HomeMy WebLinkAboutPermit D07-237 - WESTFIELD SOUTHCENTER MALL - TALBOTS - AWNINGTALBOTS
242 SOUTHCENTER MALL
D07 -237
Parcel No.: 6364200010
Address: 242 SOUTHCENTER MALL TUICW
Suite No:
Tenant:
Name: TALBOTS
Address: 242 SOUTHCENTER MALL , TUKWILA WA
Owner:
Name: WEA SOUTHCENTER LLC
Address: 11601 WILSHIRE BLVD , LOS ANGELES CA 90025
Phone:
Contact Person:
Name: CONNIE GRIFFET
Address: 909 S 28 ST , TACOMA WA 98409
Phone: 253- 473 -3323 EXT 10
Contractor:
Name: PLUMB SIGNS
Address: 5838 S ADAMS , TACOMA, WA 98409 -2613
Phone: 206 473 -3323
Contractor License No: PLUMBSI077QS
DESCRIPTION OF WORK:
REMOVE EXISTING 40 FT AWNING STRUCTURE AND REPLACE WITH NEW AWNING
Value of Construction: $3,000.00
Type of Fire Protection:
Type of Construction:
doc: IBC -10/06
City .of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
DEVELOPMENT PERMIT
* *continued on next page **
Permit Number: D07 -237
Issue Date: 10/05/2007
Permit Expires On: 04/02/2008
Expiration Date: 11/10/2007
Fees Collected: $174.55
International Building Code Edition: 2003
Occupancy per IBC: 0019
D07 -237 Printed: 10 -05 -2007
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone:
Hauling: N Start Time: End Time:
Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y.
Landscape Irrigation:
Moving Oversize Load: Start Time: End Time:
Sanitary Side Sewer:
Sewer Main Extension: Private: Public:
Storm Drainage:
Street Use: Profit: N Non - Profit: N
Water Main Extension: Private: Public:
Water Meter: N
Permit Center Authorized Signature:
City (Tukwila ..�
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
Permit Number: D07 -237
Issue Date: 10/05/2007
Permit Expires On: 04/02/2008
/YAW lrz, y
Date: l O J ` (ri
I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances
governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating
construction or the • erformance o work. I am authorized to sign and obtain this development permit.
Signature: Date: /0/, S�O
Print Name:
This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended
or abandoned for a period of 180 days from the last inspection.
doc: IBC-10 /06 D07 -237 Printed: 10 -05 -2007
Parcel No.: 6364200010
Address: 242 SOUTHCENTER MALL TUKW
Suite No:
Tenant: TALBOTS
1: ** *BUILDING DEPARTMENT CONDITIONS * **
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
PERMIT CONDITIONS
Permit Number: D07 -237
Status: ISSUED
Applied Date: 06/29/2007
Issue Date: 10/05/2007
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: Installation of high- strength bolts shall be periodically inspected in accordance with ALSC specifications.
8: 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: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall
bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site
and available to the building inspector for inspection purposes.
8: 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.
9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building
inspector. No exception.
10: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary
sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other
excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of
this requirement.
11: Manufacturers installation instructions shall be available on the job site at the time of inspection.
12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building
Department (206 - 431 - 3670).
13: 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.
doc: Cond -10/06 D07 -237 Printed: 10 -05 -2007
doc: Cond -10/06
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
* *continued on next page **
007 -237 Printed: 10 -05 -2007
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and
this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provision of any other work
construction or the performance of work.
City of Tukwila
Print Name: (e)A //1//
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
Signature: ( , Date: /WO 7
doc: Cond -10/06 D07 -237
ordinances governing
or local laws regulating
Printed: 10 -05 -2007
Contact Person:
E -Mail Address:
Contact Person:
E -Mail Address:
CITY OF TUKWIL
Community Developmenepartment
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.citukwila.wa.us
Tenant Name: 7/F 1e7
Q:\ApplicationsWonn!- Applications On Line'3 -2006 - Permit Application.doc
Revised: 9-2006
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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 **
King Co Assessor's Tax No.: (3)(o } {610 " 00 ( b
Site Address: 3'? �v e'f - �.P �LC�/t c Suite Number: /// Floor:
Property Owners Name:
Mailing Address:
City
CONTACT" PERSON - who do we contact when your permit is ready to be issued
Name: 5, ' €C 4.10 Day Telephone: c2 6 � yr - �fU v
71
Mailing Address:
City State Zip
E -Mail Address:
Fax Number:
GENERAL CONTRACTOR INFORMATION
(Contractor Information" for Mechanical (pg 4) for Plumbing and Gas Piping (pg S)
Company Name: /
Mailing Address: 90 9 ✓ . c2d': - 7 d')'`' 5'
City State Zip
Day Telephones? 53 — 73 -33.73 x.0
Fax Number: ca S",5 — 1 3, 7
Expiration Date: /// Ver
Contact Person: d.Uer.//f , A cf Y
E -Mail Address: co,,,,„ Z e /° <U ,27I13 /6 Copt&
Contractor Registration Number: Y 0 77 !LS
ARCHITECT OF RECORD — All plans must be wet stamped by Architect Of
Company Name:
Mailing Address:
City
Day Telephone:
Fax Number:
New Tenant: 0.... Yes 0 ..No
State
State
ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record
Name:
Mailing Address:
City
Day Telephone:
Fax Number:
State
Zip
Zip
Zip
Page 1 of 6
Valuation of Project (contractor's bid price): $
Scope of Work (please provide detailed information):
A.
/L 1
l
e u
l
Existing Building Valuation: $
Will there be new rack storage? 0.... Yes py No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas m Square"Footage Below;
stin rt
e ture "
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No
If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
Q:\Applications\Forns- Applications On Lind3-2006 - Permit Application.doc
Revised: 9-2006
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Page 2 of 6
PUBLIC WORKS PERMIT INLRMATION - 206- 433 -0179
Scope of Work (please provide detailed information):
Water District
❑ ...Tukwila 0... Water District #125
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila
❑ ...Sewer Use Certificate
Septic System:
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current s . o design approved by King County Health Department.
Submitted with Application (mark boxes which apply):
❑ ...Civil Plans (Maximum Paper Size — 22" x 34")
❑...Technical Information Report (Storm Drainage) ❑ .. Geotec ical Report ❑...Traffic Impact Analysis
❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Main ance Agreement(s) ❑ ...Hold Harmless — (SAO)
❑ ...Hold Harmless — (ROW)
Proposed Activities (mark boxes that apply):
❑ ...Right -of -way Use - Nonprofit for less than 72 hours
❑ ...Right -of -way Use - No Disturbance
❑ ...Construction/Excavation/Fill - Right -of -way
Non Right -of -way
❑ ...Total Cut
❑ ...Total Fill
FINANCE INFORMATION
Please refer to Public Works Bulletin #1 for fees and estimat : .:Feet.
❑... ValVue
0... Sewer Availability Provided
cubic yards
cubic yards
❑...Sanitary Side Sewer
❑ ...Cap or Remove Utilities
❑ ...Frontage Improvements
❑ ...Traffic Control
❑ ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
Call before you Dig: 1-800-424-5555
❑ .. Abandon Se ; Tank
❑ .. Curb Cut
❑ .. Pavement t
❑ .. Looped F Line
tf
❑ .. Highline
❑ .. Renton
❑ ...Permanent Water Meter Size... 22 WO
❑ ...Temporary Water Meter Size.. 22 W
❑ ...Water Only Meter Size 22 W
❑ ... Sewer Main Extension Public P ate
❑ ...Water Main Extension Public _ ' . 4iate
.. Work in Flood Zone
❑ .. Storm Drainage
❑...Deduct Water Meter Size
Fire Line Size at Property Line umber of Public Fire Hydrant(s)
❑...Water ❑...Sewer
Monthly Service Billing to:
Name: Day Telephone:
Mailing Address:
Water Meter Refund/Billing:
Name:
Mailing Address:
Q:Wpplications Worms- Applications On Lineli -2006 - Permit Application.doc
Revised: 9 -2006
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' ❑ ...Sewage Treatment
City
City
...Renton
❑ ...Seattle
ht-of -way Use - Profit for less than 72 hours
ight -of -way Use — Potential Disturbance
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
State Zip
Day Telephone:
State Zip
Page 3 of 6
EC AN PERMIT INF NIATION 2O6 431367
MECHANICAL CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City
Day Telephone:
Fax Number:
Contact Person:
E -Mail Address:
Contractor Registration Number: Expiration Date:
Valuation of Mecham work (contractor's bid price): $
Scope of Work (please vide detailed information):
Use: Residential: New .... ';'w Replacement .... ❑
Commercial: New .... •` Replacement .... ❑
Fuel Type: Electric ❑ Gas .... �. Other:
Indicate type of mechanical work being installe < ; nd the quantity below:
Unit Type:
Furnace<100K BTU
Furnace>100K BTU
Floor Furnace
Suspended/Wall/Floor
Mounted Heater
Appliance Vent
Repair or Addition to
Heat/Refrig/Cooling
System
Air Handling Unit
<10,000 CFM
Unit Type:
Air Handling Unit > 000
CFM
Evaporator Cooler
Ventilation Fan Connect
to Single Duct
Ventilation System
Hood and Duct
Incinerator - Domestic
Incinerator — Command
Qty
Unit Type:
Fire Damper
Diffuser
Thermostat
Wood/Gas Stove
Emergency
Generator
er Mechanical
'.ment
QtY
Boiler /Compressor:.
0 -3 HP /100,000 BTU
3 -15 HP /500,000 BTU
15 -30 HP /1,000,000 BTU
30 -50 HP /1,750,000 BTU
50+ HP /1,750,000 BTU
Qty
Q:Wpplications\Forms- Applications On Line\3 -2006 - Permit Application doc
Revised: 9 -2006
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State
Zip
Page 4 of 6
Fixture Type:
Qty
Fixture Type: =
Qty '.
Fixture Type:
qty .
Fixture Type:
qty
Bathtub or combination
bath/shower
Drinking fountain o ,, ater
cooler (per head)
Wash fountain
Gas piping outlets
Bidet
Food -waste grin a , ; ",
commercial
Receptor, indirect
waste
Clothes washer, domestic
Floor drain
Sinks
Dental unit, cuspidor
Shower, sin:.' ead trap
Urinals
Dishwasher, domestic,
with independent drain
Lavatory
Water Closet
Building sewer or trailer
park sewer
Rain wa system — per
drain (' de building)
Water heater and/or
vent
Additional medical gas
inlets/outlets — six or more
Industrial waste
pretreatment interceptor,
including its trap and vent,
except for kitchen type
grease interceptors
Repai " - alteration of water
pip" : d/or water treating
equ' ent
Repair or alteration
of drainage or vent
piping
Medical gas piping system
serving one to five
inlets/outlets for specific gas
PLUMBING AND GAS PIPIN ,RIVIIT INFORMATION -206-43 7
PLUMBING AND GAS PIPING CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City State Zip
Contact Person: Day Telepho e:
E -Mail Address: Fax Num
Contractor Registration Number: Exp Date:
Valuation of Plumbing work (contractor's bid price): $
Valuation of Gas Piping work (contractor's bid price): $
Scope of Work (please provide detailed information):
Building Use (per Intl Building Code):
Occupancy (per Int'l Building Code):
Utility Purveyor: Water:
Indicate type of plumbing fixtures and/or gas piping ou ;' being installed and the quantity below:
Q:tApplications\Fonns- Applications On Line 3 -2006 - Permit Application.doc
Revised: 9 -2006
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Sewer:
Page 5 of 6
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
Building and Mechanical Permit
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
Plumbing Permit
The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested
in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OW
Signature:
OR AUTHORIZED
Print Name:
GE / :
Mailing Address: 909 ce," 57
Date Application Accepted: Date Application Expires: Staff Initials:
Q: Applications\Forms- Applications On Linel3 -2006 - Permit Application.doc
Revised: 9 -2006
bh
Date: /
Day Telephone: - j 7- •2 73 X
?f}C'r0A?71 Lei/7 AP5PU)
City State
Zip
Page 6 of 6
Payee: PLUMB SIGNS
Receipt No.: R07 -01255
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: //www. ci. tukwila. wa. us
Parcel No.: 6364200010 Permit Number: D07 -237
Address: 242 SOUTHCENTER MALL TUKW Status: PENDING
Suite No: Applied Date: 06/29/2007
Applicant: TALBOTS Issue Date:
Initials: WER Payment Date: 06/29/2007 10:56 AM
User ID: 1655 Balance: 30.00
TRANSACTION LIST:
Type Method Description Amount
Payment Check 16461 174.55
ACCOUNT ITEM LIST:
Descript
BUILDING - NONRES
PLAN CHECK - NONRES
STATE BUILDING SURCHARGE
Account Code Current Pmts
000/322.100
000/345.830
000/386.904
RECEIPT
Payment Amount: $ 174.55
103.06
66.99
4.50
Total: $174.55
9337 06/29 9716 TOTAL 174.55
doc: Receiot -06 Printed: 06-29 -2007
Projecti I
- 10 , IIIA 0 - 4
Type of Inspection:
P/0
/
Address:
2%'2 .Sua c ea4 "4/1/
Date Called:
Special Instructions:
Date Wanted:
a.m.
p.m.
Requester:
Phone No:
INSPE C ION NO.
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
PERMIT NO.
007 -;57
(206)431-3670
COMMENTS:
c-'4A 04.
Approved per applicable codes. 0 Corrections required prior to approval.
$58. REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection.
'Receipt No.:
'Date:
4x " '4
f 4.*
n-rrri
it54 7-7°/11
Job # 162491
Talbots #361 - Seattle, WA
Designed especially for:
North American Signs
6' -1*
173]
REVISIONS
changes_shall be made to the scope
of work withoitprior-approval of
Tukwila Building Division.
NOTE. isions will require a new plan submittal
include additional plan review fees.
3'
90*
136]
(26i]
2'
(34 •]
(17fi]
2'-5"
[29]
End View
4'-8"
6]
1_
Interior Truss
One shed awning in two sections
Mill finish aluminum frame
8450 Black Ferrari 502 & 8255 Dark Red Ferrari 502 fabric horizontally seamed
CP01 Black & CP11 Red vinyl trim
5 sets of section bolts
40 z-clips
EMECOPV
Perna No• W1141
Al Innovations
Rao review croval i subject to errors and minim
Approw.1 cl cnn-adion documant3 do= not authorial
idoloton c? cy ccc �d3 cr crd:ranCe- Receipt
EfJ C:7 cni lactated:
•
\ By Alek
/MEL
5
(614] 4'-8"
No Graphics
City ofladoadja
WILD
(56)
Frame Break
• Diem lkomAte
'FEL: en-3g-.014
FAX •77-335-8015
EVIEWED FOR
DE COMPLIANCE
APPR?VED
OCT 0 1 201?
C Of Tukwila
BUILDING DIVISION
Approval Signature
6 •:1'
[ 731
Job # 16249I
Talbots #361 - Seattle, WA
Designed especially for:
North American Signs
Al Innovations
We Deliver Results'
TEL: 877- 336 -8014
FAX 877- 336 -8015
Approval Signature
Date
EXU Nuipeirit Englin@wingp
CONSULTING ENGINEERS /CIVIL AND STRUCTURAL
STRUCTURAL DESIGN
CALCULATIONS
OF
TALBOT'S AWNING CONNECTIONS
242 Southcenter Mall
Tukwila, WA 98188
FOR
PLUMB SIGNS
909 South 28 Street
Tacoma, WA 98409
REI Job No. 07091
August 2007
RECEIVED
CITY OF TUKWILA
SEP 212007
PERMIT CENTER
E'7ln COW
BUILLaisiL; Vji�la );
OA-U(6 l
CUiRECT 10 N
LT R#
1519 West Valley Highway North /Suite 101
Post Office Box 836 /Auburn, WA 98071
253 - 833 -7776 Fax 253 - 939 -2168
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Law_ TER. ICC:REPORT'
FCRRESIVenVE F4SMIER..
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-rwt... -nris 41E2. Lus-rhu_ciER_ let aepaRA-
Puznve PAL
11400402.1M11000.1 FRAME Axkto
• 0457-R14,_ Au.Sobrs
1.1F-Arts
2 -5"
[ 291
1 -6"
[181
tSet-cnoN1
•
*.0
Awning Critical Load Combinations
Talbot's Awning
REI Project #07091
Dead Load:
D = 251b
Snow Load:
p f
ps Cs pf
16
ps -2-8-
2`42$.4ft
S p
5. =27.lib
Wind Load (Analytical Procedure, Rigid Structure):
TOP Connection (4 -foot spacing):
l
Z min = 15.0
n ave := if (0.6 h < z z 0.6•h)
Z ave - 15.0
33 6
I zave c
z avef
E
Zave
L zave . 1 33
L zave = 427.1
Awning Critical Load Combinations.Talbofs
7 -'
sure
(ASCE 7 -05, Table 7 -3)
(ASCE 7-05, Table 7-4)
(City of Tukwila)
(ASCE 7 -05, Figure 7 -2)
(ASCE 7-05, Eq. 7 -1)
(ASCE 7 -05, Eq_ 7 -2)
(Contributing Area)
(ASCE 7-05, Figure 6 -1)
(ASCE 7 -05, Table 6 -1)
(ASCE 7 -05, Section 6.5.8.1)
(ASCE 7 -05, Table 6-3)
(ASCE 7 -05, Section 6.5.7.2)
(ASCE 7 -05, Equation 6-5)
I zave = 0.2
g - 3.4 g := 3.4 (ASCE 7 -05, Section 6.5.8.1)
(ASCE 7 -05, Equation 6-7)
9/7/2007 8:38 AM
Q :-
Q = 0.958
G := 0.925
G = 0.903
K := 0.85
�a — K if < 15,2.01 -� 15 ,2.01•
z g i
Kz3 = 0.85
z := 11.7
' 15 °i z 3 T
K. := if z < 15,2_01- —J , 2.01 • —
Z g Z g j
CB +h
1 + 0.63•
L zave
lb
gz3 =11.6
ft"
1
(I + 1.7- uQ- Izave -Q)
1 + 1.7•gu -Izave
Kz5 = 0.85
Ib
q := 0.00256.K
ft"
lb
0.00256- Kz5- KKzt•Kd•V" •I- 2
ft
(ASCE 7 -05, Section 6.3)
0.63 (ASCE 7-05, Equation 6-6)
(ASCE 7-05, Equation 6-4)
(ASCE 7 -05, Figure 6 -5)
(ASCE 7 -05, Figures 6-11 - 6 -17)
(ASCE 7 -05, Figure 6-1IA)
(ASCE 7-05, Table 6-4)
(Average Height of Zone 3 Components)
(Average Height of Zone 5 Components)
(ASCE 7 -05, Equation 6-15)
(ASCE 7-05, Equation 6 -15)
q75 = 11.6 lb
ft`
p3 0 := 9z3'�\
(GC p30,0) _ ( GC (Zone 3 Components < 60ft, ASCE 7 -05, Equation 6-22)
1 pj0 I��
qz3 ^ \ Gcp30 , 1 ) ( GCP1
p3 = (12.4 -13.8) — Ib
ft"
p5 := gzS( 5 - GC i ) (Zone 5 Components < 60ft, ASCE 7-05, Equation 6-22)
0,0 P50,0 p 0,1
Awning Critical Load Combinations.Talbot's 9/7/2007 8:38 AM
p5 1 q�•( GC - GCp10, o)
lb
p =(13.7 -18.3) —
ft
W 3.top p3•
W 3.top = (255.4 - 284.1) lb
W 5.top p5'
W flp = (82.2 - 110.1) lb
Bottom Connection (8 foot spacing):
z min = 15.0
z ave = if(0.6.h < z h�
nave = 15.0
33
6
I zave := c '
z ave
I zave = 02
3.4 g : =3.4
s
l ave
L zave '= 1 33
L zave = 427.1
g gft
Q :—
1 + 0.63 -
Q = 0.953
G := 0.925- ( 1 + 1.7 •gQ• I zave Q)
1 + 1.7•g -l
G = 0.901
iB +h 0.63
L zave
Zone 3 Effective Area
Zone 5 Effective Area
Zone 3 Wind Force
Zone 5 Wind Force
(ASCE 7 -05, Figure 6 -1)
(ASCE 7 -05, Table 6 -1)
(ASCE 7 -05, Section 6.5.8.1)
(ASCE 7 -05, Table 6 -3)
(ASCE 7 -05, Section 6.5.7.2)
(ASCE 7 -05, Equation 6 -5)
(ASCE 7 -05, Section 6.5.8.1)
(ASCE 7 -05, Equation 6-7)
(ASCE 7 -05, Section 6.3)
(ASCE 7 -05, Equation 6-6)
(ASCE 7 -05, Equation 6-4)
(ASCE 7 -05, Figure 6 -5)
Awning Critical Load Combinafions.Talbots 9/7/2007 8.38 AM
Kd := 0.85
2
a z
K = if z3 < 15,2.01•(I ,2.01 3
lz J z g
Kz3 = 0.85
a z
K.z5 = if z3 < 15,2.01- — ,2.01- 3
l z g J z
K = 0.85
q := 0.00256- K K -V -I
ft
Ib
q = 11.6 —
ft
q 0.00256 -K -KK.d
- -V 2•I 16
q 11.6
ft {{( l (c,,� 11
P q [0 (__pi, /J
P - qz [( p30,1/ ( cici 0 , O)]
p3 =(12.1 -15.2) 12
11 111
P5 0, 0 qz5 [C Gcp50 . 0 ( i0 , 1)J
P50,1: gz5. ( Pi0, 4
p =(13.7 -I8.3) 1 2
ft
W3.battom := P3.A3
W 3.bottom = (498.9 - 625.4) lb
W5,:= P5
W 5.bottom = (164.4 220.1) lb
0 :ASCE7 + -Table 6:-3
2 2
ft
(ASCE 7-05, Figures 6-11 - 6
(ASCE 7-05, Figure 6-11A)
(ASCE 7-05, Table 6-4)
(Average Height of Zone 3 Components)
(Average Height of Zone 5 Components)
sure C; ASC.E + Ta' a 6-3
(ASCE 7-05, Equation 6-15)
(ASCE 7-05, Equation 6-15)
(Zone 3 Components < 60ft ASCE 7-05, Equation 6-22)
(Zone 5 Components < 60ft, ASCE 7-05, Equation 6-22)
Zone 3 Effective Area
Zone 5 Effective Area
Zone 3 Wind Force
Zone 5 Wind Force
Awning Critical Load Combinations.Talbors 9/1/2007 8:38 AM
Critical Load Combinations (ASCE 7-05. Section 2.4.1):
TENSION:
#3 D + S
D-0.97 + 5•1.21
T top3
6.08
T = lb
2(D-0.97 + S-1.21)
T bottotri3 - 6.08
T botto -- 1133 = 18.8 lb
#5 D + W
T top5
T top5
T bottom5
T bottom5
T bottom6
6.08
123 31b
Tbo 283.6 lb
D-0.97 + W3.to PO. cos(62.2deg)-1.21 W 3.topos 0 . sin(62.2deg)-3.79 - W 5.top 0, 0 475
0
D-0.97 W3.topo 1 -cos(62.2deg)- 1.21 - W itopo 1 - sin(62.2deg)-3.79 Ws top 0.75
,
Awning Critical Load Combinations.Talbot's
6.08
6.08
6.08
6.08
W.5
T -147.81b
2-D-0.97 + W3 0 cos(62.2deg)- 1.21 + W ibottom -sin(62.2deg)-2.29 + W 5. b ottom -5.33
,0 0, 0 0, 0
; = l
2D-0.97 + WTh ottom 0 -cos(62.2deg)- 1.21 + W Thottom 0 -sin(62.2deg)-229 + W5 . b ottomo, 1 -5.33
, 1 1
Tb 74
#6 D + 0.75W + 0.75•S
D-0.97 + 0.75(S-1.21 + Wi0 0
-cos(62.2deg)-121 - W 3.toO
n sio(62.2deg)-3.79 - W 5.topo, 0 -0.75)
"r , v,
Ttop6
6.08
T 87.41b
D-0.97 + 0.75- + W3.top0 , -cos(62.2deg)- 1.21 - to 1 -sin(62.2deg)-3.79 - W 5•00
to
P0, PO, 1
T top6
6.08
T = -115.9113
+ 0.75(2S-121 + W3.ottom 0 0 -cos(62.2deg)- 1.21 + Wib 0 ot • sin(62.2deg)-2.29 +
, 0 W 5.bottom 0 0 ' 5.3-
9/7/2007 9:04 AM
T bottom6
#7 0.6D+ W
0.6D•097 + W310„ 0 c os(62.2deg) -121 - W3.top0 0 •sin(622deg)•3.79 - W 5 . 0 , - 0 0'0.75
Ttop7 6.08
0.6D -0.97 + W3 top0, 1 -cos(62.2deg)- 1.21 - W top0,1 sin(622deg)•3.79 - w5. top0, 1 .0.75
Ttop7 ._
T bottom7
T bottom7
Tbottom7 `4.54.6'
SHEAR (Bottom Connection):
#3 D + S
F := 2 -(D + S)
104.2 lb
#5 D +W
F := 2 -D + W3.bottom -cos(62.2deg)
0,0
FV5 282 71 r `C..t2�'t 7 CAt,
24
#6 D + 0.75W + 0.75 -S
2D 0.97 + 0.75(2S-121 + W3.b ottam0 1 'cos(622deg) I21 + W3 om0 1 • sin(622deg)•229 + WS.bottom
8.51,
6.08
0.6 x 2D -0.97 + W3 boltom0� 0 -cos(62.2deg)• 1.21 + W3 bott0mtt sin(62.2deg) -2.29 + W5.bottom0 0 5.33
> ,
0.6 x 2D-0.97 + W3.bottom cos(622deg)• 121 + W3.bottom sin(62.2deg) -2.29 + W5.bottom •5.33
0,1 0,1 0,1
l c -
F := 2•D + W3.bottom0> 1-cos(62.2deg)
FV6 := 2 D+ 0.75 W3.bottom0 0 - cos(62.2deg) + 0.75 -2 -S
Fv6 `= 265.2
F := 2 -D + 0.75 W3.botto °1 0, I •cos(62.2deg) + 0.75-2-S
FV -1281 lb
#7 0.6D + W
F := 0.6.2 -D + W3.bottom -cos(62.2deg)
0,0
7Ib
F := 0.6-2-D + W3.bottom -cos(62.2deg)
0,1
F�i7 2617lb
Awning Critical Load Combinations.Talbot's
6.08
6.08
6.08
T 0 7 12 4 9 ib •
- I46.2lb
-5.3:
1
917/2007 9:04 AM
1519 West Valley Hfjhway NorfvSufte 101fAuDum, WA 98001
Post Office Box 836/Aubum,WA 98071
253- 833 -7776 Fax 253 -939 -2168
070 _ ser's kw,/
StrET NO OF
N P DATE 9/7/ 07
CALCULATED BY
CHECKED BY DATE
SCALE
Ctt :
i
x 26 ca =1' 1 as
saztv
%." x � Y ' e x Tr+ 1.10 SrszFw 440 s wise laspeeno.j
FOR_ CAO02 (Sy 4,365 cas susax_
45‘1.6 + 2Sx7 = 0.86 (L i 0/4
69 O 1385 \
4'1h 2A"e4saD aloe... 130=-3 a si tifasomfdi twegcms _
w/ ee,L Ire l t sie___,C./.6Ls r a v 4, ;o51t8
�.6 � i ( -1
= 0.6 <1 p G�
INSFEMCRA
3 43 1 X 1 ENBE Lb ;omit_ 6314.7E NtA `T
4iatex kJ PF•C'JA
(�
i =an-- 7le.c.sinExivoNI 4,Oe 5 La =EAR_ (- 4�
X46 144j.14 0.77 (41... 14)
�s 4- 1 s .„
D PRODUCT N17
PcTS REPORT'
ICC Evaluation Service, Inc. austlesslie Me • 533°walvrah Rod. v Cdb°B 90601 • (562) 13994543
Regixal Office • 9(X) Vantdair Road, Sae A Eranirghern. Mama 35213 • (205) 5919800
www.icc- es.orq Regional Moe• 4051 wesr CourtyClub e0478 •t704
DIVISION: 03—CONCRETE
Section: 03151—Concrete Anchoring
DIVISION: 04— MASONRY
Section: 04081—Masonry Anchorage
REPORT HOLDER:
SIMPSON STRONG -TIE COMPANY, INC.
5956 WEST LAS POSiTAS BOULEVARD
PLEASANTON, CALIFORNIA 94588
(925) 560-9000
www.simnsonanchors.com
EVALUATION SUBJECT:
TITER HD SCREW ANCHORS
1.0 EVALUATION SCOPE
Compliance with the following codes:
■ 2003 International Building Code. (2003 IBC)
■ 2003 International Residential Code (2003 iRC)
■ 2000 International Budding Curk (2000 IBC)
■ 2000 infematianal Residential Code (2000 RC)
■ 1997 Uniform Building Codelm (UBC)
Properties evaluated:
Structural
2.0 USES
The Tien HD screw anchor is for installation in predrilied
holes in normal- weight concrete, structural sand - lightweight
concrete on metal deck, and fully grouted concrete masonry
wall construction.
The Then HD saver anchor is an alternative to last -in-place
anchors described in IBC Section 1912 and UBC Section
1923.1_ The anchors are pemulted to be used in structures
regulated by the IRC, provided an engineered design is
submitted in accordance with /RC Section Fi301.12
3.0 DESCRIPTION
3.1 Materials:
3.1.1 Then HD Screw Anchor: The Then HDscrew anchor
is a carbon steel threaded anchor with a hex - washer head.
The screw anchor is manufactured from heat-freated steel
complying with SAE J403 Grade 10621, and has either an
eiecbodeposited coating of zinc in accordance with ASTM B
633, Service Condition SC1, Type III; or a mechanically
deposited ding of zinc in accordance with ASTM 695,
Class 65, Type L
*Corrected Jarmary2007
ESR -1056*
Reissued December 1, 2006
This report is subject to re- examination IT one year.
Then HD screw anchors are available with nominally /
1/2-, '4-, and '/ -inch (9.5, 12.7, 15.9 and 19.1 mm) shank
diameters, and wilhvarious lengths for andllpteembedment
as noted in the tables in flies report. Refer to Figural for an
Muskegon of a typical screw anchor.
3.1.2 Normal weight Concrete: Concrete shall be stone -
aggregate normal-weight concrete having a minimum
compressive strength as specified iii Section 1905.1.1 of the
IBC, Section 84022 of the RC, ores noted in the tables in
this report, whichever is greater at the time of anchor
installation. Minimum concrete thickness is 1 times the
anchor embedment at the bcation of anchor installation.
3.1.3 Structural Sand- lightweight Concrete-fill Metal -
deck Assembly:
3.1.3.1 Metal Dedc The metal deck shall be minimum No.
20 gage 1.0.035 inch (0.889 mm) base -metal thickness]
gatvanized steel conforming to ASTM A 653tA 653M, with a
minimum yield strength of 38 Ind (261.8 MPa) and a minimum
ultimate strength of 45 ksi (310 MPa). Figure 2 Illustrates
required =tat-deck bottom -flute dimensions: a minimum of
4 inches (114 mm) wide, a maximum of 3 inches (76 mm)
deep, and with a minimum spacing of 12 inches (305 mm).
Metal decks having greater bottom flute widths and relative
spacings shall be permitted.
3.1.3.2 Concrete Fill: The structural sand - lightweight
concrete shall have a minimum 3,000 psi (20.7 MPa)
compressive strength at lime of anchor installation.
Aggregates for structural sand-lightweight concrete shall
axnply with Section 3.3 of ACI 318 or UBC Section 1903.3.1_
Minimum concrete thickness ess measured from the top flute is
3 inches (83 mm). Refer to Figure 2.
3.1.4 Grout -tMed Concrete Masonry: Mien prism tests
are required, the compressive strength of masonry, f',,, at 28
days shall be a minimum of 1,500 psi (10.3 MiPa). Fully
grouted msasonrywals shall be constructed from the following
materials:
3.1.4.1 Concrete Masonry Units (CMUs) CMUs shall be
minimum Grade N, Type II, lightweight, medium - weight, or
conforming to ASTM C 90 or UBC Standard
21-4. The minimum allowable nominal size of the CMU shall
be 8 inches (203 mm) wide by 8 Inches (203 mm) high by 16
inches (406 mm) long (La., S3x8x16).
3.1.4.2 Grout Groutatalcomplywith IBC Section 2103.10,
!RC Seaton R609.1.1, orUBC Section 2103.4, as applicable.
Alternatively, the grout shall have a minimum compressive
strength when tested in accordance with ASTM C 1019 equal
to its specified strength, bit not Ups than 2,000 psi (13.8
MPa).
3.1.4.3 Mortar: Mortar shall comply with IBC Section
2103.7, RC Section R607, or UBC Section 2103.3 and UBC
Standard 21 -15, as applicable. The mortar shall have a
minincum compressive strength of 1.500 psi (10.3 MPa).
1fg&REPORTS are ace to be ewaouodas representing aesthetics sway other aotr$wra Not specificaily addraseci, We are they to k oarttrf atat an
atdvnwrtauerthe salfea rif the report ore reaosrarmktiaa or& mom Sam iew lerrmiNbYrC CErar�mom /tc_ ewers orkaplidasto
finding ar other wailer ir/da ibythe: report
Copyright 02006
rsr..mc.am
xremreaeraroi
Page 1 of 12
Page 2 of 12 ESR 1056
32 Design:
3.2.1 General: Anchors described it this report are
assigned allowable tension and shear loads for designs
based on allowable stress design (working stress design).
Use of the anchors to resistv@hratcry and proving loads, such
as those produced by reciprocating engines, cranes and
vehicles, is beyond the scope of this report
3.2.2 Design of Anchors In Normal-weight Concrete:
Allowable tension and shear loads for Installation to normal-
weight concrete are noted in Tables 3 through 6. Spacing and
edge distance requirements are noted in Tables 1 through 6_
Allowable bad reduction factors noted In Table 2 am
applicable only to the allowable loads shown in Tables 3 and
4.
Allowable loads for anchors installed in normal -weir
concrete subjected to combined shear and tension forces
shall be determined by the following equatiort
( P6 ) 513 + ( V B) 5I3
s 1.0
where:
P, = Applied service tension load.
P = Allowable service tension load_
V. = Applied service shear bad_
Allowable service shear bad.
V _
32.3 Design of Anchors Installed in the Top or Bottom
of Structural Sand4lghtweight Concrete Filled Metal -deck
Assemblies: shear loads, and spacing
and edge distance requirements, for anchors installed in the
top or bottom of structural sand - lightweight concrete fared
metal -deck assemblies are noted In Table 7. Refer to Figure
2 for required assembly details.
Anchors installed in the top of structural sand-lightweight
concrete and metal -deck assemblies may resist wind or
earthquake loads. Allowable tension and shear toads may be
increased by 33'/, percent when using the alternate basic
load combinations in e000rdancewith Serfion 1605.32 ofthe
IBC or Season 1612.32 of the UBC, for wind or earthquake
loading conditions. Alternatively, the Load cinalons ii IBC
Section 1605.32 may be multiplied by a factor of 0.75.
Anchors installed in the bottom of structural sand-
lightweight concrete and metal-deck assemblies may resist
wind or earthquake toad=
Allowable tension loads for bottom deck installations may
be Increased by33'/ percent when using the alternate basic
load Combination In accordance with Seaton 160532 ofthe
IBC or Section 1612.32 of the UBC, for wind or earthquake
loading conditions. Alternatively,the load c ombinatioisii BC
Section 160532 may be multiplied by a factor of 035_
Allowable shear loads for bottom deck installations shall not
be Increased when using the alternate basic load
combinations In accordance with Section 160532 of the BC
or Section 1612.32 of the UBC, for wind or earthquake
bading Conditions.
Allowable loads for anchors installed into the top or bottom
of structural sand - ,td concrete filled metal -deck
assemblies subjected to combined shear and tension forces
shall be determined by the following equation:
1 ) Vt s1.0
wherm
P. = Applied service tension load.
P = Allowable service tension load.
V, = Applied service shear load.
V, = Allowable service shear bad.
32.4 Design of Anchors installed In FultyGnwted CMU
Masonry Walls: Allowable tension and shear loads for
anchors installed in the face of fully grouted CMU masonry
walls are noted In Table 8A forstrucbmes complying will the
iBC or RC, and Table 138 for struiures corripiyirg with the
UBC. The allowable tension and shear loads are for anchors
installed ii the grouted cells, the center web of CMU units,
and horizontal mortared bed (ants of fully grouted CMU
masonry wall corer. Allowable loads for anchors
installed ii the vertical head joint or the end flanges of the
CMU wits are outside the scope ofthis report. Edge and end
distances. and spacing requirements for anchors Installed in
the face of fully grouted CMU masonry walls, as shown in
Figure 3, are noted In Tables 8A and 8B. Allowable load
redo c ion factors rs for anchors installed at reduced edge and
end distances, and reduced spacing, are noted in Tables 9
and 10.
Allowable tension and shear loads for' /2 -itch and 1/2-inch
(12.7 mm and 15.9 cool) anchors installed b the top of fully
grouted concrete masonry walls (CMU grouted cores and
CMU webs), are noted b Tare 11A for anchors installed in
structures complying with the BC or RC, and Table 11B for
anchors installed in strictures complying with the UBC.
When using the alternate basic load combinations in IBC
Section 1605.32 or USC Section 1612.32 that include wind
or earthquake bads, the allowable shear and tension loads
for anchors installed in the face and the top In fully grouted
MU masonry walls may be increased by 33i / percent
Alternatively, the load combinations ii BC Season 1605.32
maybe multiplied bya factor of 0.75.
Allowable loads for anchors installed in the face of fully
grouted CMU masonry walls subjected to combined shear
and tension bites shall be determined by the following
equation:
where:
P. _
P _
V, _
Y =
4.0 INSTALLATION
4.1 General:
(5--) H{lVt, s1.0
Applied service tension load.
Allowable service tension load.
Applied service shear bad.
Allowable service shear load.
Titan HO screw anchors shall be installed by drilling a pilot
hole into the substrate using a handheld electro- pneumatic
rotary hammer drill with a carbide-tipped drtit bit conforming
to ANSI B212.15 -1994. The pilot hole shall have the same
diameter as the nominal diameter of the anchor. The hole is
drilled to the speeded embedment depth plus 1/2 inch (12.7
mm). Dust and debris h r the hole shall be removed by using
al-free compressed air. The Tien HD screw anchor shall be
installed into the hole to the required embedment using a
socket wrench or powered knead wrench.
4.1.1 Anchors Installed In Fully Grouted CMU Masonry
Walls: Anchors installed in the face of fully grouted CMU wall
Page 3 of 12 ESR -1056
construction shall be limited to the face shell of the CMU unit
(center web and grouted cores) and the horizontal mortared
bed joints, as indicated by the shaded areas in Figure 3.
Anchors instated in a T- pint, the mortared head joint, orthe
end webs of a CMU unit, as indicated in the non- shaded
areas in Figure 3, are outside the scope of this report.
For anchors installed in the top of fully grouted concrete
masonry walls (CMU grouted cores and CMU webs), anchor
location shall comply with wfth the nmenum edge and end
distances noted in Tables 11A and 11B and shown in Figure
4. Anchors installed in the mortared head joint are outside the
scope of this report
4.2 Installation with Special Inspection (When
Required):
Continuous special inspection shall be provided when
required by the tables in this evaluation report Special
inspection under the IBC and iRC shall =form to IBC
Section 1704: under the UBC. special loan shall be m
accordance with UBC Section 1701.
For fasteners installed with special inspection, the following
items, as applicable, shall be inspected: fastener type and
dimensions; concrete type and concrete compressive
strength (foran chors installed in concret4 masoray unit type
and compliance with ASTM C 90; grout and mortar
compressive strengths, and (when required) masonry p
compressive strength; drill btisize and compliance with ANSi
8212.15 -1994: and fastener embedment. spacing, and edge
(and end) distances. The special for shall inspect and
verify that anchor installation complies with this evaluation
report and Simpson Strong -Tie Company's published
installation instructions.
5.0 CONDITIONS OF USE
The Titan n HD Screw Anchors described in this report comply
with, or are suitable alternatives to what is sped in, the
codes listed in Section 1.0 of this report subject to the
following conditions:
5.1 Anchors am identified and installed in accordance with
this report and the manufacturer's published hen
instruction.
52 Anchors installed In normal - weight concrete to resist
dead, Eve, wind and earthquake bad applications shall
be in accordance with Sections 322 and 5.5 to 5.10.
5.3 Anchors instailed into the top a - bottom of structural
can ight concrete filled metal-deck dies
to resist dead, five, wind and earthquake load
applications shall be in accordance with Section 3.2.3.
5.4 Anchors installed in the face or the top of fully grouted
CMU masonry wads to resist dead, eve, wind, and
earthquake load applications shall be In ecardance
with Section 32.4.
5.5 2003 IBC or 2003 iRC: Use of the anchors to resist
seismic loads in concrete is beyond the scope of this
report. When using the basic load combinations in
accordance with IBC Section 160:53.1.1, allowable
bads are not permitted to be increased for wind loading.
When using the alternative basic load combihatos in
iI3C Section 1605.32 that include wind loads, the
allowable shear and tension loads for anchors are
permitted to be increased by 33 percent or the
alternative basic load combinations may be reduced by
a factor of 0.76.
5.6 2000 BC or 2003 IRC: When using the basic load
combinations in accordance with IBC Section
1605.3.1.1, allowable loads are not permitted to be
increased for seismic or wind loading. When using the
alternative basic load combinations In BC Section
1605.32 that include seismic or wind loads, the
allowable shear and tension loads for anchors are
permftted to be increased by 33 percent, or the
alternative basic bad combinations maybe reduced by
a factor of 0.75.
5.7 UBC: When using the basic bad combinations in
accordance with =Sedan 1612.3.1, allowable loads
am natpermittedto be increasedforwind or earthquake
loading. When wing the alternative basic load
combinations tinUBCSection 1612.32that include wind
or seismic loads, the allowable shear and tension loads
for anchors are permitted to be increased by 33
percent
5.8 Seismic Loads underthe 2000 IBC, the 2000 IRC, the
2003 IBC and the 2303 IRC: For evaluation reports that
reference both the 2000 BC and the 2013 IBC, the
following comments shall be considered in the text of
the evaluation report This evaluation report recognizes
the anchors as alternatives to anchors described in
Section 1912 of the 2000 BC and the 2003 IBC. For
resistance to earthquake loads, seismic tests in
ranked ewe were eons foroomplance with
the 2000 BC The 2000 BC contains no provisions for
evaluating p anchors in concrete. Therefore,
inn t tests in =cracked concrete are acceptable.
Section 1913 011119 2003 BC pouts cast -in -place and
pow expansion and undercut anchors to be
designed in accordance wi hAppendixDofACI318-02.
For design in accordance with Appendix D,
posh andhors shalt be qualified in accordance
with Evaluating The Perf rrnranae of Post - Installed
Mechanical Anchors h Concrete (Aid 3552). For
se resistance, ACI 3552 requires post - installed
anchors to be tested in cracked concrete. ICC-ES has
interpreted this requireme ntto applyto all post - installed
anchors, inducting screw anchors. iCCC -ES has also
determined that since ACI 355.2 was not referenced in
the 2000 IBC, seismic testing lo cracked concrete would
not extend to the 2100 BC. There is no accepted
means of testing screw anchors in cracked concrete
recognized in AC106 [tine ICC-ES Acceptance Criteria
for Predated Fasteners (Screw Anchors) is Masonry].
While the submittedseismictests in uncrackedconcrete
are acceptable wider the 2000 IBC, these tests do not
comply with the 2)03 BC. Therefore, this criteria
prohibits rah of earthquake resistance in
oonaete under the 2003 EEC or the 2003 IRC.
59 Anchors used to resist seismic loads in normal-weight
concrete or structural lightweight concrete tilled metal
deck are Stated to locations described in Table 12.
5.10 Sncean ICC-ES acceptance criteria for evaluating data
to determine the per ormance of Nichors 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
5.11 Construction: Where not
otherwise prohibited by the applicable code, anchors
we permitted for we with fire - resistance -rated
unction provided that at least one of the following
w ddio s is futtilect
- Anchors are useused lomsist Wind orseismicforces only.
• Ancharstiatsupport construction
or gravity bed -bearing structural elements are within
a fire- resistance -rated envelope or a
membrane, or protected by
approved maters, orhave been
evaluated for resistance to fire exposure in
accordance with recognized standards.
• Anchors are used to support nonstructural elements.
Page 4 of 12
5.12 Since an ICC-ES acceptance criteria for evaluating the
performance of screw anchors in cracked concrete is
unavailable at this lime, the use of anchors is limited to
installation in uncracked concrete. Craddng occurs
when 4> f,due to service bads or deformations.
5.13 Anchors are installed in substrates in holes prednlied
with carbide-tipped masonry deli bits compying with
ANSI B212.15 -1994, and having the same diameter as
the nominal diameter of the anchor.
5.14 Calculations demonstrating that the applied bads ere
less than the allowable bads described In this report,
shall be submitted to the building official. The
calculations shall be prepared by a registered design
professional where required by the statues of the
jurisdiction in which the project is to be constructed.
5.15 Special inspection, when required, shall be provided in
accordance with Section 42.
5.16 Anchors shall be limited to dry, interior use.
5.17 The Then HD screw ands are manufactured manufachired by
Simpson Strong -Tie Company ate facility in Brampton.
Ontario, Canada, under a quality control program with
inspections by CEL Consufting (AA -639).
6.0 EVIDENCE SUBMITTED
6.1 Data in accordance with the ICC-ES Acceptance
Criteria for Predrilfed Fasteners (Screw Anchors) in
Concrete and Masonry (AC106), dated June 2005,
including the following optional tests:
6.1.1 Anchors installed in tonal- weight concrete: Effects of
edge distance on tension and shear performance
ESR 1056
(rest Series 4, 5, 6, 7,13,14,15, and 16 of AC106);
effects of spacing on tension and shear performance
(rest Series 9 and 18 of AC106); oblique bad tests
(Test Series 19 and 20 of AC106); and seismic
performance tests (Section 4.6 of AC106).
6.1.2 Anchors installed in the top and bottom of structural
sand-Ighbveight concrete and metal -deck assemblies:
Effects of edge distance on tension and shear
performance (Test Series 4 and 13 of AC106), and
seise performance tests (Section 4.6 of AC106).
6.1.3 Anchors installed in the face of fully grouted CMU
masoniywaliconstruction: Effects of edge distance on
tension and shear performance (Test Series 4, 5, 13,
and 14 of AC106), and seismic performance tests
(Section 4.6 of AC106).
6.1.4 Anchors installed in the top of fully grouted CMIJ
masonry wall construction with a minimum 13/4
(44 mm) edge : Effects on tension and shear
performance (Test Series 4 and 13 of AC106), and
seismic performance tests (Section 4.6 of AC106).
62 A quality control manual.
7.0 IDENTIFICATION
Titer HD screw anchor packaging Is marked with the
Simpson Strong-Tie Company name; product name (Titan
HD); anchor diameter and length; the name or logo of the
inspection agency (CB. Consulting); and the evaluation
report number (ESR - 1056). In addition, the * symbol and
anchor length (n inches) is stamped on the head of each
screw anchor.
ANCHOR
DIAMETER
(id)
MINIMUM
EMBEDMENT
DEPTH, h,
s
EDGE DISTANCE (inches)
SPACING (inches)
' Tension or
S
Tension
Shear
Tension or
Shy
Tension
Shear
Critical Edge
Distance, C.
Minimum Edge
Distance, C„
Min mcnm Edge
Distance, C
Critical
Spacing, S
Minhnam
Spacing, S
Minimum
Spacing, S.m
'
%
2
1.0
0.83
0.25
1.0
0.66
0 77
33'l4
0.73
024
0.56
0.77
%
2
1.0
0.67
0.25
1.0
0.72
0.77
364
0.57
0.20
0.63
an
5
0.73
0.17
0.76
0.77
54
2
1.0
0.67
0.19
1A
029
0.77
41,
0.57
0.16
0.69
0.77
5
0.59
0.19
0.73
0.77
8/4
234
1.0
0.67
0.19
1.0
0.80
0.77
4
0.48
0.14
0.70
0.77
534
0.58
0.13
0.72
0.77
ANCHOR
DIAMETER
(Inch)
MINIMUM
EMBEDMENT
DEPTH, tl
(inches)
EDGE DISTANCE
(inches)
SPACING
(inches)
Tension
Shear
`Tension or Shear
Tension or Shear
Critical Edge
Distance, C
Critical Edge
Distance, C,.
Minimum Edge
Distance, C
Critical Spacing,
s,
Minimum
Spacing, S„,,
s
3
4' /
1
6
1' /
03
%
X
2 /4
4
6
1
8
2
354
5
54
2
5
7+4
13/4
10
2' /2
43/4
53/
3/4
2 °/
6
9
1
12
-
3
-
43/4
5
Page 5 of 12
For St 1 Inch = 25.4 mrn.
FIGURE 1- TYPICAL TREN HD SCREW ANCHOR
TABLE 1-SPACING AND EDGE DISTANCE REQUIREMENTS FOR TITEN HD SCREW ANCHORS
(Anchors Installed in Normal.relght Conctete)
TABLE 2-LOAD REDUCTION FACTORS FORTTDEN HD SCREW ANCHORS
(Anchors Installed In Normal weight Concrete)'""'
ESR - 1056
'The spacing and edge distance reams in this table are app6cahie only to Tables 3 and 4.
?The crtical edge and spacing distances am for full anchor capacity, and the n* man edge and spacing distances are for reduced anchor
capacity. See Table 2 for applcableload reduction factorsfaranchorsinstalled at distances less Snanitre shins! edge distance orless than cam!
spacing.
For St 1 inch = 25.4 nun.
'The load reduction factors in this table are appticable only to the allowable loads shown in Tables 3 and 4.
B Reduction faders are simulative. ate reductan faders for more than one spacing oredge desbmar are catc utated separately and multipled.
' Load reduction factors for anchors loaded in tension or shear with spacing been critical and minimum are obtained by linear Interpolation.
toad reduction factors for anchors loaded in tension or shear With edge distances between critical and musnnrxn are obtained by linear
ANCHOR
DIAMETER
(inch)
DRILL BIT
DIAMETER
(Inch)
MINIMUM
EMBEDMENT
DEPTH
(Inches)
CRITICAL
EDGE
DISTANCE
fps)
CRITICAL
SPACING
(inches)
ALLOWABLE SHEAR LOAD (bs)
Concrete Strength, F. (psi)
2.000
3,000
4,000
a /°
a/°
214
41/2
6
1,585
1,665
1,740 _
31
4
1,595
1,670
1,740
11 2
1/2
2'I
6
8
1,605
2.050
2,495
3
2,330
- 2,795
3,255
5314
-
2.830
3.045
3.255
%
4
21/4
71 4
10
1,940 _
2,220
2495
4'/,
2,175
3,415
4.650
X
3,125
3,890
4,650
3/4
2/
21/4
9
12
1,960
2/415
2,865
4
2,805
4,490
6.170
5
_
4,950
5,560
6,170
Page 6of12
TABLE 3- ALLOWABLE TENSION LOADS FOR I1TEN HD SCREW ANCHORS
INSTALLED IN NORMAL.WBGHT CONCRETEW. (pounds)
ESR 1056
ANCHOR
DIAMETER
(Inch)
3/4
DRILL BIT
DIAMETER'
(Imes)
1 /2
a/4
MINIMUM
EMBEDMENT
DEPTH
(inches)
21/4
3
`/4
°
5
23 4
4
2.4
4%
5.4
CRITICAL
EDGE
DISTANCE
(Inches)
3
4
5
6
CRITICAL
SPACING
(inches)
6
8
10
12
INSTALLED WITH SPECIAL
INSPECTION
Concrete Strength, f,(psl)
2,000
1,075
1,770
1,155
1,855
2,570
1,155
2,185
3,240
1,170
2,585
3,440
3,000
1,315
2,115
1,400
2,270
3,240
1,400
2,630
3,955
1,410
3,470
4,055
4,000
1,550
2,455
1,645
2,685
3.910
1,645
3,070
4,670
1,645
4,355
4.670
INSTALLED WITHOUT SPECIAL
INSPECTION
Concrete Strength, f, (psi)
2,000
540
885
580
930
1,285
580
1,095
1,620
585
1.295
1,720
300
660
1,060
700
1,135
1.620
700
1,315
1,980
705
1,735
2,030
4,000
775
1,230
825
1,345
1,955
825
1,535
2.335
825
2.180
2,335
For Sk 1 inch = 25.4 inns, 1 b = 4.45 N,1 psi = 6.89 kPa.
'For wind or earthquake loading COIXiitiOrlS, allowable loads may be adjusted In accordance with Section 5.0.
3 1 irimum concrete thickness is 1.5 tomes the anchor embedment.
'Mitimtmn edge distance and spa ng shall comply with Table 1.
The tabulated loads are for anchors Installed it nomraFweight concrete having a minkeinn compressive strength as shown in the table at the
time of anchor instafatlon.
°Anchor installation shall comply with Senor 4.0 of this repot
e These tension loads we applicable curdy when the anchors are installed with special inspection as set forth in Section 42 of this report.
'These tension loads are applicable when the anchors are installed vAthout special nspecton.
TABLE 4-ALLOWABLE SHEAR LOADS FOR MIEN liD SCREW ANCHORS
INSTALLED IN NORMALANBGH T CON (pounds)
For St 1 Inch = 25.4 mm, 1 b = 4.45 N, 1 psi =6.9 kPa.
'For wind or earthquake loafing conditions, eflawabie loads may be adjisted In accordance wttih Section 5.0.
2 Mlnirnum concrete thickness is 1.5 times the anchor embedment
1.0ntrntmh edge distance and spacing shall comply with Table 1.
*The tabulated loads am for anchors installed in moral- weight concrete having a minimum axnpressive strength as shown in the table at the
lime of anchor Installation.
°Anchor installation shall comply with Section 4.0 of this report.
°Allowable shear bads are for installations with orwi thout special inspection.
Page 7of12
TABLE 5— ALLOWABLE SHEAR LOADS (PARALLEL 70 THE CONCRETE EDGE) FOR 7TTEH HD SCREW ANCHORS
INSTALLED N f "- 2,500 psi CONCRETE' (pounds)
ESR -1056
ANCHOR
DIAMETER
cinch)
'/z
5 /"
DRILL BiT
DIAMETER"
(Inch)
' /2
5/
MINIMUM
EMBEDMENT
DEPTH
(Inches)
2'/
3' /
4'/
2a /
3'/
MINIMUM EDGE
DISTANCE
(Imes)
1 3/4
MINIMUM END
DISTANCE
(inches)
8
10
CRITICAL
SPACING
(Inches)
8
10
ALLOWABLE
SHEAR LOAD
PARALLEL TO
THE CONCRETE
EDGE"
(pounds)
1,165
1,710
1,950
1,205
1,765
For Si: 1 inch = 25_4 mm,1 b = 4.45 N, 1 psi = 6.89 kPa.
'For wind or earthquake loading conditions. allowable bads may be adjusted in accordance with Section 5.0.
'Minimum concrete thickness is 1.5 timers the anchor embedment.
'Minimum screw anchor edge and end distances. and critical spacing imitations, are applicable b the tabtdated loads.
'The tabulated loads are for anchors installed in nornsat- weight concrete having a minimum 2,500 psi compressive strength, P at the time of
anchor installatiorr.
'The drat bit diameter shall be equal to the nominal diameter of the anchor. Melchor Installation shah comply wtth Section 4.0 of this report
Allowable shear bads are for installations with or without special inspection.
TABLE 6— ALLOWABLE TENSION LOADS FOR MEN PW SCREW ANCHORS
INSTALLS) IN THE TOP SURFACE OF NORMAL. WEiGHT CONCRETE FOUNDATION STEM WAILS''" (pounds)
ANCHOR
DIAMETER
(Inch)
DRILL BIT
DIAMETER
(Inch)
1 /2
1 /2
MINIMUM
ANCHOR
EMBEDMENT
DEPTH,
(Inches)
10
10
MINIMUM
CONCRETE
FOUM}ATION
STEM WALL
THICKNESS
(inches)
6
6
ANCHOR LOCATION"
(Inches)
Cry
Edge
Distance
13 /4
Cry
End
Distance
8
4
ALLOWABLE TENSION LOADS (pounds)
Concrete Compressive Strength, f"
P"- 2,500 psi
krstaned
with
Special
Inspection'
3,855
3,570
Installed
without
SPectaf
1,930
1,785
f" = 4,500 psi
Ins
with Special
Inspection'
5,075
4,760
Installed
without
Special
Inspection'
2,540
2.380
For SE 1 inch =25.4mm, 1 b= 4.4511, 1 psi 6.89kPa
'For wind or earthquake loading conditions, amiable loads may be adjusted In accordance wtth Section 5.0.
2 1u6nanum concrete thickness is 12 inches.
Ninimwn sorrow anchor spacing is 15 Inches.
The tabulated loads are for anchors installed in normal-weight concrete having a mminum compressive strength as shown In the table at the
time of anchor instaliaffon.
'Anchor installation shall canopy with Section 4.0 of this report
"Critical screw anchor edge and end distances are applicable to the tabulated loads.
'ihese tension loads are applicable ady when the anchors are installed with special inspection as set forth in Section 42 of this report.
'These tension loads are applicable utien the anchors are Installed without special inspection.
Page 8of12
TABLE 7— ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN t® SCREW ANCHORS
INSTALLED ON TOP OR BOTTOM OF STRUCTURAL SAND4.1GHTWEIGHT CONCRETE (r. ag 3,000 psi)
AND METAL-DECK IC ASSEMBLIES'
ANCHOR
DIAMETER
()
ANCHORS INSTALLED N THE TOP OF S'TRIJCTLIRAL. CONCRETE AND METAL -DECK ASSEMBLIES
S /s
11 2
1 /2
DRILL BIT
DIAMETER
s /s
11 2
a
s /s
'/2
a le
MINIMUM
EMBEDMENT
DEPTH
(Inches)
2 4
3
4
5
Critical
Spacing
Edge Distance
Minhuem
Critical
ANCHOR LOCATION` (inches)
6
8
10
14'
z
1'1
1'h 11 ►
6
8
10
N/A
N/A
WA
6
8
10
6
8
10
ALLOWABLE LOADS'
Tension
Installed Installed
with without
Special Special
.Inspection Inspection
640
760
775
2%
ANCHORS INSTALLED IN BOTTOM FLUTES OF STRUCTURAL CONCRETE AND METAL-DECK ASSEMBLIES
1,355
1,755
2235
320
380
675
875
1,115
Ps)
Shear'
1,060
1,595
1,595
1,025
1,710
2675
For Sk 1 Inch = 25.4 mm, 1 lb = 4.45 N,1 psi = 6.89 kPa.
'The assembly shall consist of a metal deck and structural sand -lig itweigtd concrete fill:
• The deck shall be steel conforming to ASTM A 653/A 653M, with a minimum yield strength of 38,000 psi and minimum tensile strength of
45,000 psi, and shall have a mk mum thickness of Flo. 20 gage [0A35 Inch base-metal thickness (0.89 mm)]. Figure 2 ltustrates required
metal -deck botlnmfiute drnersiors: a micmurn of 41/2 inches (114 mm) ride, a mean= of 3 Inches (76 mm) deep, and a midmum
spacing of 12 inches (305 man). Metal decks having greater bottom flute widths and relative spacings shall be permitted.
• The structural sand- ligtdwetgtd concrete shall have a minimum ode compressive strength, P, at the time of anchor Installation of 3,000
psi, and shall have a minimum thickness of 31 Inches measured from the top lute. Refer to Figure 2.
2 Anchor motion shall comply with Section 4.0 of this report
'Anchor edge distance and spacing shah ray with tabulated toads.. N/A = Not applicable.
'Use of anchors Installed in the top or bottom of structural sand -ifg it night concrete and metal-deck assembles shall be permitted to resist wind
or earthquake tension and shear loads. Refer to Section 32.3 for design readremerds for anchors Installed In the top of the assembly, and for
anchors Installed b the bottom of the assembly.
°These tension bads are amicable only when the anchors are installed with special inspection as set forth b Section 42 of this report.
° These reduced tension loads are amicable for anchors installed without specie! inspection.
'Allowable shear bads are for Installations with or without special Inspection.
° Mov able tension and shear loads am foranchcrs installed in the bottom lute of the steel deck, at a minimum edge distance of 1 Inches from
the irate edge of the bottom lute. Allowable she'll loads act parallel or perpencicular to the deck lutes.
°Minimum distance from an anchor toile end of a lute for bottom of deck installations shall comply with the following
• 6 itches for ° /etnch-dlarneter anchor.
• 8 inches for' ande r.
• 10 Inches for /, tnch-riatmeter
FIGURE 2 —TREN HD SCREW ANCHOR INSTALLED IN THE TOP AND BOTTOM OF A
STRUCTURAL SAND-LIGHTWEIGHT CONCRETE AND METAL -DECK ASSEMBLY
ESR-1056
Page 9 of 12
TABLE 8A—IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR IITE 4 HD SCREW ANCHORS INSTALLED IN THE
FACE OF FULLY GROUTED CMU MASONRY WALL CONSTRUCTION'
ANCHOR
DUL"
(In-)
II
1 /2
f /e
3 /4
DRILL BIT
DIA.
(In-)
3 /e
11 2
!/
3 /4
OWL
EMBED'
(in-)
23 /4
3'/
4'/
5'/
ANCHOR LOCATION` (inches)
Edge Distance
CHttcat, c
12
12
12
12
Minimum, c
4
4
4
4
SPacket1
Croat, s ate
6
8
10
12
Minimum,
3
4
5
6
ANCHORS INSTALLED AT
DISTANCES a CRITICAL EDGE
DISTANCE, c,,, AND SPACING,
s U;
Tension
480
1,060
1,600
Shear
870
3,000
For SI: 1 inch = 25.4 rate, 1 psi = 6.89 kPa, 1 bf = 4.48 N
'Anchors shall be installed a minimum of 11/4 inches from vertical head joints and T- joints. Refer to Figure 3 for permitted and prohibited anchor
installation locations.
'The drill bit diameter shall be equal to the nominal diameter of the anther. Anchor installa6on shall comply with Section 4.0 of this report.
'Embedment depth is measured trim the outside be cif ilia masonry.
'Grilled and minimum m edge distances, c,.a nd c, ,, respecfively, shall comply with this table. Referto FigUse 3. Critical and minimum spacing, s
and s,,,„ respectively, shall comply with this table. Critical and minimum edge and spacing dr are valid foranchors residing tension orshear
loads. Refer to Table 9 fbraalbarable tension and shear load reduction fact rs Wareham instated between critical and minimum edge distances,
and to Table 10 for ancisse instated between critical and ertuinum spacing.
'Tabulated loads are for anchors installed in futtygrouted masonry well construction, consisting of Grade N, Type II, lightweight, medium - weight,
a dosed-end, concrete masonry units (CMUs) conforming ASTM C90. Masonry shell be fully grouted with coarse grout having
a minimum compressive strength of 2,000 psi, and complying with IBC Sec&in 2103.10 or IRC Section R609.1.1 as applicable. Mortar shalt
comply with IBC Section 2103.7 or IRC Section 8607. as agile, and shall have a ntiinuan specified compressive strength of 1,500 psi. The
specified compressive strength of masonry, f at 28 days shaft be a minimum of 1,500 psi.
* Tabulated allowable bads are based on a safety factor of 5.0 and are based an special inspection being provided during anchor installation.
Special inspection requirements shalt comply with Section 42 of this report
'For wind or earthquake loading conditions, allowable bads may be attested in accordance with Section 5.0.
INSTALLATIONS PI THIS
AFEA FOR FULL
ALLOWABLE LORD CAPACITY
— s'MllW t
EDGE DISTANCE
CRITICAL EDGE DISTANCE
(SEE LOAD TABLE)
INSTALLATION Nor THIS
AREA FOR REDUCED
ALLOWABLE LOAD CAPACITY
4' MINIMUM
EDGE DISTANCE
CRITICAL EDGE DISTANCE
(SEE LOAD TABLE)
NOINSTALIATIDN VVRMIN
t ' OF HEAD JOINT
FIGURE 3—TREN HD SCREW ANCHOR INSTALLED IN THE FACE OF GROUT - FILLED CMU
(CONCRETE MASONRY UNIT) WALL CONSTRUCTION (Refer to Tables La, and 10)
ESR -1056
Page 10 of 12
TABLE 86— ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS SISTALLED IN THE
FACE OF FULLY GROUTED CYU MASONRY WALL CONSTRUCTION'
ESR -1056
ANCHOR
DIA.
Om)
'/.
1 /3
' /a
DRILL
BIT DIA.
Om/
8/
'/2
5,
MIN.
EMBED'
(In.)
2'/.
3'/
5'/
ANCHOR LOCATION' (inches)
Edge Distance
Critical, 4,r
12
12
12
12
Minimum, c
4
4
4
4
Spacing
Critical, s,,,
6
8
10
12
f`inhnum' Aran„
3
4
5
6
ALLOWABLE LOADS BASED ON
ANCHORS INSTALLED AT DISTANCES
> CRITICAL EDGE DISTANCE, ca AND
SPACING, s,,,
(lbf)
Tension
Installed with
Special
inspection'
600
860
1,325
2000
Installed
without
Special
kwpection•
300
430
665
1,000
Shams'
1,085
1,730
2,605
3,750
For St 1 inch r 25.4 nun, 1 psi = 6.119 1Pa,1 bit =4.48 N.
Anchors shall be installed a whine= of 11/2 inches from vertical head joints and Tioints. Refer to Elyse 3 for permitted and prohibited anchor
installation bcations.
2 The drift bit diameter shall be equal to the nominal diameter of the anchor. Anchor installadon shall comply with Section 4.0 of this report.
I Erniredulturt depth is measured from the outside face of the masonry.
"Critical and minimum edge distances, c,,and c ,,,, respectively, shall oanply with this table. Beier b Figure 3. Cdtaal and minimum um spy, s,,,
and s.,„ respectively, shall complywithiHstabie. Criticalandmninimumedpearndspacigdistacesaevaldforanchorsresisting tension orshear
basis. Refer to Table 9 for adowabie tension and shear bad 'eduction factors lbranchocs installed between allied and minimum edge distances,
and to Table 10 for anchors instated between atIical and minimum apadng.
*Tabulated loads are for an ors installed h fudygnasted masonry well consttction, consisting of Grade N, Type II, lightweight, medium- weight,
ornotmal. weigh dosed-end, concrete masonry tads (CMUs) confomdngtoUBCSfardad21 -4. Idasonryshal be fullygnxited with coarse grout
having a Wilburn compressive strength of 2000 psi, and complying with UBC Sedan 2103.4. Mortar shall comply with L>BC Section 21033
and UBC Standard 21-15, and shall haveaminimun spedfied compressive sttsargtt.of 1,500 psi. The specified compressive strength ofmas cxvy,
t,, at 28 days shall be a ntnimum of 1,500 psi.
`For wind or earthquake loading conditions, allowable loads may be rued in accordance with Section 5.0.
'These allowable tension loads we based on a factor of safety of 4.0 and special inspection being provided during anchor installation. Special
inspection requirements shell comply with Section 42 of this report
'These reduced allowable tension loads are appecable for ands= unstapled without special inspecTion and are based on a factor of safety of 8.0.
'These allowable shear bads are based on a lector of safety of 4.0 and anchor Installation with or without special inspection.
ANCHOR
DIAMETER
MINIMUM
EMBEDMENT
DEPTH,
Mme)
LOAD REDUCTION FACTORS FOR ANCHORS INSTALLED AT:
Cr03cai Spacing, s
Minimum Spacing, S.
Tension or Shear Load
Tension Load
Shear Lem
3 / 6
23/4
to
0.87
0.62
'/
31/2
1.0
0.69
0.62
3 / 6
41/2
1.0
0.59
0.62
3 / 4
51/2
1.0
_ 0.50
_ 0.62
Page 11 of 12
TABLE 9-LOAD REDUCTION FACTORS FOR TITEN ND SCREW ANCHORS INSTALLED BETWEEN CRITICAL
AND MINIMUM EDGE INSTANCES (Anchors installed in the Face of Grout-Sled C MLI Masonry Watls)'•'
ESR-1056
ANCHOR
DIAMETER
(loch)
3 4
'/2
61 6
a /4
WMMUM
EMBEDMENT
DEPTH, /;,
()
2
3'/
4'/
5 /,
LOAD REDUCTION FACTORS FOR ANCHORS INSTALLED AT:
Critical Edge
Distance, C
Tension or Shear
Lard
to
to
1.0
1.0
M'nknurn Edge Distance, C aei
Tension Load
lA
1.0
0.83
0.66
Shear Load Acting:
Towards
an Edge
058
0.38
0.30
0.21
Away from
an Edge
029
0.79
0.58
0.38
Parallel to
an Edge
0.77
0.48
0.46
0.44
For Sk 1 kith = 25.4 mm.
'The bad reduction factors lo this table; are applicable to the allowable loads shown I i Tables 8A and 88.
2 f on factors are cumulative. Multiple reduction tors for more than one leered ge distance are ealaiated separately and multipted.
toad reduction factors for anchors loaded in tension or shear wth edge distanom between eat and mirrhkrumh are obtained by linear
TABLE 10-LOAD REDUCTION FACTORS FOR TWIN HD SCREW ANCHORS INSTALLED BETWEEN CRITICAL AND MNIMUM
SPACING
(Anchors Installed in the Face of Grout-filled CMU Masonry Walis)`"
For 8k 1 inch = 25.4 nun.
'The load reduction factors in this table are applicable to the allowable loads shown in Tables 8A and 88.
2 ReductiOn factors are cumulative. Multiple reduction factors formoe than one spacing oredge distance we calculated separately and multiplied.
'Load reduction factors for anchors loaded in tension or shear with spacing between critical and ndnknurn are obtained by linear iderpolation.
TABLE 11A-IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS
INSTALLED IN TOP OF GROL T4RL I.ED Ci1U MASONRY WALLS'
ANCHOR`
DIA.
(itch)
1 /2
6
6
DRILL
BIT
DI/L
()
'/2
6,
6
MIN.
EMBED.
(inches)
4' /
4'/,
ANCHOR LOCATION' (itches)
Minimum
Eike
Distance
Mmhnhun
End
Distance
e
10
I/inkman
SP9
8
10
IBC AND IRC ALLOWABLE LOADS'''¢ (pounds)
Tension
570
570
Shear
Parallel
to Edge of
Masonry Wall
685
675
Perpendicular
to Edge of
Masonry Wall
160
160
For St 1 inch = 25.4 mm, 1 pound = 4.45 N.1 psi = 6.89 kPa.
'The allowable tension and shear loads in Table 11A we applicable when andhors are Installed in strucbres regulated by the IZC or IBC.
?Minimum edge and and distances are measured from fie anchor centerline to the edge and end of the CIINJ masonry watt. respectively. Refer
to Figure 4. Minium spadng is measured from center-to-centeroftwo anchors. Mc intse mortared head joidare outside the scope
of 'The �e loads kiTable 11A are foranchors resisting dead, ive, wind, and earthquake Iced applications. Forte loading due to wind
and earthquake forces, the atonable loads may be adjusted in accordance with Section 5.0.
toads for Grade N, Type 16 lightweight, ornom mete masonry rails (CMUs) conforming toASTM C 90. Allowable
minkrnrn nominal dimensions of the CAW shall be 8 inches wide by 8 inches high by 16 Indies long (8'x8•=16'). Masonry est construction shall
be fully grouted with coarse grout having a minimum compressive strength 612.100 psi, and cornplytrg with IBC Section 2103.10 or RC Section
R 609.1.1, as applicable. Mcsbr Shall c>on>Oty with C Section 2103.7 or IRC Section R607.1, as applicable. and have a minimum compressive
strength of 1,500 psi. The spotted compressive strength of masonry, t,,, at 28 days shad be a minimum of 1,500 psi.
'Ailowable tension and shear loads are based an a safety factor of 5.0, and are based on anchor installations with special inspection. Special
Inspection shall be provided duiring artdrorinstallation in accordance With Section 21072.1 (Stile IBC or Section R104Aoft he IRC, as applicable.
Refer to Section 42 of tis report for spedat Inspection ction re qi reme cis.
CODE
RECOGNIZED FOR USE IN
2003 IBC
Not recognized
2003 IRC
Not recognized
2000 IBC
Seismic Design Categories A and B
2000 IRC
Seismic Design Categories A and B
UBC
Seismic Zones 1 and 2A
Page 12 of 12
TABLE 118 —USC ALLOWABLE TENSION AND SHEAR LOADS FOR TREN HD SCREW ANCHORS
INSTALLED IN TOP OF GROUT - FILLED CAW MASONRY WALLS'
ANCHOR
DNA.
(ill)
a / e
DRILL
BI
DIA.
(inch)
5 /s
MIN.
EMBED.
(inches)
4'/
4'/,
ANCHOR LOCATION' (inches)
Minimum
Edge
Distance
Minimum
End
Distance
8
10
Minimum
Stag
8
10
USC ALLOWABLE LOADS'"' (pounds)
Tension
Installed
with
Veda
Inspection"
715
715
Installed
without
special
won
355
355
Shear'
Parallel
to Edge of
Masonry
730
845
Perpendicular
to Edge of
Masonry
200
200
For Sr 1 Inch = 25.4 mm,1 pound = 4.45 N, 1 psi = 6.89 kPa.
'The allowable tension and shear loads in Table 115 are applicable for anchors Installed in structures regulated by the UBC.
'Minimum edge aid end distances we measured from the anchor centerline to the edge and end of the CMU masonry wail, respedively. Refer
to Figure 4. liminum spacing is measured from rimer- to- cer>teroft installed in the mortared head joint are outsidethe scope
of this report
'Thee iorrabe loads in Table 119 are for anchors r dead, live, wind, and earthquake toad applca k x s.Forshorttermloadingduet°wind
end earthquake forces, the allowable loads may be add in accordance with Section 5.0.
toads for Grade N. 7 ype Il. Ightweight, rte, or normal-weight concrete masonry was (CIIL)s) conforming to USC Standard 21-4.
Allowable minimum rromarat dmensions of the CMU shalt be 8 Irises wide by 8 inches high by 16 inches lam (8'x8'x16). Masonry wall
oonsbuncion shall befullygro tedwlhcoarsegrouthavingaminimumcanpresswestrengthof2. 000psi, andcomplyingwithUBCSection .
Mortar shall comply with UBC Sedan 2103.3 and UDC Standard 21 -15, and have a minimum compressive strength of 1.500 psi. The specified
compressive strength of masonry, f at 28 days shall be a miirrrrn of 1,500 tad.
'Allowable shear bads are based on a safety factor of 4.0. Special Inspection for anchor installation Is not required.
'Allowable tension loads It the coke= entitled - Installed with Special inspecfrorf are based on a safety factor of 4.0. Special inspection shall be
provided during anchor illation, and shall comply with the requirements described In Section 4.2 dais report.
'Allowable tension loads in the cdlunn erdltled'Installed without Special Ispedo'f are based on a safety factor of 8.0. Special inspection for
anchor installation is not mired for anchors assigned these reduced allowable tension loads.
1e Edge
FIGURE 4—EDGE AND END DISTANCES FOR THE TITEN HD ANCHOR
INSTALLED N THE TOP OF CMU MASONRY WALL CONSTRUCTION
TABLE 12—SEISMIC NATION IN CONCRETE
ESR-1056
P.S REPORT"
ICC Evaluation Service, Inc, ei kI m Office `533°Wa "'
$ ma `• 90601 • (562) G- eS.01' ��Offi ce e900btorideir Road, Sole A 8onioglanes, Alabama 35213 ■(205)599.9800
WYVW.
9 Regional Office • 4051 We R ssmor Road, Country Club His, f6nois 60478 t (708)7992305
DIVISION: 04— MASONRY
Section: 04081 -- Masonry Anchorage
REPORT HOLDER:
HILTI, WC.
5400 SOUTH 122 EAST AVENUE
TULSA, OKLAHOMA 74146
(800) 8794000
www.us.hflti.com
HrftiTechEngt0 us_hitti.com
EVALUATION SUBJECT:
KWIK BOLT 3 MASONRY ANCHORS
1.0 EVALUATION SCOPE
Compliance with the following codes:
• 2006 international Building Code (1130)
• 2006 International Residential Code (IRC)
• 1997 Uniform Building Codelm (UBC)
Properties evaluated:
Structural
2.0 USES
The Kwik Bolt 3 (KB3) Masonry Anchor is used to resist static
and transient seismic and wind tension and shear loads in
unc radced, grout-filled concrete masonry. The anchor system
is an alternative to cast -in -place anchors described In Section
2107 (ACt 530) of the IBC and Section 2107.1.5 of the UBC.
The anchor systems may also be used where an engineered
design is submitted in accordance with Section R301.12 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 KIND( Bolt 3 anchors
have a 5 pm (0.0002 Inch) zinc plating. The anchor is
illustrated in F=igure 1 of this report.
The wedges for the carbon steel anchors are made from
carbon steel, except for aft'/, Inch (6.4 mm) lengths and the
3 4-Inch-by-12-inch, 1-inch-by-6-inch, 1-inch-by-9-inch and 1-
Inch -by -12 -inch (19.1 mm by 305 mm, 25 mm by 152 min, 25
mm by 229 mm, and 25 mm by 305 mm) sizes, which have
AISI 316 stainlesseteel wedges. All carbon steel components
are zinc-plated. The V and 3 /4- indm-0iameter(12.7,15.9,
and 19.1 mm) carbon steel Kwik Bolt 3 anchors are available
wflh a hot - dipped galvanized plating complying with ASTM A
copyright°2007 .
"Corrected
ESR -1385*
Reissued January 1, 2007
This report is subject to re- examination in two years.
153. The studs, nuts and washers of the 304 and 316
stainless steel Kwlk 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 predrIled hole to provide anchorage.
4.0 DESIGN AND INSTALLATION
4.1 Design:
Minimum embedment depth, edge distance, and spacing
requirements are set forth In Table 1. Allowable stress design
tension and shear loads are as noted in Tables 2 and 3.
Allowable loads for Kwik Bolt 3 anchors subjected to
combined shear and tension forces are determined by the
following equation:
(PIP,' + (WV,) 513 1
where:
P = Applied service tension load (fbf or N).
P, = Allowable service tension load (lbf or N).
V, = Applied service shear load (lbf or N).
V, = Allowable service shear bad (lbf or N).
42 Installation Requirements:
Kwik Bolt 3 shall be installed in holes drilled into the base
material using carbide tipped masonry drill bits complying
with ANSI 5212.15 -1994 or where permitted by the tables,
HGtti Matched - Tolerance Diamond Core Bits. 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 predrWUed 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.
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
Ig$REPORTS' are shot w be construed= representing aesthetics or oay other attributes Not specificalO addressed. nor are they b be construed as co
endorsement sfthe subject sithereport or reixesonend , farftrare .Thereis nowarraruybylCCEwarwti nSService Inc, espress or isopbert auromryfina1ng
or other matter in this repo:, eras to wy product amend by the :sport
■116106adIs1
rNCO:n>aatuoc a
Page 1 of 4
Page 2 of 4 ESR -1385
during anchor installation, as set forth In Tables 2 and 3.
Special Inspection in accordance with Section 1704 of the
IBC shall be provided under the IRC when special inspection
is specified in Tables 2 and 3. 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, inducing verification of drill bit
compliance with ANSI B212.15 -1994 or the Hilt
specification for matched tolerance diamond core tits,
hole depth, and cleanliness.
3. Installation description, including verification of masonry
compressive strength, 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 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 shall comply
with this report and Hitt "s published installation
instructions.
5.2 Allowable tension and shear loads shall be as noted in
Tables 3 through 14 of this report.
5.3 Calculations and details demonstrating compliance with
this report shall be submitted to the code official for
approval.
5.4 The use of anchors shall be limited to installation in
uncradced grout flied concrete masonry. Cracking
occurs when f,> ',due to service loads or deformations.
5.5 Design of Kwik Bolt 3 Masonry Anchors installed in-
grout -filed concrete masonry to resist dead, live, wind
and earthquake load applications must be in
accordance with Section 4.1
5.6 When using the basic load combinations in accordance
with ISC Section 1605.3.1 or USG 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
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.
5.7 Where not otherwise prohibited in the applicable code,
anchors are permitted for use with fire - resistance-rated
construction provided that at least one of the following
conditions is futfiiled:
• Anchors are used to resist wind or seismic forces only.
• Anchors that supportfire -resistance- ratedconstruction
or gravitty load-bearing structural elements are within
a Tire- resistance -rated envelope or a fie- 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.
5.8 Use of carbon steel Kwik Bolt 3 anchors shall be limited
to dry, interior locations. Hot- dipped galvanized and
stainless steel Kwik Boit 3 anchors are permitted in
exterior exposure or damp environments.
5.9 Since an ICC-ES acceptance criteria for evaluating data
to determine the performance of expansion anchors
subjected to fatigue or shock loading is unavailable at
this time, the use of these anchors under these
conditions is beyond the scope of this report
5.10 Special inspection shall be provided in accordance with
Section 4.3 of this report when required by Tables 3
through 14.
5.11 Anchors shall be manufactured by HIM, inc.,
Feklklrcherstrasse 100, Schaan, Liechtenstein, under a
quality control program with inspections conducted by
Underwriters Laboratories Inc. (AA -668).
6.0 EVIDENCE SUBOIIiTIED
6.1 Data in accordance with the iCC-ES Acceptance
Criteria for Expansion Anchors in Concrete and Masonry
Elements (AC01), dated January 2007. including
seismic tests, reduced spacing tests and reduced edge
distance tests.
62 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 (Hili, 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 4.
ANCHOR
DIAMETER
(inch)
EMBEDMENT
DEPTH'
(inches)
MINIMUM
DISTANCE
OF WALL'
(inches)
TENSION
SHEAR
USC With
Special
Inspection'
UBC Without
Special
Inspection
IBC/IRC`
USC
IBC/IRC'
'L
11/4
4
152
76
121
380
304
12
152
76
121
380
304
2
4
540
270
432
427
342
12
540
270
432
427
342
°!,
13/4
4
321
161
257
736
589
12
342
171
273
938
751
2112
4
782
391
626
955
764
12
782
391
0626)
1,317
`1,034
,/2
2'14
4
628
314
502
830
664
12
687
333
533
1,464
1,171
31/2
4
905
452
724
1.051
840
12
905
452
724
2,317
1,853
,/
2314
4
814
407
651
888
710
12
866
433
692
2,165
1,732
4
4
1242
621
994
929
743
12
1,294
647
1,035
2.654
2,123
3/4
31/4
4
1,036
518
829
784
827
12
1.036
518
829
3,135
2,508
43/.
4
1,645
823
1,316
821
657
12
1,711
855
1,368
3,263
2,627
SETTING DETAILS
ANCHOR SIZE
1/4 inch
'/, Inch
'/ inch
h, inch
3/4 inch
1 inch
Drill bit size = anchor diameter (inches)
1/4
'/,
'/x
54
314
1
Wedge clearance hole (inches)
6 /,.
T /,.
'/„
" /t, •
13118
1' /,
Anchor length (min.lmax.) (inches)
1'/ 1 4'/ 2
2'/,
7
2'/4 7
314
10
6
6
12
Thread length std./long thread length (inches)
'4 3
'/. l
5
1'/ 4'/
I
11/2
{ 7
112
1'1 6
21/4
I 6
installation:
Torque guide values
(tt -Ib) in
concrete masonry
Carbon steel P 8n. Embedment
Carbon sleet Std. Embedment
4
4
15
15
25
25
65
65
120
120
—
—
Win. base material thickness (inches)
3 inches or 1.5 x embedment depth, whichever is greater
Page 3 of 4
. 1 itch = 25 4 mm, 1 tt-mr =1.356 N-m.
TABLE 1— INSTALLATION SPECIFICATIONS'
'installation torques are applicable for an anchors Installations unless noted otherwise in this report.
TABLE 2—ALLOWABLE TENSION AND SHEAR VALUES FOR HILTI KWIK BOLT 3 CARBON STEEL ANCHORS
INSTALLED IN THE FACE SHELLS OF GROUT-FILLED CONCRETE MASONRY WALLS (In poundsr
. . - w., — w. .TJ 1 \.
ESR -1385
Values rand for anchors Inskdied in face shells of Type 1, Grade N. lightweight, median- weight, or normal- weight concrete masonry units
confomsirng toASTM C 90 orUBC Standard 21-4. The masonry units shall be fully grouted with coarse grout conforming to IBC 2103.10 and ASTM
C 476 or UBC Section 2103x4 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 strength shall be at least 1.500 psi at the time of anchor installation when tested in
accordance with IBC Section 210522.2 and ASTM C 1314 or UBC Section 2105.3.2 and UBC Standard 21 -17.
= Anchors shall be installed a minimum of 13/4 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 cent.
'Allowable loads or applied loads may be modified in accordance with Section 5.6 of this report due to short -term wind or seismic loads.
'Embedment depth shall be measured fivm the outside face of the concrete masonry unit
'For intermediate edge distances, gable bads may be determined by&nearly Interpolating between the anawable loads at the two tabulated
edge distances.
'These tension values are only applicable when anchors are installed with special Inspection in accordance with Section 4.3 of this report
'mil Inspection shall comply with Section 1704.5 of the IBC for anchorages in masonry.
ANCHOR
DIAMETER
(inch)
EMBEDMENT
DEPTH°
)
TENSION
SHEAR
Perpendicular to Wall
Parallel to Wall
UBC With
Special
Inspection'
UBC
Without
Special
Inspection
- IBCARC
UBC
IBCRRC
USC
IBCfIRC'
1/2
3
646
323
- 517
311
249
614
491
5 4
3 1/2
852
426
682
311
249 _
614
491
STAMP ON ANCHOR
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
O
R
S
T
U
V
W
X
Y
Z
L eng e s o f
Anchor
(inches)
From
11/2
2
21/2
3
31/2
4
41/2
5
51/2
6
61/2
7
71/2
8
81/2
9
91/2
10
11
12
13
14
15
16
17
18
Up b no t
2
21/2
3
31/2
4
41/2
5
51/2
6
61/2
7
711
8
81/2
9
91/2
10
11
12
13
14
15
16
17
18
18
Page 4 of 4
TABLE 3— ALLOWABLE TENSION AND SHEAR VALUES FOR HILT' KWIK BOLT 3 CARBON STEEL ANCHORS
INSTALLED IN TOP OF GROUT- FILLED CONCRETE MASONRY WALLS (In pounds)
FarSI: 1 inch =25.4mm, 1 lb =4.45 N.
'Values valid for anchors installed into top Celts of Type 1, Grade N, lightweight, median-weight, or normal. weight concrete masonry units
conforming to ASTM C90or UBC Standard 21- 4. The masonry u s .40andASTM
C 476 or UBC Section 2103.4 and UBC Standard 21 -19. Mortar shall comply with BC Section 2103.7 and ASTM C 270 or UBC Section 2103.3
and UBC Standard 21 -15, Type S, N, or M. Masonry prism strength shy be at leasst 1,500 psi at the time of anchor installation when tested in
accordance with IBC Section 2105222 and ASTM C 1314 or UBC Section 210532 and USC Standard 21 -17.
2 Andrors must be installed a minimum of 11/2 inches from edge of the block
'Anchor locations shall be imited to one per masonry cell with a minimum spacing of 8 inches on center.
'Allowable loads or applied loads may be modified in accordance with Section 5.6 of this report due to short -term wind or seismic loads.
'E rnbedrnent depth is measured from the top edge of the concrete masonry unit.
'These tension values are only applicable when anchors are wed with special Inspection In accordance with Section 4.3 of this report
%pedal inspection shall comply with Section 1704.5 of the IBC for anchorages in masonry.
For SI: 1 inch = 25.4 mm.
--- Nut
Washer
FIGURE 1—KWIK BOLT 3
TABLE 4— LENGTH IDENTIFICATION CODES
iittchor ktstallation Is Restrkted to No n-Shaded Areas
ESR -1385
FIGURE 2—ACCEPTANCE LOCATIONS (NON-SHADED AREAS) FOR
HILTI KWIK BOLT 3 ANCHORS IN GROUT-FILLED CONCRETE MASONRY ANCHORS
LEGACY REPORT
ER -5259*
Reissued January 1, 2007
ICC Evaluation Service, Inc. BusinessReglattal omf `5350 Waianar iwt Reed. Whams, Calitria 90601 ■ ) 699.0543
Regional Office • 90D 1.arlidaP Road Bee A. Ben keran, Mo 35213 .05)599-9800
www.icc- es.orq Regional Mee ■4061 West Rossrn on Carey Cubti.. Weds 60476 ■(706)799-2305
Legacy report on the 1997 Uniform Building Code", the 2000 International Building Code and the 2000
International Residential Code'
DIVISION: 03.-- CONCRETE
Section: 03151—Concrete ete Anchoring
DMSiON: 04— MASONRY
Section: 04081—Masonry Anchorage
KWIK CON II CONCRETE AND MASONRY SCREW
ANCHORS
HILTi, INC.
5400 SOUTH 122nd EAST AVENUE
TULSA, OKLAHOMA 74147
1.0 SUBJECT
Kwlk Con II Concrete and Masonry Screw Anchors.
2.0 DESCRIPTION
2.1 General:
The Kwik Con II concrete screw anchors are manufactured
from AISI 1022 steel and are for installation in concrete and
masonry substrates. They are heat-treated and have zinc
plate, dear chromate finish. The screw anchors are available
in
3 /, r ,' / and 3 4 -inch (4.8, 6.4 and 9.5 arm) diameter sizes
with various lengths. Three head styles are available fox the
Kwik Con II screw: slotted hexwasher head. Phillips fiat head.
and Torx that head.
22 Installation:
A pilot hole is drilled using a carbide -tipped drill bit supplied
with each box of Kwik Con II screw anchors. Pilot holes are
0.17 inch (4.3 mm) in diameter for the 3 4 6 -Inch (4.8 mm)
anchor, 0.20 inch (5.1 mm) in diameter for the (6.4
mm) anchor, and 0.3 inch (7.6 mm) in dlameterforthe 3 4 -inch
(9.5 mm) anchor. Pilot holes are drilled a minimum of inch
(6.4 mm) longer than the necessary embedment specified in
this report
After the pilot hole is drilled, dust is removed and the Kwik
Con II screw anchors are installed to the specified depth of
embedment.
The anchors are Installed a minimum of 12 diameters on
center alth a minimum edge distance of six diameters for 100
percent andhoretfidency. Spacing and edge distance may be
reduced to six diameter spacing and three diameter edge
distance providing values are reduced 50 percent. Linear
interpolation may be used for intermediate spacing and edge
margins.
Copyright 0 2007
'Corrected January 2007
2.3 Design:
The allowable tension and shear loads are indicated in
Tablel. Allowable loads for Kwik Con fl screw anchors
subjected to combined shear and tension loads is determined
by the following equation.
(PJP,)+(V)V s 1
where:
P, = Applied tension load.
P, = Allowable tension load in Table 1.
V, = Applied shear load.
V, = Allowable shear bad In Table 1.
The screw anchors are not permitted to be subjected to
vibratory loads such as reciprocating engines, crane loads
and moving loads due to vehicles. Anchors are limited to
static load applications. Use of anchors in resisting
earthquake or wind loads is beyond the scope of this report
2.4 Special Inspection:
Where special inspection, in accordance with the code, is
required in Table 1, the special 'inspector must be on the
jrbsite continuously to verify anchor type and dimensions,
concrete or masonry type, concrete compressive strength,
mortar type, drill bi size, hole dimensions, anchor spacing
and edge distance, slab thickness and anchor embedment.
2.5 Identification:
Kwik Con II screw anchors are packaged in containers that
indicate the manufacturer's name and address, the diameter,
the length end the fastener type.
3.0 EVIDENCE SUBMITTED
Reports of load tests and installation instructions.
4.0 FINDINGS
That the Kwf k Con ■ Concrete Screw Anchors described
in this report comply with the 1997 Uniform Building
Code"', the 2000 International Building Code and the
2000 International Residential Code", subject to the
following conditions:
4.1 Anchor sue, installation and dimensions are as set
forth In this report.
42 Allowable shear and tension loads are as set forth
In Tablet.
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4.3 Calculations demonstrating that the applied loads
comply with this report must be submitted to the
building official for approval.
4.4 Anchors are limited to noire- resistive construction
unless appropriate data Is submitted to demonstrate
that screw performance Is maintained in
fire - resistive situations.
4.5 Anchors used to resist seismic loads are outside
the scope of this report.
4.6 The use of the anchors must be limited to
installation in unc asked concrete or masonry.
Cracking occurs when f,> f, due to service loads or
deformations.
4.7 Special inspection, when required by Table 1, is
provided according to Section 2.5 of this report
4.11 When the anchors are placed without special
Inspection, the installer must certify to the building
official that screws were installed according to the
marurfacturer's instructions and this report
This report is subject to re- examination in one year.
TABLE 1—ALLOWABLE SHEAR AND TENSION VALUES FOR KWIK CON I CONCRETE SCREW ANCHORS, IN POUNDS'
ER-5259
ANCHOR
DIAMETER
lam)
M241AMM
DEPTH OF
EMBEDMENT
mules)
1
1'4
1
1'6
14
Pe+2,000-PSI cOn CRETE'
Wth
MenecDont'
155
450
155
460
540
Tension
Without
Special
75
225
175
231
270
Shear
195
215
325
455
000
GROUTED MASONRY
Tension
w>rh
Without
Inspection` SiNselai
gyp`
215
435
215
585
15
1015
215
105
290
355
Shear
225
275
450
500
(tees
HOLLOW MASONRY'
Tension
With Without
Inspection' inspection`
215
335
215
375
NR
105
185
105
185
NIR
Shear
225
275
490
490
NR'
For El: 1 inch = 25.4 mm, 1 psi = 6.895 kPa,1 pound at 4A5 N.
'The tabulated shear and tensile values are for anchors Installei in stone- aggregate concrete of normal weight and caving the designated
COMPOSSIVe strength at Sine of instata6an.
'The tabulated shear and tensile values are for anchors instaneci in =sorry conforming 10 ASTM C 90, Gracie N, Type I, or better, with mortar
conforming to Section 2103.3 and Table 21-A of the code.
'Grout material shall have a minimum compressive strength of 2.000 psi at time of installadon and shall conform to Section 2103.4 of the code.
'These tension values are appfccable only when the anchors are installed with special inspection as set firth in the code.
'These tension values we appicable when the anchors we installed 14/hoot special iepecdah as set forth in the code.
'NR = Not recognized.
STRUCTURAL NOTES
00700 GENERAL CONDITIONS
All materials and construction shall conform to the drawings, these notes, and any
specifications for this project.
During the construction period, the Contractor shall be responsible for the safety of the
construction project, including all excavation procedures. The Contractor shall provide
adequate lagging, shoring, bracing, guys and protection of adjacent property,
structures, streets, and utilities in accordance with all national, state, and local safety
ordinances.
All information shown on the drawings relative to existing conditions is given as the best
present knowledge, but without guarantee of accuracy. Where actual conditions
conflict with the drawings they shall be reported to the Engineer so that the proper
revisions may be made. Modification of design drawing details shall not be made
without written approval of the Engineer.
Provide vertical support and lateral bracing for electrical and mechanical equipment per
the applicable code requirements.
01412 BUILDING CODES
DIVISION 1- GENERAL REQUIREMENTS
International Building Code (IBC) 2006 Edition.
Washington State Building Code
(Washington Administrative Code (WAC) Chapter 51 -30)
01415 DESIGN LOADS AND CRITERIA
WIND:
Basic Wind Speed: 85 mph
Exposure: C
Importance Factor (i 0.87
01455 TESTING AND INSPECTION
All special inspection and testing shall comply with IBC Sections 1701, 1703, 1704, and
other applicable building code sections and are in addition to the inspections made by
the Building Official under Section 109.
Special inspections are required for the following work:
Earthwork
During excavation, grading, and filling
Construction of drilled piles or caissons
Concrete:
Placement of reinforcing steel, concrete placement and taking of concrete
cylinders, where inspection is required by Section 03300
Placement of anchor bolts, where noted on plans
Installation of adhesive anchors
Field Welding:
Reinforcing steel
Structural and miscellaneous steel
Installation of high - strength bolts
Special inspectors and testing laboratories shall be PROVIDED BY THE OWNER. The
Contractor shall coordinate special inspections as well as standard building inspections
with the construction schedule and is responsible for facilitating access to areas to be
inspected. Special inspectors and testing laboratories shall be approved by the
Building Official, and shall be certified by the Washington Association of Building
Officials (WABO), if required by the Building Official.
The special inspector shall observe the work for conformance with the design drawings
and specifications. The special inspector shall furnish inspection reports to the Building
Official and the Engineer. All discrepancies shall be brought to the immediate attention
of the Contractor for correction, and also to the Budding Official and the Engineer. The
special inspector shall submit a final signed report stating whether the inspected work
was in conformance with the design drawings and specifications and the applicable
provisions of the building code.
Special inspections per IBC Section 1703.7 are required unless fabricator is approved
per Section 1704.2.
03152 ANCHOR BOLTS
DIVISION 3 - CONCRETE
Materials, fabrication and erection shall conform to IBC Chapter 22, IBC Standard
Section 2204, and the AISC 360-05 Specification for Structural Steel Buildings.
Galvanize threaded parts, bolts, nuts, and washers exposed to weather unless noted
otherwise per ASTM A 153.
Material specifications, unless noted otherwise:
Anchor Botts: ASTM A 307
Threaded rod: ASTM A 36
High - Strength Botts: ASTM A 325, where noted
Nuts: ASTM A 563
Washers: ASTM F 436
Substitution of other materials requires approval of the Engineer.
Provide anchor bolt configuration as shown including diameter, spacing, projection,
embedment, and end configuration. Substitution of another type of anchor requires
approval of the Engineer.
03605 NON - SHRINK GROUT
Non - shrink grout shall have a minimum compressive strength of 5,000 PSI Use non-
metallic type in exposed conditions. Install per manufacturer's recommended
procedure.
July 18, 2007
Connie Guffey
Plumb Signs Inc
909 S 28 St
Tacoma WA 98409
City of Tukwila
Department of Community Development Steve Lancaster, Director
RE: CORRECTION LETTER #1
Development Permit Application Number D07 -237
Talbots — 242 Southcenter Mall
Dear Ms. Guffey,
This letter is to inform you of corrections that must be addressed before your development permit(s) can
be approved. All correction requests from each department must be addressed at the same time and
reflected on your drawings. I have enclosed comments from the Building Department. At this time the
Fire, Planning and Public Works Departments have no comments.
Building Department: Ken Nelsen, at 206 431 -3677, if you have questions regarding the
attached memo.
Please address the attached comments in an itemized format with applicable revised plans,
specifications, and/or other documentation. The City requires that four (4) complete sets of revised
plans, specifications and/or other documentation be resubmitted with the appropriate revision
block.
In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every
resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person
and will not be accepted through the mail or by a messenger service.
If you have any questions, please contact me at (206) 431 -3760.
encl
File No. D07 -237
P:\Pemrit Center\Correction Letters\2007'D07 -237 Correction Ltr #1.DOC
jem
Steven M. Mullet, Mayor
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
ftsr
Building Division Review Memo
Date:
Project Name:
Application #:
Plan Reviewer:
No further comments at this time.
July 17, 2007
Talbots permit applications
D07 -237
Ken Nelsen, Senior Plans Examiner
Tukwila Building Division
Ken Nelsen, Sr. Plan Examiner
An initial architectural Building Division plan review has been conducted on
the subject permit application. Only one item was noted. Please address
the following comment with revised plans and /or other applicable
documentation.
1. Because of the size and location for the proposed awning, City of Tukwila
policy requires that the awning and awning wall anchorage be reviewed by
a Washington State Licensed Engineer in consideration to I.B.C. Chapter
16.
03 -05 -2008
CONNIE GRIFFEY
909 S 28 ST
TACOMA WA 98409
RE: Permit No. D07 -237
242 SOUTHCENTER MALL TUKW
Dear Permit Holder:
In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division.
Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the
provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not
commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or
abandoned at any time after the work is commenced for a period of 180 days.
Based on the above, you are hereby advised to:
Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection.
This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if
the project should be considered abandoned.
If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for
additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why
circumstances beyond the applicants control have prevented action from being taken.
In the event you do not call for the above inspection and receive an extension prior to 04 /02/2008 , your permit will become null and
void and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
er Marshall,
Permit Technician
xc: Permit File No. D07 -237
City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
DEPART , MEN � B uil Vio
ng Division
Public Works
Complete
Comments:
APPROVALS OR CORRECTIONS:
Approved ❑
Notation:
REVIEWER'S INITIALS:
Documents/routing slip.doc
2 -28-02
�.- PERMIT COORD COPY `.
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D07 -237 DATE: 09 -21 -07
PROJECT NAME: TALBOTS
SITE ADDRESS: 242 SOUTHCENTER MALL
Original Plan Submittal Response to Incomplete Letter #
X Response to Correction Letter # 1
Revision # After Permit Issued
Fire Prevention
Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Incomplete n
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES/THURS ROUTING:
Please Route d Structural Review Required
REVIEWER'S INITIALS:
Approved with Conditions
DATE:
DATE:
Planning Division
Permit Coordinator
n
DUE DATE: 09-5-07
Not Applicable ❑
No further Review Required
El
DUE DATE: 10-23-07
Not Approved (attach comments) n
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
ACTIVITY NUMBER: D07 -237 DATE: 06 -29 -07
PROJECT NAME: TALBOTS
SITE ADDRESS: 242 SOUTHCENTER MALL
X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter #
Revision # After Permit Issued
DEPARTMENTS: �� 7 � I �o1
B.altdii�g I ✓I n g
lii
P lic Works
‘Iv ►I T WORD COPY
PLAN REVIEW /ROUTING SLIP
III n li , 1 ' � ' 1)11
Fire Prevention ix
Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Incomplete ❑
Complete
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES/THURS ROUTING:
Please Route
APPROVALS OR CORRECTIONS:
Structural Review Required
Planning Division
Permit Coordinator
DUE DATE: 07 -3 -07
Not Applicable
❑ No further Review Required
REVIEWER'S INITIALS: DATE:
DUE DATE: 07 -31 -07
Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) L
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg Y Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents/routing slip.doc
2-28-02
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date:
9/12/07 Plan Check/Permit Number: D07 -23 7
❑ Response to Incomplete Letter #
® Response to Correction Letter # 1
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: Talbots
Project Address: 242 Southcenter Mall
Contact Person: Connie G u f fey
Summary of Revision:
Engineering attached per your request.
PFRMIT (`.P! lTE ,
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by:
•
Entered in Permits Plus on
City of Tukwila
\applications\forms- applications on line\revision submittal
Created: 8 -13 -2004
Revised:
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
Steven M. Mullet, Mayor
Steve Lancaster, Director
Phone Number: (253)473-3323 x10
RECEIVED
CITY OF TUKWILA
S€P�. 21 2007 1
License Information
License
PLUMBSI077QC
Licensee Name
PLUMB SIGNS INC
Licensee Type
CONSTRUCTION CONTRACTOR
UBI
600455295
Ind. Ins. Account Id
SECRETARY
Business Type
CORPORATION
Address 1
909 S 28TH STREET
Address 2
05/12/2006
City
TACOMA
County
PIERCE
State
WA
Zip
98409
Phone
2534733323
Status
ACTIVE
Specialty 1
PAINTING/WALLCOVERING
Specialty 2
SIGNS NON ELECTRICAL
Effective Date
11/3/1993
Expiration Date
12/17/2007
Suspend Date
Separation Date
Parent Company
Previous License
DOOLIPC18003
Next License
Associated License
Business Owner Information
Name
Role
Effective Date
Expiration Date
MARSTON, ROBERT C
PRESIDENT
05/12/2006
MARSTON, KARA
SECRETARY
05/12/2006
PLUMB, MARGARET
VICE PRESIDENT
01/01/1980
05/12/2006
PLUMB, DONN
PRESIDENT
01/01/1980
04/24 /2006
Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 3
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.
Bond Information
Bond
Bond
Company
Name
Bond
Account
Number
Effective
Date
Expiration
Date
Cancel
Date
Impaired
Date
Bond
Amount
Received
Date
https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= PLUMBSI077QC 10/05/2007