HomeMy WebLinkAboutPermit D08-029 - WESTFIELD SOUTHCENTER MALL - COACH - STORAGE RACKSCOACH
607 SOUTHCENTER MALI.
D08 -029
Parcel No.: 6364200010
Address: 607 SOUTHCENTER MALL TUKW
Suite No:
Tenant:
Name: COACH
Address: 607 SOUTHCENTER MAL , TUKWILA WA
Owner:
Name: WEA SOUTHCENTER LLC
Address: 11601 WILSHIRE BLVD , LOS ANGELES CA 90025
Phone:
Contact Person:
Name: SCOTT DAVES
Address: 140 S LAKE AV, STE 323 , PASADENA CA 91101
Phone: 626 585 -2931
Contractor:
Name: NATIONAL CONTRACTORS INC
Address: 4300 BAKER RD , HOPKINS MN 55343
Phone: 952 881 -6123
Contractor License No: NATIOCI052P3
DESCRIPTION OF WORK:
STORAGE RACK/SHELVING UNITS
doc: IBC -10/06
CitAbf 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
Value of Construction: $0.00 Fees Collected: $447.53
Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2006
Type of Construction: IIB Occupancy per IBC: 0019
* *continued on next page **
Permit Number: D08 -029
Issue Date: 03/18/2008
Permit Expires On: 09/14/2008
Expiration Date: 03/11/2010
D08 -029 Printed: 03 -18 -2008
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
City a 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: D08 - 029
Issue Date: 03/18/2008
Permit Expires On: 09/14/2008
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:
b Date: °A 11
I hereby certify that I have read and e - ed this permit and know the same to be true and correct. All provisions of law and ordinances
governing this work will be complied whether specified herein or not.
The granting of this permit does not presume to •'ve authority to violate or cancel the provisions of any other state or local laws regulating
construction or the p an e f work. I ed to sign and obtain this development permit.
Date: ` 1 g
Signature:
rte! I
Print Name: � �' !� Y ` Pt 0 01
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
D08 -029 Printed: 03 -18 -2008
•
City of Tukwila
Parcel No.: 6364200010
Address: 607 SOUTHCENTER MALL TUKW
Suite No:
Tenant: COACH
1: ** *BUILDING DEPARTMENT CONDITIONS * **
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: D08 - 029
Status: ISSUED
Applied Date: 01/16/2008
Issue Date: 03/18/2008
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: 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.
5: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet
in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and
calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State
of Washington.
6: Manufacturers installation instructions shall be available on the job site at the time of inspection.
7: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building
Department (206- 431 - 3670).
8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of,
any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits
presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila
shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the
Building Official from requiring the correction of errors in the construction documents and other data.
9: ** *FIRE DEPARTMENT CONDITIONS * **
10: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate
flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3)
11: Install mechanical stops between rolling shelving units so that when units are rolled together, a 6 inch flue space is
maintained to prevent sprinkler obstructions greater than 4 ft. wide.
12: All new sprinlder systems and all modifications to existing sprinlder systems shall have fire department review and
approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler
systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk
Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to
the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050)
13: Storage shall be maintained 2 feet or more below the ceiling in nonsprinldered areas of buildings or a minimum of 18
inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1)
doc: Cond -10/06
D08 -029 Printed: 03 -18 -2008
•
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
14: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes
such condition or violation.
15: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila
(206)575 -4407.
* * continued on next page **
doc: Cond -10/06 D08 -029
does not imply approval of
Fire Prevention Bureau at
Printed: 03 -18 -2008
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing
this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating
construction or the performance of ork.
Signature:
Print Name:
doc: Cond -10/06
S /
Date: J V l O
D08 -029 Printed: 03 -18 -2008
SITE LOCATION
1 4.1c1 Sco.4*.c...44r King Co Assessor's Tax No.:
Site Address: - lkcjo S ! e * kc40 1 tAUA %jet
Tenant Name: COo.r.le
Property Owners Name:
C9 r As t
Mailing Address: 1 1 (,( I UJi 151, ;•. Il�vo� S}. � 0000 LS e.tos
City
CONTACT PERSON — who do we contact when your permit is ready to be issued
Name: Sf.erPt tt 5 " 1%erf ��t
11 Te �, f
Mailing Address: It-10 So . l.ak e ttve . 3a3
E -Mail Address: 144Lo L 4.61. Cow
GENERAL CONTRACTOR INFORMATION —
(Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5))
Company Name:
Mailing Address:
City State Zip
Contact Person: Day Telephone:
Fax Number:
Expiration Date:
E -Mail Address:
Contractor Registration Number:
ARCHITECT OF RECORD — All plans must be wet stamped by Architect of Record
Company Name: Tl`i sari L.0 Ara :14 w-c.
Mailing Address: n SOO Valley R.1
Contact Person: 1' a6 &SG /M
E -Mail Address:
ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record
be
CITY OF TUKWIMP
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
ht1p: ''u x u . ci. tuktriltr.
a. us
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
* *Please Print **
ar j IS'h
E-7 - R f`�an�►�w � ►;�, L� � .
9 L
20V+1.44,14 br ►ve. 11)e4l1 Van COLL V•u
Company Name:
Mailing Address:
Contact Person: tU\nwQ` R. te,le
E -Mail Address:
Q: Applicauom\Fotms- Apphcatians On Line13 -2006 - Permit Applicauon.doc
Revised: 9-2006
Building Permit No.
Mechanical Permit No.
Plumbing/Gas Permit No.
Public Works Permit No.
Project No.
Suite Number: 15110
(For office use only)
1 -011
CA
e
Floor:
New Tenant: Yes ❑..No
9a)05
Zip
Day Telephone: L2�/ Sn- a ( 73
Pas .�,a / C 91101
City state Zi p
Fax Number: 6211 5717
/1/4)S 07
State Zip
U .11� n e
City
Day Telephone: 913 - 6qa - 0 01 ?1
Fax Number: 1 - 61 a - 0 22.3
11 amp
City State Zip
Day Telephone: / 6o1-//79. q_ S�(. 1
Fax Number: l�OY/ 72,/ -5 13 y
Page 1 of 6
BUILDING PERMIT INFORA/TION — 206- 431 -3670
Valuation of Project (contractor's bid price): $ 11 00 Existing Building Valuation: $
Scope of Work (please provide detailed information): JTOr& e � /k.lv BLS par4- o' t
1 n- t�a�ur 40'114 ��Arnlw�n+l..� � 0.,n e,>(t CnMdrl4ti.a.1
Will there be new rack storage? Yes ❑.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area 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 Oti 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:\ApplicationsTorms- Applications On Line\3 -2006 - Permit Application.doc
Revised: 9-2006
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Page 2 of 6
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
1' Floor
g3/ D
a / 0
t
r- V
„^
, �/ f
2nd Floor
3' Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
BUILDING PERMIT INFORA/TION — 206- 431 -3670
Valuation of Project (contractor's bid price): $ 11 00 Existing Building Valuation: $
Scope of Work (please provide detailed information): JTOr& e � /k.lv BLS par4- o' t
1 n- t�a�ur 40'114 ��Arnlw�n+l..� � 0.,n e,>(t CnMdrl4ti.a.1
Will there be new rack storage? Yes ❑.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area 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 Oti 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:\ApplicationsTorms- Applications On Line\3 -2006 - Permit Application.doc
Revised: 9-2006
bh
Page 2 of 6
PERMIT APPLICATION NOTES — Applicable to all permits in this application
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
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 OWNER OR AUTHORIZED .ENT:
Signature:
Print Name: 4 Nits
Mailing Address: 11 U S'■ Lice 11", SM 3623
Date Application Accepted:
Date Application Expires:
Staff Initials:
i
Q: Applications\Rornts- Applications On line3 -2006 - Peunit Application.doc
Revised: 9 -2006
bh
Day Telephone:
P etcd.shook
city
Date: I" (�
g at; /s�s•ag3 I
CA
State Zip
Page 6 of 6
Receipt No.: R08 -02555
Initials: LAW
User ID: 1632
Payee: DAVID ZIDEL
ACCOUNT ITEM LIST:
Description
rinc• Rar.Plnt -(1R
PLAN CHECK - NONRES
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http://www.ci.tukwila.wa.us
RECEIPT
Parcel No.: 6364200010 Permit Number: D08 -029
Address: 607 SOUTHCENTER MALL TUKW Status: ISSUED
Suite No: Applied Date: 01/16/2008
Applicant: COACH Issue Date: 03/18/2008
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Check 1593 60.00
Account Code Current Pmts
000/345.830 60.00
Total: $60.00
Payment Amount: $60.00
Payment Date: 07/14/2008 03:40 PM
Balance: $0.00
4840 07/15 4711 TOTAL 60.00
Printad• (17- 14 -2nflA
RECEIPT NO: R08 -00811
Initials: JEM Payment Date: 03/18/2008
User ID: 1165 Total Payment: 7,739.83
Payee: N.C.I.
SET ID: 0314
SET TRANSACTIONS:
Set Member
D08 -010 6,314.50
DOQ
273.00
EL08 -022 475.60
M08 -006 447.73
PG08 -005 229.00
TOTAL: 7,739.83
TRANSACTION LIST:
Type Method Description Amount
Payment Check 49673
ACCOUNT ITEM LIST:
Description
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
Amount
BUILDING - NONRES
ELECTRICAL PERMIT - NONR
MECHANICAL - NONRES
PLAN CHECK - NONRES
PLUMBING - NONRES
STATE BUILDING SURCHARGE
SET RECEIPT
TOTAL:
SET NAME: COACH
7,739.83
7,739.83
Account Code Current Pmts
000/322.100 6,578.50
000.322.101 00.0 475.60
000/322.100 369.18
000/345.830 119.55
000.322.103 00.0 188.00
000/386.904 9.00
TOTAL: 7,739.83
TNAL 7739.83
Receipt No.: R08 - 00142
Initials: JEM
User ID: 1165
Payee: PERMITS TODAY LLC
ACCOUNT ITEM LIST:
Description
PLAN CHECK - NONRES
Fmc V3J
J0 I ,' 7rr.3
•
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
RECEIPT
Parcel No.: 6364200010 Permit Number: D08 -029
Address: 607 SOUTHCENTER MALL TUKW Status: PENDING
Suite No: Applied Date: 01/16/2008
Applicant: COACH STORAGE RACK Issue Date:
TRANSACTION LIST:
Type Method Description Amount
Payment Check 1784 174.53
Account Code Current Pmts
000/345.830 174.53
Total: $174.53
Payment Amount: $174.53
Payment Date: 01/16/2008 04:33 PM
Balance: $273.00
7372 01/17 9710 TOTAL 17453
doc: Receiot -06 Printed: 01 -16 -2008
Project:
Type of Inspgction:
Addrgss:
(-5 111t -((
Date Called:
Special Instructions:
Date Wanted:
Requester:
Phon No:
INSPECTION RECORD
Retain a copy with permit 1O S
INSPE ON NO. PERMIT NO. ‘
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
/ Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
o,:
Date:
7/
El $60. INSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
'Date:
- <• �' :: ",���..�t, :;may= ,-
Project:
Project: ,...1
Type of Inspection:
// .9/77 A1,1(,
Address:
0
Date Called:
Special Instructions:
Date Wanted: ff Q
/� - 4
a.m.
O
Requester:
Phone NN9
Approved per applicable codes.
Inspector:
ri $60.
paid
INSPECTION RECORD
Retain a copy with permit
z)0,5-621
PERMIT NO.
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Eg Corrections required prior to approval.
COMMENTS:
Fire 4 1 f t/s+ ( r I /' P t/
y r4 t / 1 br /n1/4, y »V'4
'Date: 7//22'
EINSPECTION FEE REQUIRED. Prior to inspection, fee must be
6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
1
Receipt No.:
'Date:
ti
stwosasai._16..., atamt .r ''' A.... _ - reei .e.cMad'ra,. kotlxik, ask.gaixtgarzeigawrz
COMMENTS:
Sprinklers: ;'
Fire Alarm: 5'
,
Type of Inspection:
- iZA ) 6 ,
,,, __ , r ....14,L .
Address:
0 - 7
Suite #:
c A" - fi • r Akt _r-
6 (r-
/
Contact Person:
, zk - c (tiA- .-
- oec
Phone No.:
c( 3- `f. -C[ S J o' L --- et
Project: (
C OPtc ,f
Sprinklers: ;'
Fire Alarm: 5'
Hood & Duct: N
Type of Inspection:
- iZA ) 6 ,
,,, __ , r ....14,L .
Address:
0 - 7
Suite #:
� U� -- -- c.� 1 J`
ik
/
Contact Person:
Special Instructions:
Phone No.:
Needs Shift Inspection: 4'
Sprinklers: ;'
Fire Alarm: 5'
Hood & Duct: N
Monitor: C r ,),,pc ,iJ
Pre -Fire: 1.)
Permits: pi
Occupancy Type: {vN
INSPECTION NUMBER
proved per applicable codes.
INSPECTION RECORD
Retain a copy with permit
/) o ( C)
PERMIT NUMBERS
oy
CITY OF TUKWILA FIRE DEPARTMENT
444 Andover Park East, Tukwila, Wa. 98188 206 - 575 - 4407
Word /Inspection Record Form.Doc 1/13/06
Corrections required prior to approval.
Inspector:
Date: `7/ / /dg
rs..
AA 1 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
T.F.D. Form F.P. 113
��— WPr
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IML
July 7, 2008
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
Mr. Dan Henke
National Contractors
4300 Baker Road
Hopkins, MN 55343
aza1 & ASSOCIATES, INC.
RECEIVED
JUL 1 5 2008
COMMUNITY
DEVELOPMENT
RE: In Process Inspection Report
Coach Store
Tukwila, WA
Dear Mr. Henke,
Enclosed are copies of the compressive strength test results regarding the above referenced project.
If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office
at (253) 939 -2500.
Respectfully submitted,
KRAZAN & ASSOCIATES, INC
Kathryn E. Gordon
Project Manager
Puyallup Division
CC: City of Tukwila
KA No. 066 -08125
Permit No. D08 - 029
Offices Serving The Western United States
922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556
08125 Break Template
n� acarf a rtaaut.faiaa, nw. acc vauay , vauue Ivry, ouua fu i, ruyaitup, rrry aoo I, kcva/ aaa
Project l'lo. 066 -08125 Cyl. Code 80759 Pour Date 5/30/2008 Report No. 8125CR053008bt1
Weather Clear Jurisdiction City of Tukwila Permit No. D08 -029
Project Coach Store Engineer
Location 606 Southcenter Mall Tukwila Architect
Client National Contractors Contractor National Contractors
Field Data
Concrete X
Supplier Glacier
Other
CYLINDER REPORT
Plant No. 255 Site Mix
Mix Air Unit
Slump Temp. Temp. Wt.
Time Truck# Ticket # % Air (in.) (F) (F) (pcf)
4:35pm 152 199076 4 62 62
Placement Area
Location Conduit runs and sewage pipe runs for restroom and sink
areas.
Remarks Placed by wheelbarrow. Sampled at 1.5cy. Please refer to
field report #8125DFR053008bt1
Inspector Benjamin Thompson
Laboratory Data
Design Strength 4,000 @ 28 days Date Specimens Rec'd.
Reported Batch Data
Design Actual
Weights Weights
Mix No. 3100
Cem.lbs. 470 353
F. Ash lbs.
C. agg. lbs. 1 1895 1440
C. agg. lbs. 2
C. agg. lbs. 3
Sand lbs. 1445 1160
Water lbs. 257 108
Air Ent. (oz)
Other (oz)
Other (oz)
Other (oz)
Other (oz)
Water Added on Job (gals.)
Field Test Methods
ASTM C143 ASTM C138
ASTM C1064 ASTM C173
ASTM C31 ASTM C172
OTHER ASTM C231
Cyl. Test Field Max. Comp. Tested Break
Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type
80759 -1 6/6/2008 7 4.009 12.63 50650 4,010 SS
80759 -2 6/27/2008 28 4.019 12.69 80350 6,330 MT
80759 -3 6/27/2008 28 4.019 12.69 83525 6,580 MT
80759 -4 H
80759 -5
80759 -6
80759 -7
80759 -7
Remarks
Results Reviewed By 440, Date Reviewed
Laboratory
Test Methods
X ASTM C39
ASTM C109
ASTM C617
X ASTM C1231
ASTM C780
Other
Test Results
X Conforming
Non - Conforming
Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split)
Measurement Uncertainties: ASTM C -39 +1- 8%
Fonn 03101
Revision 3
Effective Date 5/17/04
The information provided on this report Is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoot
Kr aZl
& ASSOCIATES, INC.
June 20, 2008
Mr. Dan Henke
National Contractors
4300 Baker Road
Hopkins, MN 55343
RE: In Process Inspection Report
Coach Store
Tukwila, WA
Dear Mr. Henke,
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
RECEIVED
'JUN 3 0 2008
COMMUNITY
DEVELOPMENT
Enclosed are copies of the compressive strength test results regarding the above referenced project.
If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office
at (253) 939 -2500.
Respectfully submitted,
KRAZAN & ASSOCIATES, INC
Kathryn E. Gordon
Project Manager
Puyallup Division
CC: City of Tukwila
KA No. 066 -08125
Permit No. D08 -029
Offices Serving The Western United States
922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556
08125 Break Template
nrazan ei Assoclates, inc. y44 valley Avenue NW, ,uite 101, ruyallup, VVA, V54 /1, (ZDJ) WV -ZSUU
Project No. 066 -08125
Weather Clear
Project Coach Store
Location 606 Southcenter Mall Tukwila
Client National Contractors
Inspector Benjamin Thompson
Laboratory Data
Cyl. Test
Code Date
80759 -1 6/6/2008
80759 -2 6/27/2008
80759 -3 6/27/2008
80759 -4
80759 -5
80759 -6
80759 -7
80759 -7
Remarks
Results Reviewed By K
Field
Cure
Cyl. Code 80759 Pour Date
Jurisdiction City of Tukwila
Engineer
Architect
Contractor National Contractors
Field Data
Concrete X
Supplier Glacier
Time Truck#
4:35pm 152
Other
CYLINDER REPORT
Ticket # % Air
199076
Plant No. 255
Slump
(in.)
4
Mix
Temp.
(F)
62
Site Mix
Air
Temp.
(F)
62
Unit
Wt.
(pcf)
Placement Area
Location Conduit runs and sewage pipe runs for restroom and sink
areas.
Remarks Placed by wheelbarrow. Sampled at 1.5cy. Please refer to
field report #8125DFR053008bt1
5/30/2008 Report No. 8125CR053008bt1
Permit No. D08 -029
Reported Batch Data
Design
Weights
Mix No. 3100
Cem. lbs. 470
F. Ash lbs.
C. agg. lbs. 1 1895
C. agg. lbs. 2
C. agg. lbs. 3
Sand lbs. 1445
Water lbs. 257
Air Ent. (oz)
Other (oz)
Other (oz)
Other (oz)
Other (oz)
Water Added on Job (gals.)
Actual
Weights
353
1440
1160
108
Field Test Methods
ASTM C143 ASTM C138
ASTM C1064 ASTM C173
ASTM C31 ASTM C172
OTHER ASTM C231
Design Strength 4,000 @ 28 days Date Specimens Rec'd.
Max. Comp. Tested Break
Age Dim. Area C.F. Load Str. (psi) Set # By Type
7 4.009 12.63 50650 4,010 SS
28
28
H
Date Reviewed
Laboratory
Test Methods
X ASTM C39
ASTM C109
ASTM C617
X ASTM C1231
ASTM C780
Other
Test Results
Conforming
Non - Conforming
Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split)
Measurement Uncertainties: ASTM C -39 +1- 8%
Form 03101
Revlsbn 3
Effective Date 5/12/04
The information provided on this report Is prepared for the e u lusise use of the dent. This report may not be reproduced in any format without the written permission of the client and Krezan & Assodi
•
1110. MINIP7
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
R �8 CEI 1STRUCTION TESTING & INSPECTION
June 20, 2008 JUN 3 0 2000
COMMUNITY
DEVELOPMENT
Mr. Dan Henke
National Contractors
4300 Baker Road
Hopkins, MN 55343
RE: Special Inspection
Coach Store
Tukwila, WA
Dear Mr. Henke,
Respectfully submitted,
IS:RAZAN & ASSOCIATES, INC
?)'em4,
Kathryn E. Gordon
Project Manager
Puyallup Division
CC: City of Tukwila
azaZ & ASSOCIATES, INC.
Offices Serving The Western United States
KA No. 066 -08125
Permit No. D08 -029
In accordance with your request and authorization, our firm performed special inspections for the above -
referenced project. The inspections were performed by our inspectors from May 23 through May 30,
2008. Copies of our inspector's field reports are attached.
Unless otherwise indicated, the structural activities noted on the attached daily field reports were in
accordance with the approved project plans and specifications. A guarantee that the contractor has
necessarily constructed the structure in full accord with the plans and specifications is neither intended
nor implied.
If you have any questions, or if we can be of further assistance, please do not hesitate to contact our
office at (253) 939 -2500.
922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556
08125 DFR Template
ti
" ......K F7
...Jan &ASS OCIATES,INC.
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING AND INSPECTION
DATE: 5 -23 -08 CONTRACTOR:
PROJECT #: 066 -08125 PERMIT NO:
PROJECT: Westfield Mall INSPECTOR: JONATHAN PINK
LOCATION: Southcenter Tukwila, Wa JURISDICTION: CITY OF TUKVVILA
KRAZAN PROJECT MANAGER: SHH
To the best of my knowledge, the above WA
Superintendent/Representative:
SPRAY APPLIED FIRE PROOF INSPECTION.
FIELD
REPORT NO.: 8125 -DFR- 052308 -JP -1
WEATHER: PARTLY CLOUDY TEMP: 45F TO 60F
On site as requested by the contractor for special inspection of fire proofing material.
Contractor was not on site for fireproofing inspection. Krazan could not reach anyone by phone for direction
on what to inspect for fire proofing. Westfield Mall team was contacted and Krazan was given phone
numbers for contacts but no one could be reached.
Contractor was left a message to reschedule fire proofing inspection.
/ WAS NOT ❑ performed in accordance with the approved plans, specifications, and regulatory requiremetiQ
Technician:
JONAHTAN PINK
Offices Serving the Western United Sta s
Equipment/Asset Number(s):
Form 1501 r.2
Effective Date: 12 -20-07
The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission
of the client and Krazan & Associates.
;!!!4 '..v.
Krazan &ASSOCIATES, INC.
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING AND INSPECTION
DATE: 30 May 08
PROJECT #: 066 -08125
PROJECT: Coach
LOCATION: South Center Mall
KRAZAN PROJECT MANAGER:
WEATHER:
1) Meet with contractor to verify placement and type of concrete being placed .and epoxy and type
2) Sampled concrete and cast 1 set of (4) 4 x 8 test cylinders reference cylinder report 8125CR053008 -1 bt for test
Result.
3) Concrete was place at locations for conduit runs and sewage pipe runs for restroom and sink areas.
•
4) Observed contractor place fifty -five number four rebar into concrete SOG clean and brushed holes at eighteen
Inches 0/C throughout the runs.
5) Total three cy of type 3100 mix design by Glacier with the 4000 psi strength.
6) Contractor did not have any plans or specs for this job, this project needs to be review by engineer for approval
7) Concrete was place according to ASTM standards and test.
8) Epoxy used was Simpson Set 22 with Exp date of 5/2010.
To the best of my knowledge, the above WAS WAS NOT
Superintendent/Representative:
FIELD
REPORT NO.: 8125DFRO53008bt
CONTRACTOR: National Contractors
PERMIT NO: D08 -029
INSPECTOR: B. Thompson
JURISDICTION: City of Tukwila
Clear
9) Concrete was late starting originally was to start at 1500 on today's date, started at 1620.
Offices Serving the Western United States
TEMP: 62 F
Equipment/Asset Number(s):
I�erjormed in accordance with the approved plans, specifications, and regulatory requiremej
1
Technician
Benfamin Thomson
Form 1501 r.2
Effective Date: 12 -20 -07
The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission
of the client and Krazan & Associates.
Kris
I■ Collins
STCCCTACAI ENAINEESINC
57492 29 PALMS HWY., STE. 'A, YUCCA VALLEY, CA. 92284, PHONE (760) 365 -2444. FAX (760)_365 -2423
PROJECT: "E -Z RECT" STORAGE SYSTEM ENGINEER OF RECORD
OWNER: COACH MICHAEL DALE, P.E.
LOCATION: WESTFIELD SOUTHCENTER, SEATTLE, WA. 31966 ODYSSEY DRIVE
WINCHESTER, CA. 92596
DESIGN CODE: 2006 IBC
RACKS: RACK := 10•PSF PER SHELF
RACK DEAD LOAD:
PER 2006 IBC CODE:
Ss:= 1.25
Fa := 1.0
SMS := Ss•Fa
SDS 3•SMS
a := 2
I
BUT NOT MORE THAN
BUT NOT LESS THAN
SMS = 1.25
SDS = 0.83
0.4•a ( z \ 1
Fp:= R C + 2•h+
P ` JJ
PER ASCE 7 SECTION 9.6.2.9 AND TABLE 9.14.2.1
R : = 4 I : = 1
DEAD := 200•LB PER UNIT
z := 0 -FT ATTACHMENT AT BASE h := 10•FT HEIGHT OF RACK
Fp =0.17
Fp := 1.6•SDS•1
Fp := 0.3•SDS -l
Fp = 1.333
Fp = 0.25
THEREFORE, Fp := 0.25 SEISMIC DESIGN FACTOR
FILE COPY
cm {-:siOn3.
MATERIAL SPECIFICATIONS:
CONCRETE: fc := 2500•psi MINIMUM t 4•1N MINIMUM THICKNESS
STRUCTURAL STEEL: Fy = 36•KSI
COLD ROLLED: Fy = 55•KSI
SYSTEM DESCRIPTION: THE PROPOSED RACKS ARE DESIGNED AS FREE - STANDING. THEIR LATERAL
STABILITY IS DERIVED FROM CONNECTIONS OF THE VERTICAL COMPONENTS TO THE HORIZONTAL
MEMBERS. THE PLANS PREPARED BY E -Z -RECT MANUFACTURING LTD. HAVE BEEN REVIEWED FOR
CONFOR T TH FO LOWING CALCULATIONS.
I 13°17
CITY OF TUKV
MAR 2 4 2008
PERMIT CENTER
r
KRIS COLLINS ENGINEERING
57492 29 PALMS HWY., STE. 'A'
YUCCA VALLEY, CA. 92284
(760) 365 -2444
(760) 365 -2423 FAX
MATHCAD UNITS ARE...
IN IL LB =1 M FTe12•IN SI= IN - CIE1N CF =FT
LB
PSI
IN
PER 2006 IBC:
Ss := 1.25
Fa := 1.0
0.4•ap•SDS z
Fp := R 11 +2•
l J
t
LB
PLF = —
FT
PSF =
Pall := 6141.LB ALLOWABLE LOAD
2
SDS = 3 'SMS SDS = 0.8
z:= 0•FT ATTACHMENT AT BASE
LB
FT
RACK HEIGHT 11:= 1 0•FT
RACK WIDTH W := 30-IN
RACK LENGTH L := 3•FT
RACK LOAD w := 10 -PSF
n := 5 NUMBER OF SHELVES ABOVE FLOOR
LOAD TO UPRIGHT (MAXIMUM).
Pdead := 200-LB
W } Pdead
Pa:= n w L + 2
Pa = 287.5 LB ACTUAL LOAD TO UPRIGHT
PER THE ATTACHED RACK UPRIGHT
DESIGN CALCULATIONS THE ALLOWABLE
AXIAL LOAD CONSIDERING A 24" UNBRACED
CONDITION IS 6141 LBS > 287.5 LBS
SMS : = Ss•Fa SMS = 1.3 EQ. 16 -16
EQ. 16 -18
Fp = 0.133
E -Z RECT STORAGE SYSTEM
COACH
SEATTLE, WA.
KST = 1000 LB PCF - LB
TN F 1
RE: SINGLE WIDE RACKS (30 "x36 "x10' -0" TALL)
CHECK TRIMLINE RACK UPRIGHT COLUMNS FOR AXIAL LOADING
HEIGHT
a := 1.0
R P := 2.5
1 := 1.0
WIDTH
SECTION AT DOUBLE WIDE EXPRESS RACKS
h := 10 -FT HEIGHT OF RACK
29500•KSI
ANCHOR
LOCATIONS
BUT NOT MORE THAN
BUT NOT LESS THAN
THEREFORE, Fp := 0.25 SEISMIC DESIGN FACTOR
Fp • (Pa)-Fp
F p 24 -IN
M
4
Mall := 178• FT• LB
COMBINED AXIAL AND BENDING STRESS
Pa M
+
:= – 0.2 < 1.33 OK
Pall Mall µ
CHECK OVERTURNING:
HG := - HG = 5 FT
Mo := Fp•(n•w•WL)•HG
Mr := 0.85•c•L•n• —
Mo – Mr
T:–
V := F
w
Fp := 1.6- Sps -] Fp = 1.333
Fp := 0.3- Sps•l Fp = 0.25
LATERAL FORCE EVERY 4 FT. AT RACKS
M = 35.9 FT -LB MOMENT TO LEG /BRACE AT LOWEST LEVEL
ALLOWABLE MOMENT PER ATTACHED SECTION PROPERTY
DETERMINATION
T = 28.1 LB ACTUAL TENSION
V = 71.9 LB ACTUAL SHEAR
Mo = 468.8FT•LB OVERTURNING MOMENT
Mr = 398.4FT•LB RESISTING MOMENT
USE (1) 3/8" DIAMETER BY 2" EMBEDMENT HILTI KWIK BOLT TZ ANCHORS PER ESR -1917.
T := 1054-LB ALLOWABLE TENSION
V := 1669 -LB ALLOWABLE SHEAR
COMBINED CHECK = V T
µ: = — + — = 0.1 OK
V T
SEE ATTACHED CALCULATIONS FOR MOBILE CARRAIGE SUPPORT
KRIS COLLINS ENGINEERING
57492 29 PALMS HWY., STE. 'A'
YUCCA VALLEY, CA. 92284
(760) 365 -2444
(760) 365 -2423
MATHCAD DEFINED UNITS ARE......
IN := I L
FT:= 12•1N
CF := FT 3
PCF := LB
CF
Pdead:= 200-LB
Pa = 200 LB
LB := IM
PSF
LB
FT
10 FT. TALL RACK
CHECK RACK UPRIGHT COLUMNS FOR AXIAL LOADING
RACK HEIGHT H:= 10-FT
RACK WIDTH W := 16.IN
RACK LENGTH L := 3•FT
RACK LOAD m := 10•PSF
POST BRACE SPACING = 24"
NUMBER OF SHELVES n := 5
LOAD TO UPRIGHT (MAXIMUM)
EZ RECT
SINGLE LEVEL TRIMLINE RACK
SINGLE WIDTH ALONG WALL
t
WIDTH
WALL
CONNECTION
HEIGHT
W Pdead III BASE
ANCHORAGE
SECTION AT RACK ALONG WALL
PER THE ATTACHED RACK UPRIGHT DESIGN CALCULATIONS THE ALLOWABLE
AXIAL LOAD CONSIDERING A 24" UNBRACED CONDITION IS 6141 LBS > 200 LBS
CHECK WALL ATTACHMENTS:
FULL LIVE LOAD USED IN SEISMIC FORCE DETERMINATION
V := 0.25 SEISMIC FACTOR PER COVER SHEET
Fp := V -Pa
Fp = 50 LB SHEAR FORCE AT TOP & BOTTOM OF RACKS
M := Fp-24-IN M = 100 FT-LB
Mall := 178•FT•LB ALLOWABLE MOMENT PER ATTACHED
COMBINED AXIAL AND BENDING STRESS
Pa + M }t = 0.59 < 1.33 OK
6141-LB Mall
AT BASE ANCHORAGE USE 3/8" DIA. X 3" RAMSET TRUBOLT AT OUTSIDE LEGS
Va := 1000-LB >
Fp = 50 LB OK
AT TOP CONNECTION USE #12 TEKS AT 16" 0/C
Ta := 260-LB
Fp = 50 LB
OK
S
KRIS COLLINS ENGINEERING
57492 29 PALMS HWY., STE. 'A'
YUCCA VALLEY, CA. 92284
(760) 365 -2444
STRUCTURAL CALCULATIONS FOR
E -Z RECT MOBILE CARRIAGE
DESIGN LOADS
RACK LIVE LOAD LL := 10 -PSF PER SHELF
MAX. NO. OF SHEVES
FACTOR :_ .25 SEISMIC FACTOR FROM COVER
CHECK ANTI - TIP TRACK FOR MAXIMUM RACK OVERTURNING
PER PREVIOUS CALCULATIONS T 28.LB
ANTI -TIP DEVISE IS A 2" WIDE BY 10 GA. BRACKET AT ENDS OF DOUBLE WIDTH RACK.
BRACKET IS BOLTED TO MOBIL CARRIAGE WITH (2) 3/8" DIA. GRADE 5 BOLTS AND FITTED
INTO SLOT ON MOBIL CARRIAGE.
CHECK 3/8" GRADE 5 BOLTS FOR SHEAR
VbALL := 2. 2300 -LB
»1
CHECK 2" WIDE BY 10 GA. BRACKET FOR PLATE BENDING
2•IN•(-131N) 3
SxBRACKET 6 SxBRACKET= 0.006IN
M:= 0.5INT M= 1.167FT•LB
M
SxREQ
0.6. 50000 -PSI
NSHELVES 5
T = 28 LB BOLTS ARE MORE THAN ADEQUATE
SxREQ
SxBRACKET
SECTION MODULUS OF BRACKET
SUBJECT TO BENDING
SxREQ = 01N REQUIRED SECTION MODULUS
- 0.08 < 1.33 OK
6
CHECK TRACK ANCHORAGE USING (2) 1/4 "0 x 1 -3/4" TAPCONS PER ICC ESR -1328
(2) 1/4" DIA. ANCHOR AT ENDS OF TRACK
SHEARAB 10• PSF•48•IN•5.7•FT
AB 2 0.33
SHEARALL:= 420•LB
SHEARAB
= 0.55
SHEARALL
OK < 1.33
SHEARAB = 231 LB
7
SECTIONAL PROPERTY DETERMINATION FOR 14 GA. TRIM LINE POST
MATERIAL SPECIFICATTONS
Fy := 50•KSI t:= .075•fN R := .09375 -IN
r: =R +-
2
SECTIONAL DATA
c:= atCp -Ir+
a := 1.0
Ap:= I.5625- ITBp:= 0.8125 -IN Cp:= 0.75. IN
a := Ap - (2 -r + t) ah := Ap - t
;J]
t
cb := a• Cp - -
2
l2
2
a
lx 1 := .0417 -a + b -j + r f + u• ja + .637•r I + .149•r
2 J 2 JJJ
b:= Bp -rr+ - +a - tll bb: =Bp - 1- t +a•
2 ll 2 lJ I ] 2 2
n
u:= -•r
2
r
2
Ix2 := a• .0833-c + 4 -(a - c) + u -I a + .637•r I + .149 -r Ix := 2- t•(ixI + Ix2) Ix = 0.092 TN 4
l J J
xb := 2• t - A b •(b. + r+ + u- .363 -r + a -(u -(b + 1.637 -r) + c -(b + 2 -r) ] xb = 0.3631N
r 2
Iyl := a•[c•(b + 2 -r) + u -(b + 1.637 -r) + .149•r Iy2 := b• I b + r 1 + .08334) + .356 -r
2
Iy:= 2 t •(lyl 4- Iy2) - A•xb ly = 0.03 m := bb t • + 3- bb•ab - 8•cb
12.1x
t
3
m = 0.571 IN x0 :_ -I -(xb + m) J := -•[a + 2 -b + 2 -u + a -(2 -c + 2 -u)]
3
C
t•ab 3 -bb + 2-ab
12 6•bb + ab
2
(3f := 2 •[(bb - xb) - xb + t -ab •[(bb - xb) -
r l3
PI := 2- cb•t -(bb - xb) + - 2 4-(bb - xb)- + 2 - (2 - cb)
Ix
Sx
.5•Ap
Cw := 0.056•IN
1x Iy
:= A Sy :- B xb
P
pw := --I 0833- (t•xb•ab + t•xb
Sy = 0.072 CI ty :_
Cw = 0.0561N 6 j = 0.9491N x0 = - 0.9351N r0 = 1.128 [N
A := t-[a + 2 -b + 2 -u t- a•(2 -c + 2 -u)]
1
j :_ — Y / pw + (3f + 3I) — x0
ly
A
r0 := Jrx ry + x0
Ap = 1.563 A = 0.312SI Sy = 0.072 C1 Bp = 0.813 IN lx = 0.0921N
ry = 0.321 IN Cp = 0.75 IN Sx = 0.118C1 m = 0.5711N t = 0.075 IN
rx = 0.544 [N xb = 0.363 IN R = 0.094IN Iy = 0.0321N J = 0.001 IN
w Bp - R -t
— w
w 4 t — = 8.583 60
S = 31.091 > — = 8.583 la = t 115•— + 5 t
t ` S
1 .- (l .0521 w Fy
t E
DETERMIINNATION OF ALLOWABLE MOMENT
. 67 3 > 1 = 0.567
COMPRESSION STIFFENER EFFECTIVE
L
k := .43
WEB a = 1.225IN Ap = 0.7811N a• Ap = 0.9571N —
2 2
UPPER
CORNER u = 0.206 IN R + t - (.637•r) u.(R + t - .637.r) = 0.018IN
LOWER
CORNER
w-( Ap - = 0.982 IN
2
L= 2.976 IN
fl :=
Ly
L -(R +t)
Ly
L
— = 16.333 200 OK
b1 +b2= 1.1661N
w = 0.644 UN = 8.583 E := 29500•KS1 S := 1.28•
u = 0.206 IN Ap- (R +t- .637•r) u•[Ap- (R +t- .637•r)]= 0.3051N
FLANGES b = 0.695 IN t = 0.0381N b•— = 0.026 IN w = 0.644 IN Ap -
2 2 2
be p•h be= 1.2311N
7
Ly :_ (7.433 -F .01234 + .7275 + .01602 + 7.786)•1N L := a + 2 -u + b + w
3
Ly = 5.3681N I I p := a
L 12
SINCE THE DISTANCE OF TOP COMPRESSION FIBER FROM NEUTRAL AXIS IS GREATER
THAN ONE HALF THE BEAM DEPTH, A COMP. STRESS OF 50 KSI WILL GOVERN AS
ASSUMED.
Fy f7 = 48428.177 PSI 12 :=
r := -� r = 0.764 k: =4 F2•(1 - r) +2(1 -r k =4.497 h =a h= 1.225IN
fl
1: = 1 \/ )tVE
be
b2 :=
7
Ly
-R - t= 5.199 IN
L
} 2
Ly2 a• (p 1 = 0.748 IN u•(R + t - .637 r) = 0.001 IN
2
F y
w
V
P :_
27
1-
1
(Ap - Ly - (R + t)
b2 = 0.6151N
Ly
L
I = 0.328
p :
b1 +b2<2.98184•IN
p = 1.079 b p-w b = 0.695 IN
7?
1 --
be
b l :_
3 -F
k := .43
Fy 12 = - 37017.905 PSI
bl = 0.551IN
9
l 7
u •fAp— (R +I— .637.r)) = 0.45M b• f 2 = 0.001IN 3 v(Ap— t I 1.497N
l J ` ?J
Ly2:= (14.866 + .00082 + 2.86144 + .00038 + 30.95714)•1N
CLy)2 3 3
1px := Ly2 + I 1 p — L L I t p = 0.1531N Ly2 = 48.686 fN L = 2.976 IN
1px = — 36.9141N3 1-y = 5.368 IN Ix = 0.092 IN Ixe:= Ipx-t Ixe = —2,769 M
L
Ixe
Se := Ly Se = —0.516 M Sy - 0.072 M [y = 0.032 IN 4 Mn := Se Fy
L
S2f := 1.67 Mn
— = — 1286.797 FT- LB
S2f
Sy- Fy — 178.6 FT. LB
1.67
ALLOWABLE MOMENT
/b
KRIS COLLINS ENGINEERING
DETERMINE ALLOWABLE AXIAL LOAD FOR 14 GA. TRIM LINE POST FOR AN
UNBRACED LENGTH OF 24"
per 1986 AISI MANUAL
Column Properties: L, := 24 -in L 24 -in L 24-in K:= 1,0 F Y •= 50-ksi
Section Properties: D' := 1.563-in B' := 0,813 -in C':= 0.75-in t := 0.075 -in R := 0.09375•in
A := 0.312•in R 0.544-in Ry:= 0.321-in J:= 0.0005853 -in C„:= 0.056 -in
R := 1.128 -in X :_ - 0.935 -in G := 11300•ksi E := 29000•ksi
DETERMINATION OF F , Allowable Stress:
2
n •E
Fel 2 Fel = 51201.81 psi (eq. C4 1 -
A 1 - 112 8 = 0.313 (eq. C4.2 -3)
2
n •E
ceX cex = 147052.72 psi (eq. C3.1.2 -7)
(K Lx)
R
S:= —
F
w1 := C' -R -t
w1 3 •t
I := 17
S
— = 11.82
3
2
n'E
(S Nf 1 1)
3 t 2 3
al := G -J +
A -R (K -L0
Fe2 := 21a rk aex + at) - V (G ex + ct - 413•17-er•4t]
F := if (Fel < Fe2
F := i F < y , F , F 1 - 1-y
2 l 4•F
FIND EFFECTIVE AREA ( A e )
FLANGES: (per SECTION B4.2)
wf := 13' 2 -R -2 -t wf =0.48 in
S = 35.46
w1= 0.58 in
1 = 1 23 x 10 -3 in 4
`"'f
= 6.34
n = 0.33
c� = 86755.91 psi (eq. C3.1.2 -9)
F = 59265.6 psi (eq. C4.2 -1)
F = 51201.81 psi
F = 37793.4 psi
(flat width of flange)
(flat width of stiffener lip)
S = 35.46
(eqs. C4 -3, C4-4)
(eq. B4 -2)
1a2 := 399.1
4
I := t
C wi
S
115•+ wf I• - +
t S
wf
ll
1, := if 5 < <S,1
3 t
I
C'2:= I
0.33
,l
C'2 = 1.52
C1: =2 -C2 C1 =
k'1 :_ (4.82 - 5•C + 0.43
l
wf
kb: =5.25 -5•
C'
N 'f
kl := if(k'i Skb.k'I,kb)
k'2 := 3.57•C2 + 0.43
k2 := if (k'2 < 4,k'2,4)
-3
C' ( C' 1
-= 1.58 k:= if 0.8 >_- >0.25,k1,k2
wf w
1.052 wf) Fn
X ;_ •i E
4-1Z- t
0.22
1 --
Pf pf = -6.87 (eq. B2 1 -
h'f:= if(?.5 0.673,wf,pf•wf) b'f =0.48 in (eqs. B2.1 -1 & 32.1 -2)
wf= 0.48in
C�"f S }
b if - 5- ,wf,b'f, bf = 0.48 in (eq B4.2
t 3 (final effective flange width)
(wf S -1
C := if- <_ -, 1 , C? C = I (reduction factor for stiffener)
t 3
WEB: (per SECTION 62.1)
w D' - 2.R -2.t w =1.23 in k : =4
1.052I / ww F
V ^
0.22
-
A
Pw
b if(X 5 0.673,w w
1,2 _ -4.363 x 10 5 in (eq. B4.2 -
Ia3 = 8.088 x 10 4 in (eq. B4.2 -13)
k' 1 = -2.64
1:b = -2.64
k1 = -2.64
k2 =4
I = 8.088 x 10 4 in
C2 := if (C'2 < 1,C'2,1) C2 =
A = 0.31
Pw = 0.94
b w = 1.23 in
(upper bound for k1)
k'2 = 4 (eq. 64.2 -10)
k =4
= 0.12 (eq. 32.1 -4)
(effective web width)
(eq. B4.2 -7)
(eq. 64.2 -8)
(eq. 64.2 -9)
/2
STIFFENER LIPS: (per SECTION B3.1)
w := C' -R -
P
Pa
12 c
1.052 (wsl F
X •I ' ) E
V "
0.22
1-
Ps =
Pn :_ '°`c' Fn
x
ALLOWABLE AXIAL LOAD: S2 := 1.92
P := A F P = 11791.541b
P
P := — P = 6141.43 lb
�c
ALLOWABLE AXIAL LOAD:
b := C if(X 5 0.673,ws,ps-ws)
w 0.58in
P = 11791.541b
P 6141.43 lb
A = 0.45
Ps= I.I4
EFFECTIVE CROSS SECTIONAL AREA:
A = 0.312 in
A� := A - [[2 -(wf - bf) + (w - b + 2 -(ws - bs) }t A = 0.312 in
` IF STATEMENTS: if (condition, true value, false value)
KRIS COLLINS ENGINEERING
DETERMINE ALLOWABLE AXIAL LOAD FOR 14 GA. TRIM LINE POST
per 1986 AISI MANUAL
SUMMARY:
Column Properties:
Section Properties:
A= 0.312in
R = 1.128 in
L = 2 ft Loy = 2fi L =2ft. K := 1.0
D' =1.56 in B'= 0.81 in C'= 0.7.5 in t =0.075 in R =0.094 in
R 0.544in Ry= 0.321in J = 5.85 x IC 4 in 4 C,= 0.0561n6
X _ -0.935 in G = 11300 ksi E = 29000 ksi
EFFECTIVE CROSS SECTIONAL AREA: A = 0.312 in
A e := A- E[ 2 .(wf- bf) +(w b„)] +2•(w b A 0.312in
Oc := 1.92 F = 37793.4 psi
FOR AN UNBRACED LENGTH OF 24"
k := 0.43
b = 0.58 in (effective stiffener width)
F = 50ksi
/3
Nominal
Anchor
Diameter
Embedment
Depth him
(In.)
Concrete Compressive Strength
Pc = 2,500 psi
Pc = 3,000 psi
Pe = 4,000 psi
Pc = 6,000 psi
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
3/8
2
1,006
1,037
1,102
1,136
1,273
1,312
1,559
1,607
1/2
2
1,065
1,212
1,167
1,328
1,348
1,533
1,651
1,878
31/4
2,178
2,207
2,386
2,418
2,755
2,792
3,375
3,419
5/8
31/8
2,081
2,081
2,280
2,280
2,632
2,632
3,224
3,224
4
3.014
2,588
3,301
2,835
3,812
3,274
4,669
4,010
3/4
3 3/4
2,736
3,594
2,997
3,937
3,460
4,546
4,238
5,568
4 3/4
3,900
3,900
4,272
4,272
4,933
4,933
6,042
6,042
Nominal
Anchor
Diameter
Allowable Steel Capacity, Seismic Shear
Carbon Steel
Stainless Steel
3/8
999
1,252
1/2
2,839
3,049
5/8
4,678
5,245
3/4
6,313
6,477
Page 11 of 14
TABLE 9 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL - WEIGHT
CRACKED CONCRETE, CONDITIONS (pounds)
F or SI: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa For pound -inch uni ts: 1 mm = 0.03937 inches
'Values are or single anchors with no edge distance or spacing reduction. For other cases, calculation of Re as per ACI 318 -05 and conversion
to ASD in accordance with Section 4.2.1 Eq. (5) is required.
'Values are for normal weight concrete. For sand - lightweight concrete, multiply values by 0.60.
'Condition B applies where supplementary reinforcement in conformance with ACI 318 -05 Section D.4.4 is not provided, or where pullout or
pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
TABLE 10 -KB -TZ CARBON AND STAINLESS
STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD),
{pounds)'
For SI: 1 Ibf = 4.45 N
'Values are for single anchors with no edge distance or
spacing reduction due to concrete failure.
ESR -1917
�y
Page 4 of 7
TABLE 1— ALLOWABLE TENSION VALUES FOR TAPCON ANCHORS
INSTALLED IN NORMAL - WEIGHT CONCRETE (pounds) ] . 4
ANCHOR
DIAMETER
(inch)
DRILL BIT
DIAMETER
(Inch)
0.173
0.204
MINIMUM
EMBEDMENT
(inches)
1
1
WITH SPECIAL INSPECTION'
Concrete Strength, f
2,000 psI
140
210
280
325
150
225
305
335
3,000 psI
170
225
280
350
190
280
365
405
4,000 psl
205
245
285
380
235
330
430
480
5,000 psi
250
290
325
380
280
385
490
580
2,000
70
105
140
165
75
115
155
165
WITHOUT SPECIAL INSPECTION
Concrete Strength, f,
psi 4,000 psi 5,000 psi
100 125
120 145
140 165
190 190
120 140
165 195
215 245
240 290
3,000 psi -
85
115
140
175
95
140
185
205
For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 6.89 kPa.
'Minimum concrete thickness shall be 1.5 times the anchor embedment.
'Critical and minimum screw anchor spacing and edge distances shall comply with Table 3 of this report.
'The tabulated loads are for anchors installed in normal - weight concrete having a minimum compressive strength as shown in the table at the
time of anchor installation.
'Anchor installation shall comply with Section 4.2 of this report.
'These tension load values are applicable only when the anchors are installed with special inspection as set forth in Section 4.2 of this report tension load values are applicable when the anchors are installed without special inspection.
TABLE 2— ALLOWABLE SHEAR VALUES FOR TAPCON ANCHORS
INSTALLED IN NORMAL- WEIGHT CONCRETE (pounds)' -"
ESR -1328
ANCHOR
DIAMETER
(inch)
DRILL BIT
DIAMETER
(Inch)
0.173
0.204
MINIMUM
EMBEDMENT
(Inches)
1
1
2,000 psi
165
170
180
250
210
300
390
420
CONCRETE STRENGTH, f,'
3,000 psI
180
190
200
250
290
345
400
420
4,000 psi
200
205
215
250
370
390
415
420
5,000 psi
210
230
255
280
370
390
415
420
For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 6.89 kPa.
'Minimum concrete thickness shalt be 1.5 times the anchor embedment.
'Critical and minimum screw anchor spacing and edge distances shall comply with Table 3 of this report.
'The tabulated loads are for anchors Installed In normal - weight concrete having a minimum compressive strength as shown in the table at the
time of anchor installation.
'Anchor installation shall comply with Section 4.2 of this report.
° Allowable shear loads are for installations with or without special inspection.
LS
1k Collins
STRUCTURAL ENGINEERING
57492 29 PALMS HWY., STE. 'A', YUCCA VALLEY, CA. 92284 PHONE (760) 365 -2444 FAX (760) 365 -2423
PROJECT: "E -Z RECT" STORAGE SYSTEM ENGINEER OF RECORD
OWNER: COACH MICHAEL DALE, P.E.
LOCATION: WESTFIELD SOUTHCENTER, SEATTLE, WA. 31966 ODYSSEY DRIVE
WINCHESTER, CA. 92596
DESIGN CODE: 2006 IBC
RACKS:
RACK DEAD LOAD:
PER 2006 IBC CODE:
Ss:= 1.25
Fa := 1.0
SMS := Ss•Fa SMS = 1.25
2
SDS 'SMS SDS = 0.83
PER ASCE 7 SECTION 9.6.2.9 AND TABLE 9.14.2.1
a := 2.0 R := 4 I := 1.0
z := OFT ATTACHMENT AT BASE h := 10•FT HEIGHT OF RACK
0.4•a
Fp:= R •I +2 h z )
Kris
I
BUT NOT MORE THAN
BUT NOT LESS THAN
THEREFORE, Fp := 0.25
MATERIAL SPECIFICATIONS:
CONCRETE: fc := 2500•psi
STRUCTURAL STEEL:
COLD ROLLED:
RACK := 10•PSF PER SHELF
DEAD := 200•LB PER UNIT
Fp = 0.17
Fp := 1.6•Sps•I
Fp := 0.3•Sps•I
MINIMUM
Fp = 1.333
Fp = 0.25
SEISMIC DESIGN FACTOR
t:= 4 IN
Fy = 36•KSI
Fy = 55•KSI
EXPIRES
MINIMUM THICKNESS
poi
RECEIVED
CITY OF TUKWILA
PEHMIT GEM ER
SYSTEM DESCRIPTION: THE PROPOSED RACKS ARE DESIGNED AS FREE - STANDING. THEIR LATERAL
STABILITY IS DERIVED FROM CONNECTIONS OF THE VERTICAL COMPONENTS TO THE HORIZONTAL
MEMBERS. THE PLANS PREPARED BY E -Z -RECT MANUFACTURING LTD. HAVE BEEN REVIEWED FOR
CONFORMANCE WITH THE FOLLOWING CALCULATIONS.
Del
KRIS COLLINS ENGINEERING
57492 29 PALMS HWY., STE. 'A'
YUCCA VALLEY, CA. 92284
(760) 365 -2444
(760) 365 -2423 FAX
MATHCAD UNITS ARE...
IN IL LB = 1M FT = 12•IN SI IN 2 CI =_IN CF FT 3
PSI - LB PLF = LB PSF = LB KSI = 1000 LB LB
PCF =
11N 2 FT F .,. 2 M 2 FT 3
RE: SINGLE WIDE RACKS (30 "x36 "x1 -0" TALL)
CHECK TRIMLINE RACK UPRIGHT COLUMNS FOR AXIAL LOADING
RACK HEIGHT H := 10-FT
RACK WIDTH W := 30•IN
RACK LENGTH L := 3-FT
RACK LOAD w := 10•PSF
n := 5 NUMBER OF SHELVES ABOVE FLOOR
LOAD TO UPRIGHT (MAXIMUM).
Pdead:= 200•LB
W Pdead
Pa := n•w•—•L +
2 2
Pa = 287.5 LB ACTUAL LOAD TO UPRIGHT
PER THE ATTACHED RACK UPRIGHT
DESIGN CALCULATIONS THE ALLOWABLE
AXIAL LOAD CONSIDERING A 24" UNBRACED
CONDITION IS 6141 LBS > 287.5 LBS
Pall := 6141 .LB ALLOWABLE LOAD
PER 2006 IBC:
Ss:= 1.25
Fa := 1.0 a := 1.0
SMS := Ss•Fa SMS = 1.3 EQ. 16 -16 R := 2.5
SDS 3 'SMS SDS = 0.8 EQ. 16 -18 I 1.0
z := 0•FTATTACHMENT AT BASE h := 10-FT HEIGHT OF RACK
0.4• ap• SDS z l
Fp := ( + 2 h
1
Fp = 0.133
HEIGHT
E -Z RECT STORAGE SYSTEM
COACH
SEATTLE, WA.
WIDTH
5ECTION AT DOUBLE WIDE EXPRE55 RACKS
E = 29500•KSI
ANCHOR
LOCATIONS
BUT NOT MORE THAN
BUT NOT LESS THAN
F (Pa)•Fp
F • 24• IN
M
4
Mall := 178•FT -LB
COMBINED AXIAL AND BENDING STRESS
_ Pa M
Pall + Mall
CHECK OVERTURNING:
H
HG := 2 HG =5FT
Mo := Fp•(n- co •W•L)•HG
W
Mr:= 0.85•co•L•n —
2
Fp := 1.6•SDS-I
Fp := 0.3 SDS• I
T •= Mo – Mr T = 28.1 LB ACTUAL TENSION
W
V := F
V = 71.9 LB ACTUAL SHEAR
T := 435•LB ALLOWABLE TENSION
Fp = 1.333
Fp = 0.25
THEREFORE, Fp := 0.25 SEISMIC DESIGN FACTOR
LATERAL FORCE EVERY 4 FT. AT RACKS
M = 35.9 FT•LB MOMENT TO LEG /BRACE AT LOWEST LEVEL
ALLOWABLE MOMENT PER ATTACHED SECTION PROPERTY
DETERMINATION
µ = 0.2 < 1.33 OK
Mo = 468.8 FT•LB OVERTURNING MOMENT
Mr = 398.4 FT•LB RESISTING MOMENT
USE (1) 3/8" DIAMETER BY 3" EMBEDMENT RAMSET / REDHEAD A.B. PER ICBO ER -1372.
NO SPECIAL INSPECTION REQUIRED.
V := 1000•LB ALLOWABLE SHEAR
COMBINED CHECK = µ := V + T µ = 0.1 OK
V T
SEE ATTACHED CALCULATIONS FOR MOBILE CARRAIGE SUPPORT
KRIS COLLINS ENGINEERING
57492 29 PALMS HWY., STE. 'A'
YUCCA VALLEY, CA. 92284
(760) 365 -2444
(760) 365 -2423
MATHCAD DEFINED UNITS ARE
I N := I L
FT:= 12-IN
CF := FT
LB
PCF := —
CF
Pdead := 200-LB
Pa := coL — W -n+ Pdead
Pa = 200 LB
2 2
LB:= IM
LB
PSF ._ —
FT
10 FT. TALL RACK
CHECK RACK UPRIGHT COLUMNS FOR AXIAL LOADING
RACK HEIGHT H := 10-FT
RACK WIDTH W := 16 -IN
RACK LENGTH L := 3-FT
RACK LOAD co := 10-PSF
POST BRACE SPACING = 24"
NUMBER OF SHELVES n := 5
LOAD TO UPRIGHT (MAXIMUM)
V := 0.25 SEISMIC FACTOR PER COVER SHEET
Pa + M 0.59 < 1.33 OK
6141-LB Mall
EZ RECT
SINGLE LEVEL TRIMLINE RACK
SINGLE WIDTH ALONG WALL
t
CHECK WALL ATTACHMENTS:
FULL LIVE LOAD USED IN SEISMIC FORCE DETERMINATION
WIDTH
I WALL
C
r
ONNECTION
HEIGHT
BASE
ANCHORAGE
SECTION AT RACK ALONG WALL
PER THE ATTACHED RACK UPRIGHT DESIGN CALCULATIONS THE ALLOWABLE
AXIAL LOAD CONSIDERING A 24" UNBRACED CONDITION IS 6141 LBS > 200 LBS
Fp := V
Fp = 50 LB SHEAR FORCE AT TOP & BOTTOM OF RACKS
M := Fp•24•IN M = 100 FT•LB
Mall := 178•FT•LB ALLOWABLE MOMENT PER ATTACHED
COMBINED AXIAL AND BENDING STRESS
AT BASE ANCHORAGE USE 3/8" DIA. X 3" RAMSET TRUBOLT AT OUTSIDE LEGS
Va := 1000•LB > Fp = 50 LB OK
AT TOP CONNECTION USE #12 TEKS AT 16" 0/C
Ta := 260• LB
' Fp = 50 LB
OK
S
KRIS COLLINS ENGINEERING
57492 29 PALMS HWY., STE. 'A'
YUCCA VALLEY, CA. 92284
(760) 365-2444
STRUCTURAL CALCULATIONS FOR
E -Z RECT MOBILE CARRIAGE
DESIGN LOADS
RACK LIVE LOAD LL := 10.PSF PER SHELF
MAX. NO. OF SHEVES
FACTOR := .25
CHECK ANTI - TIP TRACK FOR MAXIMUM RACK OVERTURNING
PER PREVIOUS CALCULATIONS T := 28-LB
ANTI -TIP DEVISE IS A 2" WIDE BY 10 GA. BRACKET AT ENDS OF DOUBLE WIDTH RACK.
BRACKET IS BOLTED TO MOBIL CARRIAGE WITH (2) 3/8" DIA. GRADE 5 BOLTS AND FITTED
INTO SLOT ON MOBIL CARRIAGE.
CHECK 3/8" GRADE 5 BOLTS FOR SHEAR
VbALL 2.2300•LB
2•IN•(.13•IN)
SxBRACKET 6
NSHELVES 5
CHECK 2" WIDE BY 10 GA. BRACKET FOR PLATE BENDING
M := 0.5•IN•T M = 1.167FT•LB
M 3
SxREQ 0.6 50000 PSI SxREQ = O IN
SEISMIC FACTOR FROM COVER
T = 28 LB BOLTS ARE MORE THAN ADEQUATE
SxREQ
= 0.08
SxBRACKET
SxBRACKET = 0.006 IN SECTION MODULUS OF BRACKET
SUBJECT TO BENDING
< 1.33 OK
REQUIRED SECTION MODULUS
6
CHECK TRACK ANCHORAGE USING (2) 1/4 "4 x 1 -3/4" TAPCONS PER ICC ESR -1328
(2) 1/4" DIA. ANCHOR AT ENDS OF TRACK
10•PSF•48- IN- 5 -7 -FT
SHEARAB := 2 0.33
SHEARALL := 420 • LB
SHEARAB
SHEARALL
= 0.55 OK < 1.33
SHEARAB = 231 LB
7
SECTIONAL PROPERTY DETERMINATION FOR 14 GA. TRIM LINE POST
MATERIAL SPECIFICATIONS
Fy := 50 KSI t:= .075•IN R .09375•IN
r:= R + - a := 1.0
2
SECTIONAL. DATA
Ap := 1.5625.11\ Bp := 0.8125•IN Cp := 0.75 -IN
a := Ap - (2 • r + t) ab := Ap - t
c := a -I Cp - (r +
2 2
Ixl :_ .0417 -a + b•(- + r) + u. .637.r1 + .149•r
2 2 J
Ix2 := a
xb := 2 A -[b•(b JJ
+ r) + u .363-r + a•[ u•(b + 1.637•r) + c -(b + 2•r) ]7 xb = 0.363 IN
r l
Iy := a-[c.(b + 2•r) + u -(b + 1.637•r) + .149-r1 Iy2 := b• l b + r I + .0833•b + .356 -r
2
ly .= 2 t (lyl + 1y2) A x3
Ey = 0.032IN m := bb- t ( 6 cb•ab + 3.bb•ab - 8 -cb
12•Ix
3
m = 0.571 IN x0 := -1 -(xb + m) J:= t —•[a + 2•b + 2•u + a•(2 •c + 2 -u)]
3
t•ab 3.36 + 2 -ab
Cw:= Cw := 0.056•IN [3w:= 1.0833•(t•xb•ab + t•xb
12 6bb +ab
2 [ 4 41 t•ab
3 abl ab l 3 1
131 := 2.cb•t•(bb - xb) 2 + 3 •t•(bb - xb)• 12 I - ( - cbJ j 2 I • + (3f + (31) - x0
l J l Y
Ix
Sx :_
5 -Ap
Ap = 1.5631N
ry = 0.321 IN
rx = 0.5441N
Cw = 0.056 IN 6
;1]
r l 1
.0833 -c + c
•(a - c) + u• a + .637.r + .149 -r Ix := 2.t.( Ix! + Ix2) Ix = 0.092IN
-I
Ix
rx :_ — Sy :=
A
A = 0.312 S1
Cp = 0.75 IN
xb = 0.363 IN
cb:= a -ICp -! I u:_ -r A = t[a +2b +2u +a•(2c +2 -u)]
2 2
[(bb - xb) - xb
ly
Bp - xh
b:= Bp - r+ 2 t +a• 2 t 11 bb := Bp -(2 +a 2t
Sy = 0.072 CI
Sx = 0.1 18 CI
R = 0.094 IN
Bp = 0.813 IN
m = 0.571 IN
Iy = 0.032 IN
j = 0.949 IN x0 = -0.935 IN r0 = 1.128 IN
Sy = 0.072 CI ry = J A r0 := Jrx + ry 2 + x0
lx = 0.092IN
t = 0.075 IN
J = 0.001IN
w E
w := Bp - R - t w = 0.644 IN — = 8.583 E := 29500 -KSI S := 1.28- —
t Fy
S = 31.091 > w = 8.583 Ia := t
1
C I ( t Ey
COMPRESSION STIFFENER EFFECTIVE
L y
w.(Ap - t l = 0.982IN
\\ 2
3
L = 2.9761N 1 - = 5.368 IN 11 p := a
L 12
THAN ONE HALE THE BEAM DEPTH, A COMP.
ASSUMED.
fl :=
-f2
r
fl
Ly
(R t)
Ly
L
- = 16.333 200 OK
DETERMINATION OF ALLOWABLE. MOMENT
1 :=
be := p -h be = 1.231 IN
b1 +b2= 1.1661N
. 67 3 > I = 0.567
0 1.052) hfl
t E
b2 := be —
2
Ly
- R- t= 5.I99
L
w
115-- +5
S �
p :=
■
w = 8.583 = 60
22
I --
I
k = .43
WEB a = 1.225 IN Ap = 0.781 IN a•A = 0.957 11\1
2 2
UPPER
CORNER u = 0.206 IN R + t -- (.637•r) u•(R + t - .637•r) = 0.0181N
LOWER
CORNER u = 0.2061N Ap - (R + t - .637-r) u•[Ap - (R + t - .637.r)] = 0.305IN
FLANGES b = 0.695 IN t = 0.038 IN b- = 0.026IN w = 0.644 IN Ap - t
2 2 2
Ly := (7.433 +.01234 +.7275 +.01602 +7.786)•IN 1.:= a +2•u +b +w
SINCE THE DISTANCE OF TOP COMPRESSION FIBER FROM NEUTRAL AXIS IS GREATER
Fy fl = 48428.177 PSI f2 :=
STRESS OF 50 KSI WILL GOVERN AS
C Ap - L ) (R t)
Ly
L
r =0.764 k:= 4 +2•(1- r) +2( I -r) k =4.497 h: =a h = 1.225 IN
= 0.328
p:=
b2 = 0.615 IN
b l + b2 <2.98184-IN
2
Ly2 a•I A J = 0.74811\1 u (R + t - .637•r) = 0.001 IN
2
p = 1.079 b := p -w b = 0.695 IN
.22
1 --
1
be
b :_
3 -r
k := .43
Fy f2 = - 37017.905 PSI
b =0.551 IN
y
2 3 Ct12 ( 2
u•IAp- (R +t- .637•r)) = 0.45 IN b• 2 = O.00IINv Ap -- = 1.497 [N
I,y2:= (14.866 + 00082 + 2.86144 + .00038 + 30.95714)-IN
2
Ipx := Ly2 + 11 p - L I L ) 11 p = 0.153 [N Ly2 = 48.686 IN 3 L = 2.976 IN
Ipx = - 36.914 IN Ly = 5.368 IN Ix = 0.0921N Ixe:= Ipx•t Ixe = - 2.769IN
Ixe
Se := Ly Se = - 0.516IN Sy = 0.072 IN ly = 0.0321N Mn := Se-Fy
L
S2f := 1.67 Mn
— _ - 1286.797 FT. LB
S2f
Sy. Fy - 178.6 FT -LB ALLOWABLE MOMENT
1.67
/b
KRIS COLLINS ENGINEERING
DETERMINE ALLOWABLE AXIAL LOAD FOR 14 GA. TRIM LINE POST FOR AN
UNBRACED LENGTH OF 24"
per 1986 AISI MANUAL
Column Properties: L := 24•in
Section Properties: D':= 1.563 -in B':= 0.813•in C':= 0.75 -in t:= 0.075 -in R 0.09375.in
A := 0.312•in
R := 1.128 -in
F :_
r K- Ly l 2
I l Ry J
2
Q: =
R
2
it -E
ex
2
rt • E
K Lx 2
Rx
S := —
F
w1:= C' -R -t
3
wl . t
12
S
— =11.82
3
S wf 1 I
n:= if — <— <S, —,-
3 t 2 3
R := 0.544 -in
DETERMINATION OF F , Allowable Stress:
2
n -E -C
F := if F < Fy F F • 1 - Fy
2 y 4•Fe
FIND EFFECTIVE AREA ( A e )
FLANGES: (per SECTION B4.2)
wf:= B' - 2•R - 2 -t
S = 35.46
Wf
— = 6.34
n = 0.33
L •= 24 -in
R := 0.321•in
X := - 0.935 -in G := 1 1300 -ksi
1
at:= GJ+
A Ro - (K•L J
F e 2 Jo ex 1(aex + aO 2 4 1 3 'aex•at]
2 13
F e := if(F < F
Wf = 0.48 in
w1 0.58 in
I = L23 x 10 3 in
L := 24 in K := LO F := 50•ksi
J := 0.0005853 -in
E := 29000 -ksi
Fel = 51201.81 psi
Q = 0.313
a = 147052.72 psi
F = 51201.81 psi
(flat width of flange)
(flat width of stiffener lip)
S = 35.46
C,:= 0.056 -in
(eq. C4 1 -1)
(eq. C4.2 -3)
(eq. C3.1.2 -7)
at = 86755.91 psi (eq. C3 1 2 -9)
F = 59265.6 psi (eq. C4.2 -1)
F = 37793.4 psi (eqs. C4 -3, C4 -4)
(eq. B4 -2)
1a2: 399•t4•
r w
1,3 := t I15•I fJ ii+
w
l := if S <f <S,1a2,1a3
3 t
I
C'2 := - C'2 = 1.52
l
C1:= 2 -C2 CI = 1
k'1 := (4.82 - 5.- l -C2 n + 0.43
W f J
C C')
kb := 5.25 - 5
`"'f
kl := if(k'I 5 kb,k'l,kb)
k'2 := 3.57•C2 + 0.43
k2 := if(k'2 S 4,k'2,4)
1.052 (wfl !
X:= k tJ E
0.22
1
P w
x
1.052 (`"wl Fn
t J E
0.22
x
x
Wf
t
S
t S
0.33
Pf
b'f := if(X <_0.673, b'f = 0.48 in
wf = 0.48 in
�wfS
bf := if - S- ,wf, bf = 0.48 in
t 3
W
C := if� S S,1 C 1
t 3
WEB: (per SECTION B2.1)
w D'- 2.R -2t w 1.23in
b if (X S 0 . 673 ,ww,Pw w'w)
1,2 = -4.363 x 10 5 in
1 = 8.088 x 10 4 in 4
l = 8.088 x 10 4 in 4
C2 := if(C'2 < 1 ,C'2, I) C2 = 1
k' i = -2.64
kb = -2.64
ki = -2.64
k'2 =4
k2 = 4
f wf
- = 1.58 k := if \ 0.8 >_- >0.25,k1,k2 /
X = 0.12
pf = -6.87
X = 0.31
p = 0.94
b 1.23 in
(upper bound for k
k := 4
k =4
(eqs. B2.1 -1 & B2.1 -2)
(eq B4.2 -1)
(final effective flange width)
(reduction factor for stiffener)
(effective web width)
(eq. B4.2 -6)
(eq. B4 2 -13)
(eq. B4 2 -7)
(eq- B4 2 -8)
(eq. B4.2 -9)
(eq. B4.2 -10)
(eq- B2.1 -4)
(eq. 62.1 -3)
/2
STIFFENER LIPS: (per SECTION B3.1)
w := C' -R -t w 0.58in
1.052 (`�s l Fn
:= rk E 1 t /
V
Ps
0.22
- -
b := C 5 0.673,ws,Ps'ws)
EFFECTIVE CROSS SECTIONAL AREA: A = 0.312 in
A := A - [[2.(wf - bf) + (w - b N )� + 2-(w - bs)]-t A = 0.312 in
ALLOWABLE AXIAL LOAD: S2 := 1.92
P := Ae P = 11791.541b
P
P :=
Oc
EFFECTIVE CROSS SECTIONAL AREA:
ALLOWABLE AXIAL LOAD:
P .= Ae •Fn
P
P —
�c
P = 6141.43 lb
A = 0.45
P = 1.14
b = 0.58 in (effective stiffener width)
* IF STATEMENTS: if (condition, true value, false value)
k := 0.43
KRIS COLLINS ENGINEERING
DETERMINE ALLOWABLE AXIAL LOAD FOR 14 GA. TRIM LINE POST
per 1986 AISI MANUAL
SUMMARY:
Column Properties: L = 2 ft Ly = 2 ft L = 2 ft K := 1.0
Section Properties: D' = 1.56 in B' = 0.81 in C' = 0.75 in t = 0.075 in R = 0.094 in
A = 0.312 in R = 0.544 in R = 0.321 in J = 5.85 x 10 4 in C = 0.056 in
R = 1.128 in X = -0.935 in G = 11300 ksi E = 29000 ksi
A = 0.312 in
A := A - [[2.(wf - bf) + �w - b + 2.(w - b t A = 0.312 in
S2 := 1.92 F = 37793.4 psi
F = 50 ksi
P = 1 1791.5416
P = 6141.43 1b
FOR AN UNBRACED LENGTH OF 24"
Page 3 of 7
TABLE 2- RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSET /RED HEAD SELF - DRILLING ANCHOR'
BOLT ANCHOR
DIAMETER DIAMETER
(inch) (inch)
1/ 4 7 /16
3/ 9
9,
/2 11/16
5/ 27/
L 3/4 L
For SI: I inch = 25 4 mm
'Linear interpolation may be used for intermediate spacing and edge distances
Min. Allowable
Edge Distance Edge Distance
MIN. Required to (inches)
EMBEDMENT Obtain Max Load Factor Applied
DEPTH Working Load = 0.85 for Tension
(Inches) (Inches) = 0.75 for Shear
13/J2 115/16
1762 211/16
21/ 32 39 66
215 /32 43 /3
31/ 511 /16
I" • uuiiu�iuuu��I i ��
1
1 13 /16
2
2
DESCRIPTION
Spacing
Required to
Obtain Mao.
Working Load
(Inches)
3
55/s
7
311 /16
11
Mln. Allowable Spacing
Between Anchors
(Inches)
Load Factor Applied
= 0.95 for Tension
= 0.70 for Shear
TABLE 3 -ITW RAMSET /RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)', 2,4,5,6
EMBEDMENT
DEPTH
(Inches)
2
4 /
6
3
6
295
525
565
420
870
1,200
1,165
1,165
1,335
1,645
1,645
1 ,765
1,780
2,745
2,745
2,380
3,665
3,665
Without
Special
Inspection
150
265
280
210
435
600
580
580
665
820
820
880
890
1 ,375
1,375
1,190
1,835
1,835
1,745
1,825
2,340
2,270
3,413
4,515
1,000
1,190
1.810
With
Special
inspection
445
825
825
560
1,485
1,435
1.275
2,410
2,410
1,795
3,730
3,755
2,710
4,425
4,470
3,685
5,235
5,580
5,045
5,995
6,635
6,595
10,825
11,385
Without
Special
inspection
225
410
410
280
740
740
640
1,205
1,205
900
1,865
1,880
1,355
2,210
2,235
1,840
2,620
2,790
2,520
3,000
3,315
3,300
5,410
5,695
Shear
1,035
1.190
1.810
1,780
2.975
3,430
5,935
4.145
7,200
5,705
9,485
7,365
11,065
With
Special
Inspection
475
825
825
710
1,530
1,530
1,760
2,705
2,705
2,430
4,095
4,095
3,325
5,065
5,895
4,355
6,090
6,090
5,295
8,315
8,315
8,410
11,385
14,075
240
410
410
355
765
765
880
1.355
1,355
1,215
2,045
2,045
1,665
2,530
2,950
2.180
3,045
3,045
2,650
4,160
4,160
4,205
5,695
7,040
ANCHOR INSTALLATION
DIAMETER TORQUE
Inches) (Ibf ft)
3,485
3,650
4,675
4,535
6,835
9,035
Tension
1,780
2,400
2,530
5,080
3,290
5.220
4,020
7,170
5,820
8,770
r' = 4,000 psi
Tension
Tension
Without
Special
Inspection
3,995
5,935
1,125
1.760
2.040
1 /16
211 /16
39 /16
4
5
For SI: I inch = 25.4 mm, I psi = 6.89 kPa. I Ibf • ft = 1 355 818 N ' m, 1 lbf - 4.45 N.
'The tabulated shear and tensile values are for anchors installed in stone - aggregate concrete having the designated ultimate compressive strength at the time of installation
7 - -The holes are dulled with bits complying with ANSI B212.15 -1994. The bit diameter equals the anchor diameter.
3 These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5_
4 The minimum concrete thickness is I times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater
( Allowable static loads may be increased one -third for earthquake or wind resistance in accordance with Section 1612 3 3 of the code No further increase is allowed
6 The anchors are illustrated as follows:
ER -1372
Page 4 of 7
ANCHOR DRILL BIT MINIMUM
DIAMETER DIAMETER EMBEDMENT
(inch) (Inch) (Inches)
/,6
0 173
0.204
1
1'/
1
1
1
1'/
2,000 psI
140
210
280
325
150
225
305
335
WITH SPECIAL INSPECTION WITHOUT SPECIAL INSPECTION
Concrete Strength, f
3,000 psi
170
225
280
350
190
280
365
405
325
140
4,000 psi
205
245
285
380
235
330
430
480
5,000 psi 2,000 psi
250 I 70
290 I 105
380 I 165
280 I 75
385 I 115
490 I 155
580 I 165
Concrete Strength, f �
3,000 psI 4,000 psi 5,000 psi
85 100 125
115 120 145
140 140 165
175 190 190
95 120 140
140 165 195
185 215 245
205 240 290
For SI: 1 inch = 25.4 mm. 1 lb = 4.45 N. 1 psi = 6 89 kPa.
'Minimum concrete thickness shall be 1.5 times the anchor embedment.
'Critical and minimum screw anchor spacing and edge distances shall comply with Table 3 of this report.
'The tabulated loads are for anchors installed in normal- weight concrete having a minimum compressive strength as shown in the table at the
time of anchor installation.
'Anchor installation shall comply with Section 4.2 of this report.
'These tension load values are applicable only when the anchors are installed with special inspection as set forth in Section 4.2 of this report
° These tension load values are applicable when the anchors are installed without special inspection.
ANCHOR
DIAMETER
(inch)
/4
DRILL BIT
DIAM ETER
(inch)
0 173
0204
MINIMUM
EMBEDMENT
(inches)
1
TABLE 2— ALLOWABLE SHEAR VALUES FOR TAPCON ANCHORS
INSTALLED IN NORMAL- WEIGHT CONCRETE (pounds)' 2.3,4
1
1
I /2
1
1'/
For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 6.89 kPa.
TABLE 1— ALLOWABLE TENSION VALUES FOR TAPCON ANCHORS
INSTALLED IN NORMAL- WEIGHT CONCRETE (pounds) ".
2,000 psi 3,000 psi
165 I 180
170 I 190
180
250
210
300
390
1 420
CONCRETE STRENGTH, f
200
250
290
345
400
420
4,000 psi
200
205
215
250
370
390
415
420
255
280
370
390
415
420
'Minimum concrete thickness shall be 1.5 times the anchor embedment.
'Critical and minimum screw anchor spacing and edge distances shall comply with Table 3 of this report.
'The tabulated loads are for anchors installed in normal- weight concrete having a minimum compressive strength as shown in the table at the
time of anchor installation.
'Anchor installation shall comply with Section 4.2 of this report.
' Allowable shear loads are for installations with or without special inspection.
ESR -1328
/S
0 PERMIT COORD COPY*
PLAN REVIEW/ROUTING SLIP
ACTIVITY NUMBER: D08 -029 DATE: 03 -24 -08
PROJECT NAME: COACH
SITE ADDRESS: 607 SOUTHCENTER MALL
Original Plan Submittal
Response to Correction Letter #
Response to Incomplete Letter #
X Revision # 1 After Permit Issued
■
DEPARTMENTS:
Buif ng4Wiarl
Public Works
Complete
Comments:
Documentshouting slip.doc
2 -28 -02
n
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Fire Prevention n Planning Division
Structural
Incomplete
DATE:
DATE:
Permit Coordinator
n
DUE DATE: 03 -27 -08
Not Applicable n
Permit Center Use Only
INCOMPLETE LETTER MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
LETTER OF COMPLETENESS MAILED:
TUES/THURS ROUTING:
Please Route F Structural Review Required n No further Review Required
DUE DATE: 04 -24-08
Approved n Approved with Conditions I " I Not Approved (attach comments)
Notation:
REVIEWER'S INITIALS:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
ACTIVITY NUMBER: D08 -029 DATE: 01 -16 -08
PROJECT NAME: COACH STORAGE RACKS
SITE ADDRESS: 607 SOUTHCENTER MALL
X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter #
Revision # After Permit Issued
DEPARTMENTS:
il k Al
Buc � G
ng Division j
Public Works
Complete
Comments:
Documents/routing slip.doc
2 -28 -02
OPERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
APPROVALS OR CORRECTIONS:
Incomplete
Fi re Prevention
Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Planning Division
n Permit Coordinator
n
DUE DATE: 01 -17-08
TUES/THURS ROUT NG:
Please Route Structural Review Required n No further Review Required
REVIEWER'S INITIALS:
DATE:
Not Applicable
DATE:
Permit Center Use Only
INCOMPLETE LETTER MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
LETTER OF COMPLETENESS MAILED:
DUE DATE: 02-14-08
Approved ❑ Approved with Conditions I Not Approved (attach comments) n
Notation:
REVIEWER'S INITIALS:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
REVISION
NO.
DATE RECEIVED
STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
1
V ln
tO 7 /ig /ak
AA)
S ummary of Revision: Gtl1t-.k( l - A - 0 1 — , - V / m p FY1120,069 A - yam.
Received '
REVISION
NO.
DATE RECEIVED
STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
Summary of Revision:
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NO.
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Summary of Revision:
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DATE RECEIVED
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NO.
DATE RECEIVED
STAFF
INITIALS
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INITIALS
Summary of Revision:
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NO.
DATE RECEIVED
STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
Summary of Revision:
Received by:
PROJECT NAME: (.QM •
SITE ADDRESS: (iOi- C7(J MALL
REVISION LOG
PERMIT NO:, r7
ORIGINAL ISSUE DATE: 11;i1M$
(please print)
(please print)
(please print)
(please print)
(please print)
City of Tukwila
stn
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: . 3/ 2 -WD Plan Check/Permit Number: 7)D - D 2_7
❑ Response to Incomplete Letter #
❑ Response to Correction Letter #
[r Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner r'c: ri ; ccri{
Project Name: .- o ? c2
Project Address: 6 4 7 So z M c e &- /7'1 // 7 k / , Z J r
Contact Person: /1h4 r; d 2 e /a�, A Phone Number: 4 2 - S eS -2-1 .3
Summary of Revision: r
feet)) - 1 7 1 5013
i . ni9 s 4 de /. , f E -
5-
Sheet Number(s): L1 2) ( 7)2_
"Cloud" or highlight all aim of revision including date of revision
Received at the City of Tukwila Permit Center by: /Ai
14 Entered in Permits Plus on e 712`t w2)
\applicationslforms- applications on line revision submittal
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.tukwrla.wa.us
Steven M. Mullet, Mayor
Steve Lancaster, Director
RECENE•
rr ry nF rr 'KWIR,q
MAR 2 4 2008
License Information
License
NATIOCI052P3
Licensee Name
NATIONAL CONTRACTORS INC
Licensee Type
CONSTRUCTION CONTRACTOR
UBI
601665398
Ind. Ins. Account Id
Business Type
CORPORATION
Address 1
4300 BAKER ROAD
Address 2
City
HOPKINS
County
OUT OF STATE
State
MN
Zip
55343
Phone
9528816123
Status
ACTIVE
Specialty 1
GENERAL
Specialty 2
UNUSED
Effective Date
10/23/1995
Expiration Date
3/11/2010
Suspend Date
Separation Date
Parent Company
Previous License
Next License
Associated License
Business Owner Information
Name
Role
Effective Date
Expiration Date
HOAGLUND, JOHN R
01/01/1980
FRITZ, MICHAEL
01/01/1980
Look Up a Contractor, Electtan or Plumber License Detail
Washington State Department of Labor and Industries
General/Specialty Contractor
A business registered as a construction contractor with L &I to perform
construction work within the scope of its specialty. A General or Specialty
construction Contractor must maintain a surety bond or assignment of
account and carry general liability insurance.
•
Bond Information
Bond
#4
Bond
Company
Name
FIDELITY
& DEPOSIT
CO OF MD
Bond
Account
Number
8503394
Effective
Date
06/28/2002
Expiration
Date
Until
Cancelled
Cancel
Date
Impaired
Date
Bond
Amount
$12,000.00
Received
Date
07/03/2002
Page 1 of 2
https: / /fortress.wa.gov /lni/bbip /printer. aspx ?License= NATIOCI052P3 03/18/2008
NOTE: STEEL SHELVING FRAMEWORK AND NON -FIRE RETARDEN PARTICLEBOARD SHELVES, TYP.
FOR ATTACHMENT 5EE
DOLT-ON FOOT PLATE DETAIL
(STATIC UNITS ONLY)
FOR ATTACHMENT SEE
DOLT -ON FOOT PLATE DETAIL
(STATIC UNITS ONLY)
NOTE: STEEL SHELVING FRAMEWORK AND NON -FIRE RETARDENT PARTICLEBOARD SHELVES, TYP.
PC POST CONNECTOR TABS MUST BE
LOCKED IN PLACE FOR SAFETY, TYP.
SCALE :5/4" l'-0"
HARDBOARD SPLICE
HARDBOARD
DIVIDER
END FRAME AND PAY ELEVATION DETAIL FOR 30" PEEP UNITS
PC POST CONNECTOR TABS MUST BE
LOCKED IN PLACE FOR SAFETY, TYP.
END FRAME AND BAY ELEVATION DETAIL FOR lb" DEEP UNITS
/ SCALE: 3/4" 1' -0"
TWB & TSB
TWP & TSB
TWB & TSB
TWO & T5S
&TSB
,cECEIVED
CITY OF TUKW ILA
MAR 2 4 7008
PERMIT CENTER
REVISIONS
No changes shall be made to t of
of Tukwila Building D
NOTE: Revisions wila�� anal plan review and may include
EXPIRES
SHEET
SHELVING HEIGHT
CEILING HEIGHT: T.D.A.
STATIC SHELVING: la-0"
MOBILE SHELVING:IC-6"
REVISED AS PER TENANT REQUEST
MALL
CORRIDOR
15 LOCKERS
(3 x S TIER)
BY E- Z -RECT
1
ANTI -TIP
TRACK
FRONT ONLY,
TYP.
1"
SCALE: 1/4" = 1' -0"
I
1'
IP C
15x36 15x36
7 STOCKROOM SHELVING LAYOUT
13' -9"
VOg o
I I
1
11
1 \ .�� =�
THICK / DASHED LINE
I - INPIcfATE5 HARDBOARD
1
d� 1"
7
DIAGONAL LINE INDICATES
STATIC UNIT. ALL STATIC UNITS
TO RECEIVE FOOTPLATES AND
CONCRETE ANCHORS. ALL
PERIMETER STATIC UNITS
TO RECEIVE WALL ANCHORS.
ADJACENT
TENANT
ADJACENT
TENANT
z
z
0
w
iV
z
7
AISLE SIDE
SCALE: 6" = 1' -0"
14 GA. TRIM -LINE POST
o" x34" LONG HILTI KWIK DOLT T2
CONCISE I E WEDGE ANCHOR
GRIF.NTATION OF FOOT P1.ATF
TO PREVENT "TRIP HAZARD"
-" x 12' x 11 GA. FOOT PLATE
OM BOLT -ON FOOT PLATE DETAIL (STATIC UNITS ONLY)
L, j
C
TRIM-LINE Tf G POST CONNECTOR DETAIL
SCALE 6" = 1' -O"
1z ", 29 '
36-"
TRIM -LINE TWB FRAME CONNECTOR DETAIL
SCALE: 6" =1'
TRIM -LINE TSB SHELF BAR DETAIL
SCALE 6" = 1'_p"
13 GA.
F
1" TYP.
18 GA.
- 1" TYP.
2 16
0 S
5 } SCALE 6" =1' -0"
WALL
TRIM -LINE WALL ATTACHMENT DETAIL
TRIM -LINE POST TRIM -LINE POST
PJ ��" x 3 *' T- DOLT
10-
REVIEWED FOR
CODE COMPLIANCE
AP R - 22.008
City Of 'Tukwila AN
ILDIN D
EXPIRES ,j
I
RECEIVED
CITY OF TUKWILA
MAR 2 4 2008
PERMIT CENTER
z
U
z
U
w
Kz
Ui
0
)
w
SHEET
1
1
- TO PREVENT GHOSTING
A COMBINATION OF
(UNWANTED MOVEMENT) & TO ENSURE 1HE MOBILE
WOOD & RUBBER SHIMS ARE USED TO LEVEL THE FLOOR.
SYSTEM MOVES FREELY THE TRACK SUPPORT MUST BE MOUNTED ON A LEVEL SURFACE.
1,, _
I- 4 I ' .
- WHEN CONNECTING
TO PREVENT THE TRACK
- THE JOINS IN THE
MUST E3E STAGGERED.
- TWO CONTINUOUS
- NOTE THAT THE STEEL
- SCREW IS 70 GO THROUGH
IPY
END STOP
TWO SECTIONS OF TRACK SUPPORT TWO STEEL SPRING MNS MUST BE
FROM FLEXING.
TRACK SUPPORT & THE JOINS IN THE TRACK SHOULD NOT OVERLAP THEY
STEEL STRIPS ARE INSERTED INTO THE TRACK TO PROVIDE THE RIDING
5TR1P 15 SHORTER THAN THE TRACK TO LEAVE ROOM FOR AN END
THE END STOP AND RIGHT INTO THE TRACK.
ALUMINUM TRACK
■
THREADED SCREW
r
/ r r I
i CONTINUOUS ,STEEL
STRIP INSERT
z o
u
_
G
16 GA. END PLATE
111
ROUND
- A i HEAD SCREW
INSERTED
SURFACE.
STOP. _ - -
f�`
PP -
-
� -
- -
•' _ _
- --
-
r
/
0
STEEL
PIN
ALUMINUM TRACK
SUPPORT
_
-
. /
`'
SPRING
- WHEN CONNECTING
TO PREVENT THE
- THE JOINS IN THE
MUST (3E STAGGERED.
- TWO CONTINUOUS
- NOTE_ THAT THE STEEL
- SCREW 15 TO GO
1'.
END STOP
•
TWO SECTIONS OF TRACK SUPPORT FOUR STEEL SPRING PINS MUST
TRACK FROM FLEXING.
TRACK SUPPORT & THE JOINS IN THE TRACK SHOULD NOT OVERLAP THEY
STEEL STRIPS ARE INSERTED INTO THE TRACK TO PROVIDE THE (SIDING
STRIP 15 SHORTER THAN THE TRACK TO LEAVE ROOM FOR AN END
THROUGH THE END STOP AND RIGHT INTO THE TRACK.
ALUMINUM TRACK
4 ' THREADED SCREW
CONTINUOUS Tt?IP INSERT
,
1 r c G.S. F. N D PL.ATI'
-
1
2 ROUND O
ESE INSERTED
SURFACE.
STOP.
/:
� J
P.
-
-
*
0
0
STEEL SPRING
PIN
E- Z -RECT MANUFACTU IN
94 RIVERSIDE 2RIVE, NORTH VANCOUVER, BC, V7F- 2h
PHONE: (004)- 929 -5461 FPX: (604)- 929 -5134
{ I
WOOD SHIM
RUBBER SHIM
WALL
HIGH POINT U5E COMBINATION OF WOOD & RUBBER SHIMS
TO CREATE A L FVEL SURFACE
-‘1111 PPP—
—mom
PP
FLOOR (SHOWN EXAGGERATED) LOW POINT,.
TRACK LEVELING DETAIL
ld' .J I
��,,�•±
HEAD SCREW tb ANTI -11P ALUMINUM
TRACK SUPPORT
FM) VIEW
TRACK ,TRACK SUPPORT AND END STOP DETAIL
ENP VII
TRACK, ANTI -TIP TRACK SUPPORT AND END STOP DETAIL
40 SCALE NTS
SCALE 6" -1' 0
SCALE on = 1' -0"
- TRACK SUPPORT MUST BE ANCHORED TWICE AT EACH END OF TRACK SECTION AND ONCE EVERY 12" ON ALTERNATING SIDES MINIMUM.
ALUMINUM TRACK
�
- CARRIAGE MAY
- SHOWN WITH
t
' x 22"
OR
OPTIONAL
J
-3"
GRADE
MAY
LOCK
NOT
MOBILE
y ,
(1E_
WASHER
5 BOLT
HAVE CENTER RAILS DEPENDING
BRAKE & ANTI -TIP BRACKET
CENTER
(IF REQ'D)
SIDE RAIL
MIDDLE BRACKET '-
REQ'Dj
RUBBER
2
#14xi
TEK SCREW
CARRIAGE ASSEMBLY
FAIL
�
REQ'D
ON
PER
DETAIL
SIZE AND
-
BUMPER
CARRIAGE
CORNER
4 REQ'D PER
1-
LOADING.
END RAIL
.
L3RACKEL
CARRIAGE
ANTI -TIP BRACKET'
(IF
REQ'D)
5"
LOCK
o
#
WASHER
'
.
...,
F
O
r W
0
I P
MAKE
IT Sf
"x2 " GRADE S
1 0.ZoN
(1F R1 Q'D ),SECURE
C G TEK SGREW5
L3OLT
- THE ANTI -TIP BRACKETS ARE TO BE ATTACHED TO THE MOBILE CARRIAGES USING THE CORNER BOLTS OF THE CARRIAGE.
WESTFIELD SOUTHCENTEK
SEATTLE, WASHINGTON
ANTI TIP BRACKET
\_.
El
Et
ANTI -TIP TRACK SUPPORT
Q
1 3 - 6 " x 21' HILTI KWIK CON HEX HEAD
CONCRETE SCREW
/ \ � ■■
ALUMINUM TRACK
.. \
T
FLOOR
p
f
r
V
_ �
�; 111
FLOOR -/
ANTI TIP BRACKET IN TRACK SUPPORT DETAIL
• •
ANCHOR TYP. ALUMINUM TRACK SUPPORT -l
TRACK SUPPORT ANCHORING DETAIL
TRACK LEVELING 1 TRACK & TRACK SUPPORT DETAILS
SY: MMlm TRACK SUPPORT ANCHORING DETAIL 1 CARRIAGE ASSEMBLY DETAIL
DATE: JAN 285 !08
SCALE: AS NOTED ANTI -TIP BRACKET IN TRACK SUPPORT DETAIL
SHELVING TO MOBILE CARRIAGE 3: MOBILE CARRIAGE HANDLE ATTACHMEN DETAILS
FILENAME. 2043-C-002-01 HARDBOARD ATTACHMENT DETAIL
•
SCALE: 2" = 1' -O"
4
SCALE: 6" =1
SCALE: 6" _ 1' -0"
- SHELVING 15 TO BE ATTACHED
TO THE MOBILE CARRIAGE ON
ALL FOUR CORNERS AND AT ANY MIDDLE
PLATES USING
#14 x 3/4" TEK SCREWS.
P
IV ►
MOBILE CARRIAGE HANDLE
#14
x 12' HEX
ATTACHMENT
`•
HEAD
TEK SCREW
DETAIL
�
TYP.
ATTACH HANDLE ON EACH
48" ABOVE GROUND LEVEL.
Na
N.
i
IV
#10
40'
•
12"
X1" HEX HEAD TEK SCREW.
Tl'P
TYP,
�.,e�(��AA'' ED FOR
CODE C °1441)
PR . 2 2�
A
OW Of TU10
HARDBOARD (IF REM))
END PANEL TYP.
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l
V
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1
- - -
1
A . A
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TOP VIEW TOP VIEW
SHELVING TO MOBILE CARRIAGE ATTACHMENT DETAIL
VERTICAL SPACING AT APRROX,12" I
EXPIRES s / /�� en 1
'
CITY OF RECEIVED
HARDBOARD ATTACHMENT DETAIL MAR 2 4 2008
SHEET
SCALE: 3/4" =1-0"
SCALE: 1" =1' -O
SCALE: 1" =1' -0"
PERMIT CENTER
SHELVING HEIGHT
CEILING HEIGHT: T.13.A.
STATIC SHELVING: 1C-0
MOBILE SHELVING: gI
MALL
CORRIDOR
1
SCALE: 1/4" = 1' -0"
STOCKROOM SHELVING LAYOUT
f
r
�l /, y
ANTI -TIP
TRACK
FRONT ONLY,
TYP.
V 18 LOCKERS
(3xSTIER)
BY E- Z -RECT
THICK /DASHED LINE
INDICATES HARDPOARD 1
13' -9" 1 1"
DIAGONAL LINE INDICATES
STATIC UNIT. ALL STATIC UNITS
10 RECEIVE F001 PLAT ES AND
CONCRETE ANCHORS. ALL
PERIMETER 5TAT1C UNITS
TO RECEIVE WALL ANCHORS.
ADJACENT
TENANT
ADJACENT
TENANT
NOTE: STEEL SHELVING FRAMEWORK AND NON - FIRE RETARDENT PARTICLEBOARD SHELVES, TYP.
10'
24"
24"
24"
24"
12"
FOR ATTACHMENT SEE
BOLT -ON FOOT PLATE DETAIL
(STATIC UNITS ONLY)
NOTE: STEEL SHELVING FRAMEWORK AND NON -FIRE RETARDENT PART1CLEBOARD SHELVES, TYP.
FOR ATTACHMF..NT SF.F.
BOLT -ON FOOT PLATE DETAIL
(STATIC UNITS ONLY)
24"
48"
48"
30
16
p
1
1
1
TPC
TWB
END FRAME AND BAY ELEVATION DETAIL FOR 30" DEEP UNITS
2 ) SCALE: 3/4" = 1
PC POST CONNECTOR TADS MUST BE
LOCKED IN PLACE FOR SAFETY, TYP.
TPc
TPC
TPC
TPC
SCALE: 3/4" = 1' -0"
HARDBOARD SPLICE
HARDBOARD
DIVIDER
POST CONNECTOR TABS MUST BE
LOCKED IN PLACE FOR SAFETY, TYP.
1 -" TYP.
10'
END FRAME AND BAY ELEVATION DETAIL FOR 15" DEEP UNITS
21" - 21 EMPTY SLOTS
367"
2O " - 20 EMPTY SLOTS
2�" - 20 EMPTY SLOTS
i
i
203 - 20 EMPTY SLOTS
2132' - 21 EMPTY SLOTS
21 3 2' - 21 EMPTY SLOTS
TWB
-d
TWB
TWB
TWB
TWB
1
CITY OF TUILA
JAN 1 6 Zuv;
PEHIWIT GEN I
CODE CO PLJANCE
r)
2 y
a�
5
RE
NO changes shalt be made to the scope
of work without prior ;pproval of
Tukwila Buiidina Divisions.
NOTE: Revisions will require a new plan submittal
and may include additional plan review fees. j
Plan review approval is sOject to OWNS and
Approval of won documents does not author
the violation of any adopted code r I, I I r =. Receipt
of approved Fieic + adanowledg
By - 1u!
Date: 3 --/S --5
City of Tukwila
BUILDING DIVISION
JAN 1 12888
1411G1-64. z_ D42-C, P E
�z ?6 ODy5 DR.
w/14&li —,- J £ 94.0
EXPIRES
1
1
Q
2
TRIM -LINE TPC POST CONNECTOR DETAIL
SCALE; 6" =1' -0"
SCALE: 6" =1' -0"
SCALE 6" =1' -0"
36-
TRIM -LINE T1AWB FRAME CONNECTOR DETAIL
30"
TRIM -LINE TSB SHELF I3AR DETAIL
14 GA.
16 GA.
r 13 GA.
2
nr 1" TYP.
l ,
4
AISLE SIDE
0
u
13„
16
SM BOLT -ON FOOT PLATE DETAIL (STATIC UNITS ONLY)
SCALE: 6" = 1' -0"
•
SCALE 6" =1' -0"
\_ 3 7 "x 2' "x1- "x11 GA. FOOT PLATE
2
14 GA. TRIM -LINE POST
0 x 17" LONG GRADE 5 BOLT
CIW NYLON LOCK NUT
2 - EMI.
I
CONCRETE FLOOR
0
0
0
0
ORIENTA1ION OF FOOT PLATE
TO PREVENT "TRIP HAZARD"
8 8 ' x 3 "" LONG RAMSET
CONCRE I E WEDGE ANCHOR
WALL
TRIM -LINE WALL ATTACHMENT DETAIL
4"
TRIM -LINE POST TRIM -LINE POST
,01 x J ' T- I30LT
1 -"
96 ODE COMP RNC: !.
APPROVE
OV
JAN 1 1 au
RECEIVED
CITY OF TUKWILA
JAN 1 6 2808
PEHMIT CENTFR
- TO PREVENT GHOSTING
A COMBINATION OF
(UNWANTED MOVEMENT) & TO ENSURE THE MOBILE
WOOD & RUBBER 5HIM5 ARE USED TO LEVEL THE FLOOR.
SYSTEM MOVES FREELY THE TRACK SUPPORT MUST 13E MOUNTED ON A LEVEL SURFACE.
i 4 �16
- WHEN CONNECTING
TO PREVENT THE TRACK
- THE JOINS IN THE
MUST BE STAGGERED.
- TWO CONTINUOUS
- NOTE THAT THE STEEL
- SCREW I5 TO GO THROUGH
�, jjj
END STOP
TWO SECTIONS OF TRACK SUPPORT TWO STEEL SPRING PINS MUST DE
FROM FLEXING.
TRACK SUPPORT & THE JOINS IN THE TRACK SHOULD NOT OVERLAP THEY
STEEL STRIPS ARE INSERTED INTO THE TRACK TO PROVIDE THE RIDING
STRIP IS SHORTER THAN THE TRACK TO LEAVE ROOM FOR AN END
THE END STOP AND RIGHT INTO THE TRACK.
ALUMINUM TRACK
►
3 " THREADED SCREW
�'
CONTINUOUS STEEL
STRIP INSERT
�'
f
...--1. 16 GA. END PLATE
2" ROUND C&
HEAD SCREW f
l�
INSERTED
SURFACE.
STOP.
► "
� -. •• Y
-
- _ _ -
-
y
STEEL
PIN
ALUMINUM TRACK
SUPPORT
_..
-'� - "
SPRING
- WHEN CONNECTING
TO PREVENT THE
- THE JOINS IN THE
MUST BE 51A,GGERED.
- TWO CONTINUOUS
- NOTE THAT THE STEEL
- SCRE=W 15 TO GO
'--
~
END STOP
TWO SECTIONS OF 1RACK SUPPORT FOUR STEEL SPRING PINS MUST
TRACK FROM FLEXING.
TRACK SUPPORT & THE JOINS IN THE TRACK SHOULD NOT OVERLAP THEY
STEEL STRIPS ARE INSERTED INTO THE TRACK TO PROVIDE THE RIDING
STRIP 15 SHORTER THAN THE TRACK TO LEAVE ROOM FOR AN END
THROUGH THE END STOP AND RIGHT INTO THE TRACK.
ALUMINUM TRACK
-" THREADED SCREW
�/
CONTINUOUS STEEL
STRIP INSERT
FND f l .ATF
iii ..--'-'°-
I
2 ROUND
ESE INSERTED _
SURFACE.
STOP.
j 41
.e..., - -
P.
i
- - � �
.
}
'' {.- •
0
�
-
`- •
STEEL SPRING
ECT MANUFACTURIN
94 RIVERSIDE :RIVE, NORTH VANCOUVER, BC, V71- 2h
PHONE: (604)- 929 -5461 FAX: (604;- 929 -5154
{
MOD SHIM
WALL
RUBBER SHIM
USE COMBINATION OF WOOD &RUBBER SHIMS
HIGH POINT TO CREATE LEVEL SURFACE
Ti _GA.
— - •••• - ----
FLOOR (SHOWN EXAGGERATED) LOW PAINT
C TRACK LEVELING DETAIL
I .300.
HEAD SCREW . ANTI -111 ALUMINUM
ler . TRACK SUPPORT
END VIEW
TRACK ,TRACK SUPPORT AND END STOP DETAIL
I
VIE
TRACK, ANTI TIP TRACK SUPPORT AND END STOP DETAIL
SCALE 6" =1' 0
SCALE NTS
SCALE 6" =1' -0"
- TRACK SUPPORT MUST BE ANCHORED TWICE AT EACH END OF TRACK SECTION AND ONCE EVERY 12" ON ALTERNATING 5IDE5 MINIMUM.
[ALUMU\UJMTRACK
- CARRIAGE MAY OR
.. SHOWN WITH OPTIONAL
e
J
3„
-' x 22" GRADE
MAY
LOCK
NOT
MOBILE'
(IF
WASHER
5 BOLT
HAVE CENTER RAILS DEPENDING
BRAKE & ANTI -TIP BRACKE.r
CENTER
(IF REQ'D)
SIDE RAIL
MIDDLE BRACKET r,
RE Q'D) �
V RUBBER
2
#14x" HEX HEAD
TEK SCREW
CARRIAGE ASSEMBLY
RAIL
10
REO'D
ON
�8
BUMPER
PER
4
DETAIL
SIZE AND
,Il
CARRIAGE
GOKNEK
REQ'D PER
LOADING.
END RAIL
u o
BKAGKEI
CARRIAGE
ANTI-TIP' 13RACKE
(IF
iii
IP
REQ'D)
3"
"
--,...........
1 ®
�f
LOCK WASHER
_A
d
l e
0•
1)0) q doir••
BRAKE IF RED.'D SECURE
( )'
ASS EMBLY TO THE CARRIAGE
WITH SELF DRILLING TEK SCREWS
g "x22 " GRADE 5 BOLT
- THE ANTI -TIP BRACKETS ARE TO BE ATTACHED TO THE MOBILE CARRIAGES USING THE CORNER BOLTS OF THE CARRIAGE.
0 2....637
COACH
WESTFIELD SOUTHCENTER
SEATTLE, WASHINGTON
ANTI -TIP BRACKET
Et
� -
ANTI -TIP TRACK SUPPORT
x1" HEX HEAD
16
CONCRE I E SCREW
I
j
I ALUMINUM TRACK
t SUPPORT
FLOOR
_=
FLOOR I
APPROVED
• • • • • •
• • .� •
ANCHOR TYP. ALUMINUM TRACK SUPPORT
SUPPORT ANCHORING DETAIL
r
ANTI -TIP BRACKET IN TRACK SUPPORT DETAIL
TRACY. LEVELING i TRACK & TRACK SUPPORT DETAILS
BY: MMhnm TRACK SUPPORT ANCHORING DETAIL / CARRIAGE A.55EMBLY DETAIL
DATE: NOV 21/07
SCALE: AS NOTED ANTI -TIP BRACKET IN 'TRACK SUPPORT DETAIL
FILENAME: 2043 - Dal OQ SHELVING TO MOBILE CARRIAGE & MOBILE CARRIAGE HANDLE ATTACHMEN' DETAILS
HARDBOARD' RTTACHM ENT PETAL:-
SCALE:
a.,..l.F: ?." = 1' Q
C TRACK
SCA r ..
sc ,I.F=: C" - 1' - Cr'
SC
SCALE.: G ^ .,- . 1
- SHELVING 15 TO BE ATTACHED
TO THE MOBILE CARRIAGE ON
ALL FOUR CORNERS AND AT ANY MIDDLE
PLATES USING
#14 x 3/4" TEK SCREWS.
1
1
1
►
,r
MOBILE CARRIAGE HANDLE
■
#14
x1- HEX
ATTACHMENT
`
HEAD
TEK SCREW
DETAIL
N
TYP.
ATTACH HANDLE ON EACH
OUTSIDE F'05T AF'PROXIMAT ELY
48" ABOVE GROUND LEVEL.
,'
1
HARDBOARD
P .r
#10
VERTICAL
ATTACHMENT DETAIL
p
�
X 1" HEX HEAD TEK SCREW,
SPACING AT APRRQX.12"
°
•
TYP.
�
RECEIVED
CITY OF
JAN
PEHMIT
HARDBOARD
END PANEL
TUKWILA
z�va
CENTER
(IF REQ'D)
TYP.
JAN
` j i
i I
40700 4 Abrc
)'SIGNAL
EXP IRES 'S iI
e o
°
i....,1
0
u
TOP VIEW TOP VIEW
SHELVING TO MOBILE CARRIAGE ATTACHMENT DETAIL
SHEET
9
SCALE: 1" 1' D
0 SCALE: 3/4" -1' -O'
SCALE: 1" 1' -O
T
T•