply with IBC Section 2103.7 and ASTM C 270 or UBC Section 2103.3 and U8C Standard 21.15,
Type S, N, or M. Masonry prism compressive strength shall be at least 1,500 psi at the time of installation when tested In accordance with
IBC Section 2105.2.2.2 and ASTM C 1314 or UBC Section 2105.3.2 and UBC Standard 21 -17.
2 Anchors must be installed a minimum of 1 -3/8 Inches from any vertical mortar joint in accordance with Figure 2.
'Anchor locations are limited to one per masonry cell with a minimum spacing of 8 inches on center.
Embedment depth Is measured from the outside face of the concrete masonry unit.
° Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads.
"These tension values are only applicable when anchors are installed with special Inspection In accordance with Section 4.3 of this report.
? For intermediate edge distances, allowable loads may be determined by linearly Interpolating between the allowable loads at the two tabulated
edge distances.
Z
j Z
�W
QQ 2
J V
UO
N 0
W =
H
N LL
WO
LL j
CO
= W
i- _
Z I.—
I— O
Z F_
W
W
U�
ON
o (--
WW
H
U O
.-Z
W
U =.
O
Z
TENSION
SHEAR
ANCHOR
EMBEDMENT
MIN. DISTANCE
DIAMETER
DEPTH (Inches)
FROM EDGE OF
UBC With Sp.
UBC Without
Sp. Insp
IBCIIRC
UBC
IBCIIRC
(Inches)
WALL (inches)
Insp.'
4
152
76
121
380
304
11/8
12
152
76
121
380
304
1/4
4
- 540
270
432
427
342
2
12
540
270
432
427
342
4
321
161
257
736
589
15/8
12
342
171
273
938
751
3/8
4
782
391
626
955
764
21/2
12
782
391
626
1317
1054
4
628
314
502
830
664
21/4
12
667
333
533
1464
1171
1/2
4
905
452
724
1051
840
3 1l2
12
905
452
724
2317
1853
4
814
407
651
888
1 710
23/4
12
866
433
692
2165
1732
5/8
4
1242
621
994
929
743
4
12
1294
647
1035
2654
2123
4
1036
518
829
784
627
3 1/4
12
1036
518
829
3135
2508
314
4
1645
823
1316
821
657
43/8
12
1711
855
1368
3283
2627
Z
j Z
�W
QQ 2
J V
UO
N 0
W =
H
N LL
WO
LL j
CO
= W
i- _
Z I.—
I— O
Z F_
W
W
U�
ON
o (--
WW
H
U O
.-Z
W
U =.
O
Z
Page 7 of 8
ESR -1385
TABLE 9— ALLOWABLE TENSION AND SHEAR VALUES FOR HILTI KWIK BOLT 3 CARBON STEEL
ANCHORS INSTALLED IN TOP OF GROUT - FILLED CONCRETE MASONRY WALLS" (in pounds)
For SI: 1 Inch - 25.4 mm, 1 Ibf = 4.45 N
'Values valid for anchors installed in Type 1 Grade N, lightweight, medium - weight, or normal- weight concrete masonry units
conforming to ASTM C 90 or UBC Standard 21-4. The masonry units shall be fully grout with coarse grout conforming to IBC 2103.10 and ASTM C 476
or UBC Section 2103.4 and UBC Standard 21 -19. Mortar shall comply with IBC Section 2103.7 and ASTM C 270 or UBC Section 2103.3 and UBC Standard 21 -15,
Type S, N, or M. Masonry prism compressive strength shall be at least 1,500 psi at the time of installation when tested accordance with
IBC Section 2105.2.2.2 and ASTM C 1314 or UBC Section 2105.3.2 and UBC Standard 21 -17.
2 Anchors shall be installed a minimum of 1.3/4 inches from edge of the block.
Anchor locations are limited to one per masonry cell with a minimum spacing of 8 Inches on center.
Embedment depth is measured from the top edge of the concrete masonry unit.
° Allowable loads or applied loads may be modified In accordance with Section 5.5 of this report due to short -term wind or seismic loads.
° These tension values are only applicable when anchors are Installed with special Inspection in accordance with Section 4.3 of this Report.
TABLE 10 —KWIK BOLT 3 CARBON STEEL ALLOWABLE TENSION AND SHEAR VALUES (in pounds),
STRUCTURAL LIGHTWEIGHT CONCRETE OVER METAL PROFILE DECK 1 . 2.3,4,5
ANCHOR DIAMETER
(inches) / Material
MINIMUM EMBEDMENT
DEPTH (inches)
rc - 3,000 psi
SHEAR
ANCHOR
EMBEDMENT
TENSION
Perpendicular to wall
Parallel
to wall
DIAMETER
(Inches)
DEPTH (Inches)
UBC With
UBC Without
IBC/IRC
ICC•ES
IBC/IRC
ICC -ES
IBCIIRC
31/2
1,600
Sp. insp 6
Sp. Insp.
518 Carbon Steel
4
2,221
1,111
2.118
112
3
646
323
517
311
249
614
491
5/8
31/2
852
426
682
311
249
614
491
For SI: 1 Inch - 25.4 mm, 1 Ibf = 4.45 N
'Values valid for anchors installed in Type 1 Grade N, lightweight, medium - weight, or normal- weight concrete masonry units
conforming to ASTM C 90 or UBC Standard 21-4. The masonry units shall be fully grout with coarse grout conforming to IBC 2103.10 and ASTM C 476
or UBC Section 2103.4 and UBC Standard 21 -19. Mortar shall comply with IBC Section 2103.7 and ASTM C 270 or UBC Section 2103.3 and UBC Standard 21 -15,
Type S, N, or M. Masonry prism compressive strength shall be at least 1,500 psi at the time of installation when tested accordance with
IBC Section 2105.2.2.2 and ASTM C 1314 or UBC Section 2105.3.2 and UBC Standard 21 -17.
2 Anchors shall be installed a minimum of 1.3/4 inches from edge of the block.
Anchor locations are limited to one per masonry cell with a minimum spacing of 8 Inches on center.
Embedment depth is measured from the top edge of the concrete masonry unit.
° Allowable loads or applied loads may be modified In accordance with Section 5.5 of this report due to short -term wind or seismic loads.
° These tension values are only applicable when anchors are Installed with special Inspection in accordance with Section 4.3 of this Report.
TABLE 10 —KWIK BOLT 3 CARBON STEEL ALLOWABLE TENSION AND SHEAR VALUES (in pounds),
STRUCTURAL LIGHTWEIGHT CONCRETE OVER METAL PROFILE DECK 1 . 2.3,4,5
ANCHOR DIAMETER
(inches) / Material
MINIMUM EMBEDMENT
DEPTH (inches)
rc - 3,000 psi
Tension
Ib
Shear
With Sp. Ina a
Without Sp. Ins p.
1/4 Carbon Steel
2
619
310
574
3/8 Carbon Steel
2112
1.033
517
813
112 Carbon Steel
31/2
1,600
863
1,264
518 Carbon Steel
4
2,221
1,111
2.118
1/4 Stainless Steel
2
617
308
574
3/8 Stainless Steel
21/2
1,016
508
994
1/2 Stainless Steel
1 31/2
1,476
738
1,602
5/8 Stainless Steel
1 4
2,202
1.101
2,118
For SI: 1 inch =25.4 mm, 1 Ibf =4.45 N, 1 psi =6.9 kPa
'The tabulated tension or shear values are for anchors installed in structural sand - lightweight concrete having the minimum indicated compressive
strength of 3,000 psi at the time of Installation. Refer to Figure 3 for minimum dimensions of the composite deck. Concrete
aggregate shall comply with ASTM C 330.
2 The minimum distance from the center of the bolt to the edge of the lower flute is 1114 Inches.
'Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads.
4 Anchors are permitted to be installed in the lower or upper flute of the composite steel deck/concrete fill assembly, provided the installation procedures are maintained.
"For anchor spacing, refer to Table 2, footnotes 2, 3, 4, 7 and 8.
"These tension values are only applicable when anchors are installed with special Inspection In accordance with Section 4.3 of this report.
? 'There is no restriction on the direction of shear loading.
TABLE 11 - KWIK BOLT 3 CARBON STEEL AND HOT DIPPED GALVANIZED ALLOWABLE TENSION
AND SHEAR VALUES (in pounds), NW CONCRETE, 1-3/4 INCH EDGE DISTANCE" -'
ANCHOR
DIAMETER
ANCHOR
EMBED.
r, 2 2000psl
Tension
Shear Perpendicular
to Ede
Shear Parallel
to Edge
With Sp. Ins O
Without Sp. Ins p.
318
3
956
478
409
916
1/2
3
932
466
376
1001
41/2
1287
643
447
1415
For SI:1 inch =25.4 mm, 1 psi =6.9 kPa,1 Ibf =4.45 N
'The tabulated tension and shear values are for Kwik Boll 3 installed in stone aggregate normal weight concrete having the tabulated
compresive strength at the time of installation. Concrete aggregate must comply with ASTM C 33.
2 Aloowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short -term wind or seismic loads.
'These tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this Report.
TABLE 12 - LENGTH IDENTIFICATION SYSTEM
STAMP ON ANCHORI
A I
B I
C I
D I
E I
F I
G
H I
1
I J I
K
I L
I M I
N
1 O
1 P I
O
I R
S
T
U
V
W
X
Y
Z
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1 2
2'h
3
3'h
4
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1 5
5'%
6
6'%
7
7 h
8
8 h
9
1 91%
10
11
12
13
14
15
16
17
18
anchor
(inches)
U to but not
p to b t ri
2
2'b
3
1 3'
4
4 %
5
5 K
6
6 'A
7
7 1 A
8
B''A
9
9%
10
11
12
13
14
15
16
17
18
18
For al: 1 Inch a 25A mm.
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- -•-- -• Nut
. ---• Washer
- Thread Area
- Anchor Body
Triple
Mandrel - -- Segmented
Area Wedge
Anchor installation is Restricted to NonShadod Areas
FIGURE 1 —KWIK BOLT 3 FIGURE 2— ACCEPTANCE LOCATIONS (NON - SHADED AREAS) FOR
HILTI KWIK BOLT 3 ANCHORS IN GROUT - FILLED CONCRETE MASONRY UNIT
VIM. 3000 N1 SAW LIG11T1;�1GN1' COIT<:T�TE
KO. 20 GAUGE
STEEL DECK
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PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER D05 - 356
PROJECT NAME MERCHANT DU VIN
DATE 09 - 23 - 05
SITE ADDRESS 18200 OLYMPIC AV S
X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter #
Revision # After Permit Issued
DEPARTMENTS
v Building Division Fire Prevention Planning Division ❑
Public Works ❑ Structural ❑ Permit Coordinator ❑
DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 09 -27-05
Complete Incomplete ❑ Not Applicable ❑
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES/THURS ROU ING:
Please Route Structural Review Required ❑ No further Review Required ❑
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS DUE DATE: 10-25-05
Approved ❑ Approved with Conditions Not Approved (attach comments) ❑
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
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Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents/rouling slip.doc
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Look Up a Contractor, Electrir-� , An or Plumber License Detail
Washington State Department of Labor and Industries
General /Specialty Contractor
A business registered as a construction contractor with L &I to perform
construction work within the scope of its specialty. A General or Specialty
construction Contractor must maintain a surety bond or assignment of
account and carry general liability insurance.
License Information
License
ENGINP1013JK
Licensee Name
ENGINEERED PRODUCTS INC
Licensee Type
CONSTRUCTION CONTRACTOR
U BI
601891155
Ind. Ins. Account Id
VICE PRESIDENT
Business Type
CORPORATION
Address 1
18271 ANDOVER PARK W
Address 2
01/01/1980
City
SEATTLE
County
KING
State
WA
Zip
981884706
Phone
2066826596
Status
ACTIVE
Specialty 1
GENERAL
Specialty 2
UNUSED
Effective Date
4/12/1999
Expiration Date
1/1/2006
Suspend Date
CBIC
Separation Date
01/01/2002
Parent Company
Previous License
ENGINSPI42RA
Next License
GADCOMH991K4
Associated License
Business Owner Information
Name
Role
Effective Date
Expiration Date
SALMAN, DAVID E
PRESIDENT
04/12/1999
ROCHE, ROBERT H
VICE PRESIDENT
04/12/1999
Account
HAYES, RONALD R
Expiration
01/01/1980
01/01/1980
Bond Information
Bond
Bond
Company
Account
Effective
Expiration
Cancel
Impaired
Bond
Received
Bond
Name
Number
Date
Date
Date
Date
Amount
Date
Until
#2
CBIC
I SB9151
01/01/2002
Cancelled
$12,000.00
12/12/2001
Page 1 of 2
https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= ENGINPI013JK 10/07/2005
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