HomeMy WebLinkAboutPermit D08-485 - WESTFIELD SOUTHCENTER MALL - CHAMPS - STORAGE RACKSCHAMPS
1030 SOUTHCENTER MALI.
D08 -485
Parcel No.: 6364200010
Address: 1030 SOUTHCENTER MALL TUKW
Suite No:
Tenant:
Name: CHAMPS
Address: 1030 SOUTHCENTER MALL , TUKWILA WA
Owner:
Name: WESTFIELD PROPERTY TAX DEPT
Address: PO BOX 130940 , CARLSBAD CA 92013
Phone:
Contact Person:
Name: JENNIFER MIRELES
Address: 1327 POST AV #H , TORRANCE CA 90501
Phone: 310 328 -6300 X 105
Contractor:
Name: L & L RETAIL CONSTRUCTION LLC
Address: 3750 W MAIN ST STE 4A , NORMAN OK 73072
Phone: 405 360 -2775
Contractor License No: LLRETCL954QQ
DESCRIPTION OF WORK:
RACKING PERMIT FOR RACK STORAGE
doc: IBC -10/06
Cityif 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: $685.13
Type of Fire Protection: International Building Code Edition: 2006
Type of Construction: IIB Occupancy per IBC: 0019
* *continued on next page **
Permit Number: D08 - 485
Issue Date: 01/15/2009
Permit Expires On: 07/14/2009
Expiration Date: 11/18/2009
D08 -485 Printed: 01 -15 -2009
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Signature:
Print Name:
doc: IBC -10/06
City 6411Tukwila •
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
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: Date: 1 -1S
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 performance of work. I am authorized to sign and obtain this development permit.
Date:
Permit Number: D08 - 485
Issue Date: 01/15/2009
Permit Expires On: 07/14/2009
This permit shall become null and void if the work is n 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 1 pection.
D08 -485 Printed: 01 -15 -2009
•
City of Tukwila
Parcel No.: 6364200010
Address: 1030 SOUTHCENTER MALL TUKW
Suite No:
Tenant: CHAMPS
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 - 485
Status: ISSUED
Applied Date: 11/05/2008
Issue Date: 01/15/2009
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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center
(206/431- 3670).
4: 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.
5: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications.
6: 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.
7: 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.
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: 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.
10: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by
a Washington Association of Building Official Certified welder.
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.
14: ** *FIRE DEPARTMENT CONDITIONS * **
doc: Cond -10/06
D08 -485 Printed: 01 -15 -2009
•
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
15: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the
following concerns:
16: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A,
20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1)
17: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or
brackets shall be securely anchored to the mounting surface m accordance with the manufacturer's installation
instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so
that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross
weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the
floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4
inches (102 mm). (IFC 906.7 and IFC 906.9)
18: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot
be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6)
19: Extinguishers shall be located m conspicuous locations where they will be readily accessible and immediately available
for use. These locations shall be along normal paths of travel, unless the fire code official determines that the
hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5)
20: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that
indicates the month and year that the inspection was performed and shall identify the company or person performing the
service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge
procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the
inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these
required surveys. (NFPA 10, 4 -3, 4 -4)
21: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require
relocation and/or addition of audible /visual notification devices. (City Ordinance #2051)
22: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire
Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC
104.2)
23: Remove the top shelf from all shelving units to maintain maximum storage height to be under 12 feet.
24: Clearance between ignition sources, such as light fixtures, heaters and flame - producing devices, and combustible
materials shall be maintained in an approved manner. (IFC 305.1)
25: 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 sprinldered areas of buildings. (IFC 315.2.1)
26: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and
#2051)
27: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of
such condition or violation.
28: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at
(206)575 -4407.
doc: Cond -10/06
D08 -485 Printed: 01 -15 -2009
•
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 **
doc: Cond -10/06 D08 -485 Printed: 01 -15 -2009
Signature:
Print Name:
•
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and
this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provision of any other work
construction or the performance of work.
A..)-- Q kA ' A J
v
Pt- 1 e___A-L-P rii
doc: Cond -10/06 D08 -485
Date:
ordinances governing
or local laws regulating
Printed: 01 -15 -2009
Site Address:
CITY OF TUKWI
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.ci.tulcwila.wa.us
n I ,� nv Ce, i
Tenant Name: l AIVS
CONTACT PERSON - who do we contact when your permit is ready to be issued
GENERAL CONTRACTOR INFORMATION —
(Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)
Contact Person:
E -Mail Address:
Contractor Registration Number:
Company Name: _N /k
Company Name: LO" ' o
Q:WpplicationsWorats- Applications On drol3-2006 - Permit Apphcation.doc
Revised: 9-2006
bh
'N.Gvi vie
4
Building Permit No.
Mechanical Permit No.
City
Property Owners Name:
Mailing Address:
SITE LOCATION
pplications 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**
Name: An i I Y c Day Telephone:
Mailing Address:[ 2- x7 1 1 ?Qs'r A- •
Plumbing/Gas Permit No.
Public Works Permit No
Project No. FOS P
(For office use only)
King Co Assessor's Tax No.: (SAM 7_ `^ t D
Suite Number: ?). Floor:
New Tenant: ❑ Yes ❑ ..No
State
'TCvvaM . A_ 0O50
City r State Zip
s
E -Mail Addres tQAtin � 4
O1 P'f 4'MI t ( CW1 Fax Number: 2f 0 31 03
Company Name:
Mailing Address:
City State Zip
Day Telephone:
Fax Number:
Expiration Date:
ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record
Mailing Address:
City
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
State
ENGINEER OF RECORD - AU plans must be wet stamped by Engineer of Record
Mailing Address:
Contact Person: cI Ocf/19t ,� I (
E -Mail Address: Fax Number: Di 32-Le
City State
Zip
Zip
32,2-0
Zip
Day Telephone: (,P f t4 • ?-,24,P • z-61)14
Page 1 of 6
5
•
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 1 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.
.113 coTTRIMMIIII■
11e. L
BUILDING 0 R 0
Signature:
Print Name: 11 // 4 %rite/
Mailing Address :[ea ! P -/ ` u - H
Date Application Expires:
tg
Date Application Accepted: l� (04,
Q:\Applications\Fonns- Apphmtcons On Line O-2006 • Perim Applic ation.doc
Revised: 9-2006
bh
Terri-4/1 e/t-
City
•
Date: oN a
Day Telephone: VO 3 (1/ ax/45
Ci 42619/
State Zip
Staff Initials:
Page 6 of 6
Parcel No.: 6364200010 Permit Number: D08 -485
Address: 1030 SOUTHCENTER MALL TUKW Status: APPROVED
Suite No: Applied Date: 11/05/2008
Applicant: CHAMPS Issue Date:
Receipt No.: R09 - 00077
Initials:
User ID:
Payee:
WER
1655
ACCOUNT ITEM LIST:
Description
L & L RETAIL
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Check 31253 582.68
BUILDING - NONRES
PLAN CHECK - NONRES
STATE BUILDING SURCHARGE
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http://www.ci.tukwila.wa.us
000/322.100
000/345.830
000/386.904
RECEIPT
Account Code Current Pmts
Payment Amount: $582.68
Payment Date: 01/15/2009 11:56 AM
Balance: $0.00
412.50
165.68
4.50
Total: $582.68
1524 01/15 9707 TOTAL 582.68
doc: Receiot -06 Printed: 01 -15 -2009
RECEIPT NO: R08 -03689
SET RECEIPT
Initials: JEM Payment Date: 11/05/2008
User ID: 1165 Total Payment: 932.50
Payee: WJCA INC.
SET ID: S000001127 SET NAME: Tmp set/Initialized Activities
SET TRANSACTIONS:
Set Member Amount
D08 -484 830.05
4EVEQ.0"NO 102.45
TOTAL: 830.05
TRANSACTION LIST:
Type Method Description Amount
Payment Check 10237 932.50
TOTAL: 932.50
ACCOUNT ITEM LIST:
Description
PLAN CHECK - NONRES
Account Code Current Pmts
000/345.830
TOTAL:
932.50
932.50
Project
("h Afros
Type of Inspection:
1---,,,v4 /
Address:
/d d 11/4/(
Date Called:
S,ecial Instructions:
Date Wanted:
3 - S— o�
Cll.(
Requester:
Phon e No:
07 S6'/
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
.1)6S-vg
PERMIT NO.
(206)431 -3670
COMMENTS:
C. 'c :7"/ c-h°
I specto :
Dat e:
$6 0 REINSPECTION FEE t'iEQUIRED /Prior to inspection, fe¢ must be
R a i at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
1 Receipt No.:
Date:
•
Approved per applicable codes. El Corrections required prior to approval.
Project: C H 4 ,3
. •
Sprinklers:
Type of Inspection:
Ai v4-4_
R „ . A I
Address: jp gc 5 ..,
Suite #:
,.„..,,,,
0 ,44,/
4
Contact Person:
Special Instructions:
Permits:
Phone No.:
Occupancy Type:
Needs Shift Inspection:
. •
Sprinklers:
Fire Alarm:
Hood & Duct:
`
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
INSPECTION NUMBER
444 Andover Park East, Tukwila. Wa. 98188 206 - 575 -4407
Approved per applicable codes.
COMMENTS:
#L'4 . ' F, P ' -14 I r v p l e2P-
R
Inspector: 5 w $/
Hrs:: •
. I Date: 3/s'10
fPX $80.00 REINSPECTION FEE REQUIRED. You-will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Word /Inspection Record Form.Doc
INSPECTION RECORD
Retain a copy with permit
ilvot
CITY OF TUKWILA FIRE DEPARTMENT
- 44-1
PERMIT NUMBERS
Corrections required prior to approval.
1/13/6 • T.F.D. Form F.P. 113
STRUCTURAL
CORRECTION
D08- 985
FIE V
Pc rrnIt
PREPARED FOR:
PREPARED BY:
STORE #14498
SOUTHCENTER MALL
633 SOUTHCENTER - SPACE #324
TUKWILA, WA 98188
�' LEWIS ENGINEERING, INC.
CONSULTING STRUCTURAL ENGINEERS
2000 W. HENDERSON RD., SUITE 5
COLUMBUS, OHIO 43220
(614) 326 -2806 (PH)
(614) 326 -2805 (FX)
TOTAL NO. SHEETS (NOT INCLUDING THIS SHEET): 9
DATE: 10/30/2008
REV1: 12/3/2008
RECEIVED
DEC 10
PERMIT CENTER
41i
7{TIONS
REVIEWED FORM
CODE COMPLIANCE
APPROVED
DEC 1 6 2008
LEWIS ENGINEERING INC.
CONSULTING STRUCTURAL ENGINEERS
2000 W. HENDERSON RD. SUITE 5
COLUMBUS, OH 43220
Ph: 614- 326 -2806 Fx: 614- 326 -2805
Design Code: 2006 International Building Code
Referenced Standards
ESR -1385 — Hilti Kwik Bolt 3 concrete anchors
ESR -5623 — Self drilling screws
ESR -2215 — Mestek Metal Studs
Fixed Stock Shelving & Hang Rod Units
Design Loads
Unit Weights (max case):
Unit = 12'- 0 "Hx4'- 0 "Lx1' -0 "W= 150 Ib
8 Shelves w/ 40 lbs. Capacity Each
Seismic: (per ASCE 7 -05 section 15.5.3)
S = 1.473 S, = .507
Site Class = D (assumed)
F =1.0 F„ =1.5
SDS = (2 /3)F = .982 SD1 = (2/3)F„S = .507
Occupancy Category = II
Seismic Design Category = D
I= 1.0,h„= 12'- 0 ",C,= .02,x =.75, T= T =C,hn = .129,R =4
CS = SDS 245
Csmin =.01 O.K.
V = C W =.245W
Seismic Overturnin
Consider two cases:
Case 1 = Wgt of
Case 2 = Wgt of
1
D
E
Csmax D1 983 O.K.
11R/ )
or if S, z .6, then Csmin = ' .063
( /)_.
unit plus all levels loaded to 67% capacity.
unit plus top shelf only loaded to 100% capacity.
Case 1:
CG = .5(12' -0 ") = 6' -0" above floor
y = 6.0', x = .5(1') = .5'
D = W = (150 Ib) +(8)(40 Ib)(.67) = 364 Ib
E = .245 W = (.245)(364 Ib) = 89 Ib
E M =(E/1.4)(Y)— (.9D)(x) + R (w) = 0 R Ib (leg uplift)
EF R D -R y1 = 583 Ib
(If R >= 0, no overturning, if R < 0 = overturning occurs)
EF = R = E/1.4= 64 Ib
1
Structural Calculations
Champs Sports
Southcenter Mall
Tukwila, Washington
O.K.
LEWIS ENGINEERING INC.
CONSULTING STRUCTURAL ENGINEERS
2000 W. HENDERSON RD. SUITE 5
COLUMBUS, OH 43220
Ph: 614 -326 -2806 Fx: 614- 326 -2805
Fixed Stock Shelving & Hang Rod Units (cont'd)
Seismic Overturning (cont'd)
Case 2:
Ez Y1 = 6.0', y = 12', x = .5(1') =.5'
D = W + W2= (150 Ib) +(1)(40 Ib) = 190 Ib
E = .384 W = (.245)(150 Ib) = 37 Ib
E2 = .384 W2 = (.245)(40 Ib) = 10 Ib
M =(E1/1.4)(y1)+ (E .4)(y - (.9D + R =0
R = -147 Ib (leg uplift), F = R ye = 337 Ib
F = R = E +E 33 Ib
•
1
D
►
'► D
Ry' w R
Case 1 controls uplift, shear and leg downward load.
P = 219 Ib, P down(design) = 583 Ib, Pl = 64 Ib
P resisted by 2 leg connections per rack = (1/2)(219 Ib) = 109 Ib per leg
Pdown resisted by 2 leg connections per rack = (1/2)(583 Ib) = 292 Ib per leg
Pl resisted by 4 leg connections per rack = (1/4)(64 Ib) = 16 Ib per leg
Anchorage To Floor
Base Plate /Clip - 1-3/4"x1-314x1/8" thick bent plate, 3" wide
P = 109 Ib (per leg), B = plate width = 3 ", b = moment arm = .75 ", Fy = 36 ksi
t = 6Pb _ 067" O.K.
75F AB)
Pdown = 292 Ib (per leg), Aplate = 5.25 ", f = P/A = .056 ksi, N = 1.75 ", bf = 3 ", d = 1.5"
n= 1/2(B- .8b =.3 in.
t req =2n = .042"
F
O.K.
n' =1/4 db = .53 in. (n = max of n and n')
.8bf
2
Structural Calculations
Champs Sports
Southcenter Mall
Tukwila, Washington
LEWIS ENGINEERING INC.
CONSULTING STRUCTURAL ENGINEERS
2000 W. HENDERSON RD. SUITE 5
COLUMBUS, OH 43220
Ph: 614 -326 -2806 Fx: 614- 326 -2805
Fixed Stock Shelving & Hang Rod Units (cont'd)
Anchorage To Floor (cont'd)
Plate Connection To Post — (2) 1 /4 "0 TEK Screws
P = 109 Ib (per leg) /2 screws = 55 Ib /screw
Pdown = 292 Ib (per leg) /2 screws = 146 Ib /screw
P lat = 16 Ib (per leg) /2 screws = 8 Ib /screw
Vtot = VPmax (up,down) + P I S , = 146 Ib /screw
1 /4' Tek Screw: Vallow (in 14 ga)= 673 Ib OK
Wedge Anchors — (2) 1/4 "® Hilti Kwik Bolt 3
Assume normal- weight concrete: fc = 3000 psi
Anchor Embedment = 2"
Plat = V = 16 Ib, P = T = 109 Ib
2 anchors per plate, therefore:
Vanchor = 8 Ib Tanchor = 55 lb
Anchor allowable loads:
V allow = 449 Ib Tallow = 335 Ib (no spec. insp. req.)
(ESR -1385, COLA # RR 25577)
Anchor spacing requirements:
Spacing required for full allowable = s = 4-1/2"
Min spacing required, Smin = 2" (60 % of full Tallow, 90% of full Vallow)
Spacing provided = 2 ", therefore by interpolation:
Vallow = 404 Ib Tallow = 201 Ib
5 5
Anchor Interaction: V 3 + T 3 = .116 s 1.0 O.K.
V allow V allow T allow
Check Concrete Slab Puncture
Pdown = 292 Ib
V = (1.7) 292 Ib = 496 Ib
Slab t = 4 ", f'c = 3000 psi (min.)
Base Plate Dimensions: B 3 ", B 1.75"
Concrete shear area = 2(B + B2 )t = 38 in
OV„ = (.85)2 TA, = 3538 Ib O.K.
3
Structural Calculations
Champs Sports
Southcenter Mall
Tukwila, Washington
(ER -5623)
LEWIS ENGINEERING INC.
CONSULTING STRUCTURAL ENGINEERS
2000 W. HENDERSON RD. SUITE 5
COLUMBUS, OH 43220
Ph: 614 -326 -2806 Fx: 614- 326 -2805
Fixed Stock Shelving & Hang Rod Units (cont'd)
Check Unit Members
Double Rivet Beam Type 2
Per Acro Industries: t = 14 GA = .0747" Ix = 0.03 in. ^4
Sx = 0.02 in. "3 Fy = 36 ksi
Load / Level = 40 Ib +20 Ib (Self Weight) = 60 Ib
Load / Beam = 30 Ib
Max. Beam Span = 4' -0"
M = (30 Ib)(48 ")/4 = 0.360 in -k
b/t = (0.9375 ")/(0.0747 ") = 12.55 < 76 /NIFy = 12.67, therefore Fb = .6Fy = 21.6 ksi
Sreq. = (0.360 in- k)/(21.6 ksi) = 0.017 in ^3 < Sx min. = 0.02 inA3
Double Rivet Beam Type 1
Per Acro Industries: t = 14 GA. Ix = 0.22 in. "4
Sx= 0.13in. "3 Fy = 36 ksi
By inspection of Type 2 calcs, Type 1 beam is O.K.
T -Shape Unit Upright
Per Acro Industries: t = 14 GA. = .0747 A = 0.40 in. "2
Smin = 0.08 in. "3 Rmin = 0.54 in.
Fy = 36 ksi
L= 12ft
Lateral load per leg = 16 Ib
Vertical load per leg = 292 Ib (see overturning calculations above)
Bending:
Distributed lateral load per leg = (16 Ib)/12' = 1.33 plf
Mmax = (1/8)(1.33 plf)(12') = 23.9 Ib -ft = .287 k -in
f = M/S = 3.59 ksi
I = unbraced length = 48" (max), I /r = (48 ")/(0.54 ") = 89, Cb = 1.0
1 1102,000 Cb /F = 53 1 1510,000C b /F = 119
2 F /r
Fb F = 17.32 ksi
3 1,530,000 C
Or = 0.60F 16.2 ksi (controls) O.K.
Axial:
f = P/A = (292 Ib) /(.40 in = .729 ksi
kl /r = (1.0)(48 ")/(0.54 ") = 89 < C' = 1 12Tr 2 E/QF y = 146
F = 11.8 ksi (AISC equations E2 -1 and A- B5 -11)
Combined Axial & Bending:
Unity Check = .28 < 1.0 (Equation H1 -3) O.K.
4 -
Structural Calculations
Champs Sports
Southcenter Mall
Tukwila, Washington
O.K.
Imin = 0.117 in. ^4
Q = Qs = 0.75
LEWIS ENGINEERING INC.
CONSULTING STRUCTURAL ENGINEERS
2000 W. HENDERSON RD. SUITE 5
COLUMBUS, OH 43220
Ph: 614 -326 -2806 Fx: 614 -326 -2805
Fixed Stock Shelving & Hang Rod Units (cont'd)
Check Unit Members (cont'd)
3/4" x 16 GA. Strap X- Bracing w/ 1/4" Bolt Ea. End
Strap:
Theta = tan -1 (4'/12') = 18.43 degrees
Lateral seismic load = 64 Ib
Tmax = (64 Ib) /(sin 18.43 deg) = 202 Ib
Storefront Framing
Assume bolt hole = .375" diameter
Agross = (.75 ")(.0598 ") = .045 in Anet = .045 in — (. 375 ")(.0598 ") _ .022 in
Tall= .6F = 0.60(36 ksi)(.045 in = 969 Ib
Tall= . = 0.50(58 ksi)(.022 in = 650 Ib
Bolt: (1/4" dia. A307 bolt, Fv = 10 ksi)
Aw = (rr)(0.25 " ^2)/4 = .049 in
Vall = (10 ksi)( .049 in = 491 Ib O.K.
Design Loads
Seismic: (per ASCE 7 -05 section 15.5.3)
(See page 1 for additional info)
I= 1. 0, hn= 15'- 0", Ct= .02,x= .75, T C „ = .152,R =2
C S ( S DS 49
V= C =.49W
Tube Steel Beams — HSS4x4x1 /4
F = 46 ksi, S = 3.90 in w = 12 plf
1/2” Glass Weight = 8 psf
Soffit framing + finish weight = 8 psf
Span (worst case) = 13' -6"
w = .7( (8 psf)(16' -0 ") + (8 psf)(5'-0 ")+ (2)(12 pif)) = 90 plf
Seismic lateral load = .49w = 44 plf
Mmax = (1/8)(44 plf)(13' -6 ") = 1.00 k -ft = 12.0 k -in
f = M /S = ( 12.0 k -in) /(3.90 in = 3.08 ksi < Fb = .6F = 27.6 ksi
Tube Steel Columns — HSS4x4x1 /4
Total Seismic Load = (44 plf)(36 ft) = 1584 Ibs
Seismic shear load per column = (1/6)(1584 Ibs) = 264 Ibs
Base moment = (264 Ibs)(15' -0 ") = 3.96 k -ft = 47.5 k -in
f = M /S = (47.5 k -in) /(3.90 in = 12.2 ksi < Fb = .6F = 27.6 ksi
(see attached for base anchorage design)
5
O.K.
Structural Calculations
Champs Sports
Southcenter Mall
Tukwila, Washington
O.K.
O.K.
LEWIS ENGINEERING INC.
CONSULTING STRUCTURAL ENGINEERS
2000 W. HENDERSON RD. SUITE 5
COLUMBUS, OH 43220
Ph: 614- 326 -2806 Fx: 614- 326 -2805
Storefront Framing (cont'd)
Box Beams — (2) 4 "x16 GA box beams
' / %" Glass Weight = 8 psf
Span (worst case) = 10' -0"
Lateral Load
w = 1 /2 (8 psf)(14' -6 ") = 41 plf
Seismic lateral load = E = .7(.49w) = 20 plf
Mmax (lateral) = (118)(20 plf)(10' -0 ") = . 25 k -ft < Mallow = 2.178 k -ft (ESR -2215)
Vertical Load
w = (8 psf)(4' -0 ") = 32 pif
Mmax (vertical) = (1/8)(32 plf)(10' -0 ") = . 4 k -ft < Mallow = 2.483 k -ft (ESR -2215)
Structural Calculations
Champs Sports
Southcenter Mall
Tukwila, Washington
O.K.
O.K.
User application
PROFIS Anchor 1.11.20
httn: /Awm..ushi Iti .com!
Company. Lewis Engineering Inc.
Specifier. SMD
Address
Phone/Fax: -/-
E -Mail:
Sheet 7
Projed:
Contract No.:
laspons ble:
Location/Date: -/ 12/2/2008
Specifiers torments:
Anchor type and size: Kwik Bolt 3 (KB3) 3/4
Effedive embedment depth: h 5.59 in.
Material: Carbon Steel
Proof:
Standoff installation:
Anchor plate:
Base material:
Reinforcement
Anchor
Loading
Goveming loads[I b, in.-lb]
N =0
Mp 0
desgnmethod: lilt ASD from lilti Product Technical Guide
e = 0.00 in. (no stand-oft); t = 0.50 in.
CUSTOM; f =36000 pa; I 10.00x10.00x0.50in.
unaacled concrete 3000, f = 3000 pa; h = 8.00 in.
Geometry fin,l
plan view
O
393.70
3
A
O
4
0 0
7.50
2
393.70
y
x
secti A 4
m
c
0
U
93
section A
t:150
h =5.59
x
section B
v 0
M 48384
4 7 Z2Y.
V 288
M? 0
Goveming loads[lb, in.-lb]
N
v
v
M.
M
M,
0
268
0
0
48384
0
Eccentricity (structural section) [in.]
e = 0.00; e = 0.00
Input data and results must be checked for agreement with the existing con0tions and be plausibility!
PRGFIS Anchor( c ) 2003 Hilti AG, FL-0494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan
Il i II
Userapplication
PROFIS Anchor 1.11.20
Company: Levis Blgineering Inc.
Sheet 8
Spedfier: SMD
Project:
Address
Contract Kb.:
Phone/Fax: -/ -
Fevondble:
JULtammuabilami
E-Mail:
Location/Date: -/ 12/2/2008
Load case (governing):
Anchor reactions obi
Tension force: (+Tendon -Pressure)
0 3 4
Tendon Compression
* 1 1
Anchor
Tendon force
Shear force
•- N el a
3051
0
3051
0
67
67
67
67
max. conaete compressive strain NI: 0.13
max. concrete compressive dress [pd]: 498
resifting tendon force [Ib]: 6104
resifting compredzion force [Ib]: 6104
Loads on the critical anchor 1
Design values [lb]
Utilization [%]
Proof
Load
Strength
ON/Ov
Status
Tendon load
3052
3102
98 / -
OK
Shear load (no bending)
67
4782
-/ 1
OK
Contained torsion and shear loads
0 N
0 V
a
Uilization I NV [
Status
0.984
0.014
1.667
97
OK
13;1+1
Details
fAN
f A3/
fRN
fR
I nd shew.thread
0.617
0.896
1.000
1.000
0
. 0: llear thibugh the bolt
1: shear through the threads
all Nalb]
all V[lb]
all N
all V,
all M[in.-lb]
NNAlbl
V„,p b]
5030
5340
-
-
2455
3102
4782
Fastening meets the design criteria!
Input data and results must be chected for agreement with the misting conditions and for plausibility!
PROFIS Anchor( c )2003 Hilt AG, FL4494 Schaan Hint is a registered Ttedemantol KM AG. Schaan
�,
User application
PROFIS Anchor 1.1120
C1 Company. Lewis Engineering Inc.
Sheet9
Specifier. SMD
Project:
Address
Contract No.:
Phone/Fax: -/ -
Fesponsble:
h(Tp: //wvwv.ushiIti.com!
E-Mail:
Location/Date: -/ 12/2/2008
Anchorplats, steel: C 1DM; f = 36000 psi
Section type: Square hol low sedion - liSS4X4X25 (4.00 x 4.00 x 0.25)
I- ble diameter d, =0.81 in.
Recommended plate thickness: not calculated
A y
0
3
0
0
N
N
x
4
0
0
0 .
0
0
0
in
0
00
1
2
n!
1.250
1.250
5.000
5.000
[n]
y x y
Coorcinates Anchor (in]
Anchor x y Anchor x y
Anchorpiate
x
1
-3.75
-3.75
3
-3.75
3. 75
-5.00
5.00
5.00
-5.00
2
3.75
-3.75
I 4
3.75
3.75
5.00
5.00
-5.00
5.00
Input data and results must be checiad for agreementwith the existing conddone and for plausibility)
PRCFIS Anchor( c ) 2003 Hilfi AG, FL-9494 Schaan Hila is a registered Trademarkaf Mb AG, Schaan
November 17, 2008
Jennifer Mireles
1327 Post Ave #H
Torrance, CA 90501
Dear Ms. Mireles,
Fire Department:
Sincerely,
1- R o :a
Bill Rambo
Permit Technician
encl
File No. D08 -485
•
city of Tukwila
If you have any questions, please contact me at (206) 431 -3670.
Department of Community Development Jack Pace, Director
RE: CORRECTION LETTER #1
Development Application Number D08 -485
Champs -1030 Southcenter Mall
P:\Pennit Center\Correction Letters \2008\D08 -485 Correction Ltr #1.DOC
wer
This letter is to inform you of corrections that must be addressed before your development permit 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 and Fire Departments.
Building Department: Allen Johannessen at 206 - 433 -7163 if you have questions regarding
the attached comments.
Al Metzler at 206 -575 -4404 if you have questions regarding the
attached comments.
1) Provide a floor plan which details shelving locations
2) Indicate on plans what exact maximum storage height is to be
Please address the attached comments in an itemized format with applicable revised plans,
specifications, and/or other documentation. The City requires that two (2) 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.
Jim Haggerton, Mayor
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665
Building Division Review Memo
Date: November 7, 2008
Project Name: Champs
Permit #: D08 -485
Plan Review: Allen Joharmessen, Plans Examiner
Tukwila Building Division
Allen Johannessen, Plan Examiner
•
•
The Building Division conducted a plan review on the subject permit application. Please address the
following comments in an itemized format with revised plans, specifications and/or other applicable
documentation.
(GENERAL NOTE)
PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size).
(If applicable) Structural Drawings and structural calculations sheets shall be original signed wet
stamped, not copied.)
1. Provide a floor plan for the shelving. S1.0 sheet provided with the shelving permit is not applicable;
eliminate S1.0 sheet from the shelving permit. Only provide sheets specifically relative to the
shelving permit.
Should there be questions concerning the above requirements, contact the Building Division at 206 -431-
3670. No further comments at this time.
ACTIVITY NUMBER: D08 -485 DATE: 12 -10 -08
PROJECT NAME: CHAMPS
SITE ADDRESS: 1030 SOUTHCENTER MALL
Original Plan Submittal
X Response to Correction Letter # 1
Response to Incomplete Letter #
Revision # After Permit Issued
DEPARTMENTS:
Public Works ❑ Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12-11-08
Complete
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES/THURS ROICJTING:
Please Route
REVIEWER'S INITIALS:
0
PER D �� , 4 *
PLAN REVIEW /ROUTING SLIP
APPROVALS OR CORRECTIONS:
Documents/routing slip.doc
2 -28 -02
Incomplete
Structural Review Required
Approved n Approved with Conditions
Notation:
REVIEWER'S INITIALS:
6)) A'Wv t2 -/ . -05
Fire Prevention
u
DATE:
DATE:
Planning Division
Permit Coordinator
Not Applicable
❑ No further Review Required
n
DUE DATE: 01 -08 -09
Not Approved (attach comments) ❑
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
ACTIVITY NUMBER: D08 - 485 DATE: 11 - -
PROJECT NAME: CHAMPS
SITE ADDRESS: 1030 SOUTHCENTER MALL
X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter # Revision # After Permit Issued
DEPARTMEN
to,i , Oke
Building Division
Public Works
PERMIT COORD COPY 44
PLAN REVIEW /ROUTING SLIP
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Comments:
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Documents/routing slip.doc
2 -28 -02
ill 1440 )Il -o)
Fire Prevention
Structural ❑
Incomplete ❑
DATE:
DATE:
Planning Division
Permit Coordinator
DUE DATE: 11-06-08
Not Applicable
Permit Center Use Only .
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES/THURS RO TING:
Please Route Structural Review Required ❑ No further Review Required ❑
DUE DATE: 12-04 -08
Approved ❑ Approved with Conditions ❑ Not Approved (attach comments)
Notation:
REVIEWER'S INITIALS:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg Fire Ping ❑ PW ❑ Staff Initials:
Date:
• •
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
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
❑ 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: CHAMPS
Project Address: 1030 SOUTHCENTER MALL
Contact Person: 3 G 0
)E L 5 Phone Number: 644 - 724. -2166
Summary of Revision:
Plan Check/Permit Number: D08-485
Sheet Number(s): 5 ` -6
"Cloud" or highlight all areas of revision including date of rev lo
vw
r I
Received at the City of Tukwila Permit Center by:
10— Entered in Permits Plus on LI— t 0
K
\application\ ooms- applications co line4evision submittal
Steven M. Mullet, Mayor
Steve Lancaster. Director
RECEIVED
arvOF T'UKWIIA
I DEC 10 2000
PgRAA'T CENTCR
Bond
Bond
Company
Name
Bond
Account
Number
Effective
Date
Expiration
Date
Cancel
Date
Impaired
Date
Bond
Amount
Received
Date
1
TRAVELERS
CAS a
SURETY CO
104644232
11/10/2005
Until
Cancelled
$12,000.00
11 /18/2005
Name
Role
Effective Date
Expiration Date
LISCHKA, STEPHEN C
PARTNER /MEMBER
11/18/2005
Amount
Insurance
Company
Name
Policy
Number
Effective
Date
Expiration
Date
Cancel
Date
Impaired
Date
Amount
Received
Date
4
CENTRAL
MUTUAL
CLP8454110
07/11/2008
07/11/2009
$1,000,000.0007
/15/2008
Untitled Page
General /Specialty Contractor
A business registered as a construction contractor with L&tI 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.
Business and Licensing Information
Name
Phone
Address
Suite /Apt.
City
State
Zip
County
Business Type
Parent
Company
LEtLRETAIL
CONSTRUCTION LLC
4053602775
3750 W MAIN ST STE 4A
NORMAN
OK
73072
OUT OF STATE
LIMITED LIABILITY
COMPANY
UBI No.
Status
License No.
License Type
Effective Date
Expiration Date
Suspend Date
Previous
License
Next License
Associated
License
Specialty 1
Specialty 2
602372596
ACTIVE
LLRETCL954QQ
CONSTRUCTION
CONTRACTOR
11/18/2005
11/30/2009
GENERAL
UNUSED
Business Owner Information
Bond Information
Insurance Information
•
0
Page 1 of 2
https: / /fortress.wa. gov /lni/bbip/Detail. aspx ?License= LLRETCL954QQ
01/15/2009
4' 4' 4' 4' 4' 4' 4' 4' 4' 4' 4' 4' 2'X12'
4'X12' 4' 4' 4'X12' 4' 4' 4' 4' 4'X12' 4' 4'X12' 4'X12' 2'X12'
4'
4'
4'
4'
4'
4'
4'
4'
3' -9 1/4"
UTILITY
CH -MW5
4'x12' (5514)
TRAININC1
4'x12' (55H)
3'
C1-4-M1-15 C1-4-M1-15 C1-4-M1-15
'
4'
L' X 12'
4'
4' DOUBLE
1-IUNG APP.
4'
4'
7
4'X12'
4'
4'__L2 2
4'
4'X12'
4' DOUBLE
HUNCH APP.
1 EV0MMA )(o)M1 �LrIJ
4'X12' 4'
4'X12' 4'
4' D U5LE
4'
4' DOUBLE
1-IUNG APP.
4' 4'X12'
4'
4'
4'
4'
4'
4'
4'
4'X12'
4'
4'
4'
4'X12'
4'
3'
12'X12'
4'
L' X IT
4'
4 '
X-122
4'
4'
4'
4'
4'
'X12'
4'
4'X12'
4'
4'
4'X12'
4'
4'X12'
4'
4'
4'
4'
4'X12'
3'
3'
1 4' 4'
4'X12' 1 4'X12'
4'
4'
4'
4'
4'
4' 4'
4'
4'
4'
4'
4' X 12' 2'X12'
(NATION
e exit dis t shall be
din . s ace served by the
e mean c egress illumination level shit 44 be less than
1 oot =car at the wlkin
ag Ievelj
1 C 1006. 11 umination emergency pow 3
he powe : upply for means of egress ills. r ination shall
normally bi F ovided by the premises' elects iCE I u
In the ever t ( f power supply failure, an er i arc E ncy electrical
system shy II . utomatically illuminate the fo I )w r g areas:
1. Aisle a d unenclosed stairways of rooms that require
two or more means of egress.
2. Corridors, exit enclosures and exit passageways..
3. Exterior egress components...
4. Interior exit discharge elements
5. Exterior laAdjngs ;';for 'exit'djkcharge'_
MEANS OF EGRESS ILL
IBC 1 06.1 Illumination required
The n can of egress, including
illumi ated at all times I the buil
means of a ress i
IBC
4
S1.0
0
w
w
X
1/2" = 1' -0"
M` _r(o)gM RIM
6" = 1' -0"
D)
4' -0"
COMPOSITE WOOD
SHELF W/ METAL
EDGE @ DIAG. BRACE
ATTACHMENT LOCATION
SECURE WALL
SHELVING TO CONT.
HORIZ. FURRING @
PERIMETER WALL.
COMPOSITE WOOD
SHELF W/ METAL
EDGE CONNECTED
TO UPRIGHT,
ADJUSTABLE SHELF
HEIGHT (TYP.)
3/4" X 16 GA.
DIAGONAL BRACE @
EACH VERT. SECTION
ON REAR FACE ONLY.
ATTACH W/ 1/4"
DIA. BOLT EA. END
METAL SHELVING
UNIT "T" UPRIGHT
a
0_
0
w
X
0
4 M ]LaIRTIR °J(o)I MMmm D
1 3/32"
t = 14 GA
0
0
J
Li
0
0
0
1-
0
0
J
1-
0
D
z
M
z 0
o�
N
'TYPE 1 - DOUBLE RIVET
2r
3' -0" OR 2' -0"
i:M °, M (0)M E
D)
COMPOSITE WOOD
SHELF W/ METAL
EDGE CONNECTED
TO UPRIGHT,
ADJUSTABLE SHELF
HEIGHT (TYP.)
SECURE WALL
SHELVING TO CONT.
HORIZ. FURRING @
PERIMETER WALL.
COMPOSITE WOOD SHELF
W/ METAL EDGE @ DIAG.
\ BRACE ATTACHMENT
1 LOCATION (TYP.)
TYP.
3/4" X 16 GA.
DIAGONAL BRACE @
EACH VERT. SECTION
ON REAR FACE ONLY.
ATTACH W/ 1 /4" DIA.
BOLT EA. END (TYP.)
METAL SHELVING
UNIT "T" UPRIGHT
TYPE 2 - DOUBLE RIVET
LOW PROFILE
LM
TYP.
S1.0/
0
w
w
V)
X
rs
51.0
NOTES:
1. REF. ARCH. FIXTURE PLAN FOR SHELVING PLAN LAYOUT.
2. WHEN SHELVING UNIT IS INSTALLED AGAINST WALL, ANCHOR
UNIT TO FLOOR & ATTACH TO WALL @ TOP AND EVERY 4' -0"
O.C. A.F.F.
T -SHAPE
POST
�J� JIEVZIMI 1
6" = 1 -0"
4' -0"
COMPOSITE WOOD
SHELF W/ METAL EDGE
@ DIAG. BRACE
ATTACHMENT LOCATION
COMPOSITE WOOD
SHELF W/ METAL
EDGE CONNECTED TO
UPRIGHT, ADJUSTABLE
SHELF HEIGHT (TYP.)
SECURE WALL
SHELVING TO CONT.
HORIZ. FURRING @
PERIMETER WALL.
3/4" X 16 GA.
DIAGONAL BRACE @
EACH VERT. SECTION
ON REAR FACE ONLY.
ATTACH W/ 1 /4"
DIA. BOLT EA. END
METAL SHELVING
UNIT "T" UPRIGHT
14 "x1a "x$" THICK
CLIP ANGLE x 3"
LONG
SHELVING UNIT
UPRIGHT
z
cL
0
CC
X
; "o TEK SCREW (TYP.)
3000 PSI CONCRETE -
4" MINIMUM THICKNESS
(2) 1/4" DIA. X 2"
EMBED. HILTI KWIK BOLT 3
EXPANSION ANCHOR
(ICC# ESR -1385, COLA
#RR25577, (SPECIAL
INSPECTION NOT REQUIRED)
U
0
J
STRUCTURAL NOTES:
A. GENERAL
1. THE STRUCTURE IS DESIGNED TO BE SELF - SUPPORTING AND STABLE AFTER THE
BUILDING IS FULLY COMPLETED. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY
TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND TO INSURE THE SAFETY
OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES
THE ADDITION OF WHATEVER SHORING, SHEETING, TEMPORARY BRACING, GUYS OR
TIEDOWNS WHICH MIGHT BE NECESSARY. SUCH MATERIAL SHALL REMAIN THE
CONTRACTOR'S PROPERTY AFTER THE COMPLETION OF THE PROJECT.
2. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE
SAFETY CODES AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.
3. EQUIPMENT FRAMING LOADS, OPENINGS AND STRUCTURE IN ANY WAY RELATED TO
HVAC, PLUMBING, OR ELECTRICAL REQUIREMENTS ARE SHOWN FOR BIDDING
PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE INVOLVED
TRADES BEFORE PROCEEDING WITH SUCH PORTION OF THE WORK. EXCESS COST
RELATED TO VARIATION IN THESE REQUIREMENTS TO BE BORNE BY THE APPROPRIATE
CONTRACTOR.
4. SHOULD ANY OF THE DETAILED INSTRUCTIONS SHOWN ON THE PLANS CONFLICT WITH
THESE STRUCTURAL NOTES, THE SPECIFICATIONS, OR WITH EACH OTHER, THE
STRICTEST PROVISION SHALL GOVERN.
5. ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE
VERIFIED BY THE CONTRACTOR AND SHALL CONFORM TO THOSE SHOWN ON THE
ARCHITECTURAL DRAWINGS.
6. EXISTING BUILDING: PROVIDE TEMPORY SUPPORTS AND OTHER MEASURES AS
REQUIRED TO PREVENT DAMAGE TO THE EXISTING BUILDING DURING CONSTRUCTION.
FIELD VERIFY ALL EXISTING DIMENSIONS AND ELEVATIONS WHICH AFFECT THE NEW
CONSTRUCTION.
B. GOVERNING CODE: 2006 INTERNATIONAL BUILDING CODE
1. EARTHQUAKE DESIGN DATA:
A. SEISMIC IMPORTANCE FACTOR = 1.0
B. SEISMIC USE GROUP = 1
C. Ss = 1.473, Sr =0.507
E. SITE CLASS = D
F. Sos = .982, Sol = .507
G. SEISMIC DESIGN CATEGORY = D
F. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
2. INTERIOR LATERAL LOAD = 5 PSF
C. STRUCTURAL STEEL
1. MATERIALS:
A. SQUARE & RECTANGULAR TUBING: ASTM A500, FY = 46 KSI
HIGH STRENGTH BOLTS: ASTM A325 OR A490
ANCHOR BOLTS: ASTM A307 OR A36
EXPANSION ANCHORS: HILTI "KWIK BOLT II's" OR APPROVED EQUA
WELDING ELECTRODES: SERIES E70.
2. SPECIFICATIONS:
A. WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS D1.1.
UNLESS SPECIFICALLY SHOWN OTHERWISE, DESIGN, FABRICATION AND ERECTION TO
BE GOVERNED BY:
1 . AISC ASD SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (JUNE 1 , 1 989).
2. AISC CODE OF STANDARD PRACTICE (MARCH 7, 2000).
3. STRUCTURAL WELDING CODE, AWS D1.1 -2002 OF THE AMERICAN WELDING
SOCIETY.
4. SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS
(JUNE 23, 2000).
3. CONNECTIONS:
A. FOLLOW INSTRUCTIONS ON DRAWINGS FOR GENERAL ARRANGEMENT OR PARTICULAR
DETAILS. FIELD CONNECTIONS NOT OTHERWISE NOTED TO BE BOLTED. SHOP
CONNECTIONS NOT OTHERWISE NOTED TO BE WELDED OR BOLTED. CONNECTIONS
TO BE DESIGNED BY THE FABRICATOR TO DEVELOP FULL STRENGTH OF MEMBER.
4. PAINT:
A. ALL STRUCTURAL STEEL SHALL BE SHOP PRIMED; ASPHALTIC PAINTS ARE NOT
ACCEPTABLE.
5. GALVANIZING:
A. ALL SHELF ANGLES, LINTELS IN EXTERIOR WALLS, AND ALL EXTERIOR STEEL
EXPOSED TO THE ELEMENTS SHALL BE GALVANIZED.
REVISIONS
N changes shall be made to thel scope
1 of work without prior app
Tukwila Building Division.
' NOTE: Revisions will require a new i w fee ittai
and rnay include additional plan
SEPARATE PERMIT
REQUIRED FOR:
Mechanical
VIElectrical
�� umbing
G as Piping
City of Tukwila
BUILDING DIVISION
3' -0" OR 2' -0"
3/4" X 16 GA.
DIAGONAL BRACE @
EACH VERT. SECTION ON
REAR FACE ONLY.
ATTACH W/ 1 /4" DIA.
BOLT EA. END (TYP.)
COMPOSITE WOOD SHELF
W/ METAL EDGE @ DIAG.
BRACE ATTACHMENT
LOCATION (TYP.)
SECURE WALL
SHELVING TO CONT.
HORIZ. FURRING @
PERIMETER WALL.
COMPOSITE WOOD
SHELF W/ METAL
EDGE CONNECTED TO
UPRIGHT, ADJUSTABLE
SHELF HEIGHT (TYP.)
METAL SHELVING
UNIT "T" UPRIGHT
Pl r review approval Is subject to errors and om!ssfons.
Appro 1 of construction documents does not authorize
the violation of any adopted code or ordinanco. R z ipt
0{ approved Field Copy and conditions is acr'J or l cified:
COPY
Permit No
Date:
City of Tukwila .
BU opir D "f S!O
INTERMEDIATE
SHELF BEAM
ATTACH W/
1/4 "0 BOLTS
EACH END
3/4 "X16 GA.
FLAT STRAP
SHELVING
POST
_ U/r=2) U /1\g RE V LI
6. MISCELLANEOUS:
A. PROVIDE HOLES FOR OTHERS. IF OPENING IS NOT SHOWN ON THE STRUCTURAL
DRAWINGS, OBTAIN PRIOR APPROVAL.
B. GROUT UNDER BEARING PLATES, BASE PLATES, AND SETTING PLATES TO BE
NON- SHRINKING TYPE.
C. STEEL BELOW GRADE TO BE PROTECTED BY A MINIMUM OF 3 INCHES OF
CONCRETE.
D. PROVIDE HEAVY WASHERS AT ALL ANCHOR BOLTS.
E. FINISH ENDS OF ALL COLUMNS, STIFFENERS, AND ALL OTHER MEMBERS IN DIRECT
BEARING.
F. EMBEDMENT LENGTH OF EXPANSION BOLTS INTO SOLID MASONRY OR CONCRETE
SHALL BE AS FOLLOWS:
1/2 INCH DIAMETER BOLTS - -- 2 1/4 INCHES EMBEDMENT
5/8 INCH DIAMETER BOLTS - -- 2 3/4 INCHES EMBEDMENT
D. LIGHTGAGE METAL FRAMING
1. MATERIALS
A. STUDS AND TRACKS: ASTM A446 GRADE D, Fy = 33 KSI.
2. SPECIFICATIONS:
A. WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS. DESIGN,
FABRICATION, AND ERECTION TO BE GOVERNED BY LATEST REVISIONS OF:
1. AISC SPECIFICATIONS OF THE DESIGN OF COLD FORMED STEEL STRUCTURAL
MEMBERS.
2. STRUCTURAL WELDING CODE, AWS D1 .3 -98 OF THE AMERICAN WELDING SOCIETY.
3. PROPERTIES:
A. LIGHTGAGE FRAMING MEMBERARE BASED ON CSJ (1 5/8" FLANGE) STUDS WITH
DIETRICH INDUSTRIES SECTION PROPERTIES AND ALLOWABLE RESISTING MOMENT
CAPACITY. ALTERNATE MANUFACTURES'S FRAMING SIZES SHALL MEET THE MINIMUM
SECTION PROPERTIES AND ALLOWABLE RESISTING MOMENT CAPACITY OF THE
MEMBERS INDICATED ON THE DESIGN DRAWINGS.
4. CONNECTIONS
A. ALL CONNECTIONS TO BE #10 TEK SCREWED OR FIELD WELDED.
5. FINISH:
A. ALL MATERIALS TO BE GALVANIZED COATED IN ACCORDANCE WITH ASTM A525 G -6
B. TOUCH UP FIELD WELDS WITH ZINC RICH PAINT.
6. MISGELANEOUS: '
A. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION
B. DEFLECTION LIMIT •= L/36
C. ALL FIELD CUTTING TO BE PERFORMED WITH A SAW.
D. WELD SIZES TO BE 3/32" WITH AWS TYPE 6013 OR 7014 ROD.
E. TRACKS TO BE SECURELY ANCHORED TO THE SUPPORTING STRUCTURE.
F. PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT 4' -0" O.C. MAXIMUM FOR WALLS
G. PR RV DOUBLE STUDS UNDER BEAM AND LINTEL BEARING, UNLESS SHOWN
E. WELL JN RWISE.
1. REFERENCES:
A. AWS D1.1-2002 - "STRUCTURAL WELDING CODE - STEEL"
B. AWS D1.3 -98 - "STRUCTURAL WEDLING CODE - SHEET STEEL"
F. SPEC
1. SPECIAL INSPECTION IS TO BE PROVIDED IN ADDITION TO THE INSPECTIONS CONDUCTED
BY THE DEPARTMENT OF BUILDING SAFETY AND SHALL NOT BE CONSTRUED TO RELIEVE
THE OWNER OR THEIR AUTHORIZED AGENT FROM REQUESTING THE PERIODIC AND CALLED
INSPECTIONS REQUIRED BY THE BUILDING CODE. SPECIAL INSPECTIONS SHALL BE PAID
BY THE OWNER.
2. REQUIRED SPECIAL INSPECTIONS:
A. IN ADDITION TO THE REGULAR INSPECTIONS, THE FOLLOWING ITEMS WILL ALSO
REQUIRE SPECIAL INSPECTIONS IN ACCORDANCE WITH THE BUILDING CODE.
1. FIELD WELDING
2. HIGH STRENGTH BOLTS
B. SPECIAL INSPECTOR SHALL MEET THE QUALIFICATIONS AS STATED IN THE BUILDING
CODE AND SHALL PERFORM THE DUTIES AND RESPONSIBILITITES AS OUTLINED IN
THE BUILDING CODE.
"T" UPRIGHT
O
DOUBLE RIVET
DOUBLE RIVET
SHELF MATERIAL
(PARTICLE BOARD)
ING BY_,AWS QUALIFIED OPERATORS.
NOTE: Install masonite
end panels on end
shelving units.
51.0 NO SCALE
SHELVING \OT
5. EARTHQUAKE DESIGN DATA:
A. SEISMIC IMPORTANCE FACTOR I = 1.0
B. Ss = 1.473, Si = .507
C. SITE CLASS = D (ASSUMED)
D. Sos = .982, Sol = .507
E. SEISMIC DESIGN CATEGORY = D
1/4 NUT
MASONITE
ES
(3 0- {fi(o)MM °-�U(o)m or4
CORRECTION
1/4 WASHERS
1 /4" DIA. BOLT
TYP.
TYP. EACH CORNER
TYP. EACH LEVEL
TYP.
TYP.
TYP.
SHELVING IS 1 2' HIGH MAX. W/
w/ 8 SHELVES / 7 OPENINGS
PARTICLE BOARD SHELVES.
• 1. LIGHT DUTY STORAGE UNITS DESIGNED PER THE 2006 INTERNATIONAL BUILDING CODE.
2. STORAGE CAPACITY: 40# PER LEVEL
3. POST LOAD SIGN AT CONSPICUOUS LOCATIONS DEPICTING THE DESIGN CAPACITY OF THE RACK
USING PERMANENT PLAQUE NOT LESS THE 50 SQ. INCHES
4. MATERIALS:
A. UNIT MEMBERS: ASTM A570, Fy = 36 KSI MIN.
B. BOLTS: ASTM A307
C. WELD ELECTRODES: SERIES E70
D. WEDGE ANCHORS: HILTI KWIK BOLT 3 WEDGE ANCHOR (ESR -1385, COLA #RR25577)
OR APPROVED EQUAL
6. CONCRETE TO BE MIN. 4" THICK NORMAL - WEIGHT WITH A 28 DAY COMPRESSIVE STRENGTH
OF 3000 PSI
X68 - 1 -i 8,5
DATE: 10 -30 -08
JOB NO: 5857
DRAWN: RCH
CHECKED: SMD
GROSS AREA: 5,535 SQ. FT.
SALES AREA: 3,278 SQ. FT.
ENGINEER:
LEWIS ENGINEERING, - INC.
CONSULTING STRUCTURAL ENGINEERS
2000 W. HENDERSON RD., SUITE 5
Columbus, Ohio 43220
(614) 326 -2806 (PH)
(614) 326 -2805 (FAX)
STORE NO.
z
uJ
0
0
0
REVISIONS
RECEIVED
DEC 10
PERMIT CANTER
SHEET NUMBER
z
Champs: 14498
NO.
1
DESCRIPTION
LL COMMENTS /OWNER CHANGES
DATE
12/03/08
SHELVING SEISMIC
DETAILS AND
GEN. STR. NOTES
S1.0
Y /
4' 4' 4' 4' 4' 4' 4' 4' 4' 4' 4' 4' 2'X12'
4'X12' 4' 4' 4'X12' 4' 4' 4' 4' 4'X12' 4' 4'X12' 4'X12' 2'X12'
4'
4'
4'
4'
4'
4'
4'
4'
3' -9 1/4"
UTILITY
CH -MW5
4'x12' (5514)
TRAININC1
4'x12' (55H)
3'
C1-4-M1-15 C1-4-M1-15 C1-4-M1-15
'
4'
L' X 12'
4'
4' DOUBLE
1-IUNG APP.
4'
4'
7
4'X12'
4'
4'__L2 2
4'
4'X12'
4' DOUBLE
HUNCH APP.
1 EV0MMA )(o)M1 �LrIJ
4'X12' 4'
4'X12' 4'
4' D U5LE
4'
4' DOUBLE
1-IUNG APP.
4' 4'X12'
4'
4'
4'
4'
4'
4'
4'
4'X12'
4'
4'
4'
4'X12'
4'
3'
12'X12'
4'
L' X IT
4'
4 '
X-122
4'
4'
4'
4'
4'
'X12'
4'
4'X12'
4'
4'
4'X12'
4'
4'X12'
4'
4'
4'
4'
4'X12'
3'
3'
1 4' 4'
4'X12' 1 4'X12'
4'
4'
4'
4'
4'
4' 4'
4'
4'
4'
4'
4' X 12' 2'X12'
(NATION
e exit dis t shall be
din . s ace served by the
e mean c egress illumination level shit 44 be less than
1 oot =car at the wlkin
ag Ievelj
1 C 1006. 11 umination emergency pow 3
he powe : upply for means of egress ills. r ination shall
normally bi F ovided by the premises' elects iCE I u
In the ever t ( f power supply failure, an er i arc E ncy electrical
system shy II . utomatically illuminate the fo I )w r g areas:
1. Aisle a d unenclosed stairways of rooms that require
two or more means of egress.
2. Corridors, exit enclosures and exit passageways..
3. Exterior egress components...
4. Interior exit discharge elements
5. Exterior laAdjngs ;';for 'exit'djkcharge'_
MEANS OF EGRESS ILL
IBC 1 06.1 Illumination required
The n can of egress, including
illumi ated at all times I the buil
means of a ress i
IBC
4
S1.0
0
w
w
X
1/2" = 1' -0"
M` _r(o)gM RIM
6" = 1' -0"
D)
4' -0"
COMPOSITE WOOD
SHELF W/ METAL
EDGE @ DIAG. BRACE
ATTACHMENT LOCATION
SECURE WALL
SHELVING TO CONT.
HORIZ. FURRING @
PERIMETER WALL.
COMPOSITE WOOD
SHELF W/ METAL
EDGE CONNECTED
TO UPRIGHT,
ADJUSTABLE SHELF
HEIGHT (TYP.)
3/4" X 16 GA.
DIAGONAL BRACE @
EACH VERT. SECTION
ON REAR FACE ONLY.
ATTACH W/ 1/4"
DIA. BOLT EA. END
METAL SHELVING
UNIT "T" UPRIGHT
a
0_
0
w
X
0
4 M ]LaIRTIR °J(o)I MMmm D
1 3/32"
t = 14 GA
0
0
J
Li
0
0
0
1-
0
0
J
1-
0
D
z
M
z 0
o�
N
'TYPE 1 - DOUBLE RIVET
2r
3' -0" OR 2' -0"
i:M °, M (0)M E
D)
COMPOSITE WOOD
SHELF W/ METAL
EDGE CONNECTED
TO UPRIGHT,
ADJUSTABLE SHELF
HEIGHT (TYP.)
SECURE WALL
SHELVING TO CONT.
HORIZ. FURRING @
PERIMETER WALL.
COMPOSITE WOOD SHELF
W/ METAL EDGE @ DIAG.
\ BRACE ATTACHMENT
1 LOCATION (TYP.)
TYP.
3/4" X 16 GA.
DIAGONAL BRACE @
EACH VERT. SECTION
ON REAR FACE ONLY.
ATTACH W/ 1 /4" DIA.
BOLT EA. END (TYP.)
METAL SHELVING
UNIT "T" UPRIGHT
TYPE 2 - DOUBLE RIVET
LOW PROFILE
LM
TYP.
S1.0/
0
w
w
V)
X
rs
51.0
NOTES:
1. REF. ARCH. FIXTURE PLAN FOR SHELVING PLAN LAYOUT.
2. WHEN SHELVING UNIT IS INSTALLED AGAINST WALL, ANCHOR
UNIT TO FLOOR & ATTACH TO WALL @ TOP AND EVERY 4' -0"
O.C. A.F.F.
T -SHAPE
POST
�J� JIEVZIMI 1
6" = 1 -0"
4' -0"
COMPOSITE WOOD
SHELF W/ METAL EDGE
@ DIAG. BRACE
ATTACHMENT LOCATION
COMPOSITE WOOD
SHELF W/ METAL
EDGE CONNECTED TO
UPRIGHT, ADJUSTABLE
SHELF HEIGHT (TYP.)
SECURE WALL
SHELVING TO CONT.
HORIZ. FURRING @
PERIMETER WALL.
3/4" X 16 GA.
DIAGONAL BRACE @
EACH VERT. SECTION
ON REAR FACE ONLY.
ATTACH W/ 1 /4"
DIA. BOLT EA. END
METAL SHELVING
UNIT "T" UPRIGHT
14 "x1a "x$" THICK
CLIP ANGLE x 3"
LONG
SHELVING UNIT
UPRIGHT
z
cL
0
CC
X
; "o TEK SCREW (TYP.)
3000 PSI CONCRETE -
4" MINIMUM THICKNESS
(2) 1/4" DIA. X 2"
EMBED. HILTI KWIK BOLT 3
EXPANSION ANCHOR
(ICC# ESR -1385, COLA
#RR25577, (SPECIAL
INSPECTION NOT REQUIRED)
U
0
J
STRUCTURAL NOTES:
A. GENERAL
1. THE STRUCTURE IS DESIGNED TO BE SELF - SUPPORTING AND STABLE AFTER THE
BUILDING IS FULLY COMPLETED. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY
TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND TO INSURE THE SAFETY
OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES
THE ADDITION OF WHATEVER SHORING, SHEETING, TEMPORARY BRACING, GUYS OR
TIEDOWNS WHICH MIGHT BE NECESSARY. SUCH MATERIAL SHALL REMAIN THE
CONTRACTOR'S PROPERTY AFTER THE COMPLETION OF THE PROJECT.
2. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE
SAFETY CODES AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.
3. EQUIPMENT FRAMING LOADS, OPENINGS AND STRUCTURE IN ANY WAY RELATED TO
HVAC, PLUMBING, OR ELECTRICAL REQUIREMENTS ARE SHOWN FOR BIDDING
PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE INVOLVED
TRADES BEFORE PROCEEDING WITH SUCH PORTION OF THE WORK. EXCESS COST
RELATED TO VARIATION IN THESE REQUIREMENTS TO BE BORNE BY THE APPROPRIATE
CONTRACTOR.
4. SHOULD ANY OF THE DETAILED INSTRUCTIONS SHOWN ON THE PLANS CONFLICT WITH
THESE STRUCTURAL NOTES, THE SPECIFICATIONS, OR WITH EACH OTHER, THE
STRICTEST PROVISION SHALL GOVERN.
5. ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE
VERIFIED BY THE CONTRACTOR AND SHALL CONFORM TO THOSE SHOWN ON THE
ARCHITECTURAL DRAWINGS.
6. EXISTING BUILDING: PROVIDE TEMPORY SUPPORTS AND OTHER MEASURES AS
REQUIRED TO PREVENT DAMAGE TO THE EXISTING BUILDING DURING CONSTRUCTION.
FIELD VERIFY ALL EXISTING DIMENSIONS AND ELEVATIONS WHICH AFFECT THE NEW
CONSTRUCTION.
B. GOVERNING CODE: 2006 INTERNATIONAL BUILDING CODE
1. EARTHQUAKE DESIGN DATA:
A. SEISMIC IMPORTANCE FACTOR = 1.0
B. SEISMIC USE GROUP = 1
C. Ss = 1.473, Sr =0.507
E. SITE CLASS = D
F. Sos = .982, Sol = .507
G. SEISMIC DESIGN CATEGORY = D
F. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
2. INTERIOR LATERAL LOAD = 5 PSF
C. STRUCTURAL STEEL
1. MATERIALS:
A. SQUARE & RECTANGULAR TUBING: ASTM A500, FY = 46 KSI
HIGH STRENGTH BOLTS: ASTM A325 OR A490
ANCHOR BOLTS: ASTM A307 OR A36
EXPANSION ANCHORS: HILTI "KWIK BOLT II's" OR APPROVED EQUA
WELDING ELECTRODES: SERIES E70.
2. SPECIFICATIONS:
A. WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS D1.1.
UNLESS SPECIFICALLY SHOWN OTHERWISE, DESIGN, FABRICATION AND ERECTION TO
BE GOVERNED BY:
1 . AISC ASD SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (JUNE 1 , 1 989).
2. AISC CODE OF STANDARD PRACTICE (MARCH 7, 2000).
3. STRUCTURAL WELDING CODE, AWS D1.1 -2002 OF THE AMERICAN WELDING
SOCIETY.
4. SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS
(JUNE 23, 2000).
3. CONNECTIONS:
A. FOLLOW INSTRUCTIONS ON DRAWINGS FOR GENERAL ARRANGEMENT OR PARTICULAR
DETAILS. FIELD CONNECTIONS NOT OTHERWISE NOTED TO BE BOLTED. SHOP
CONNECTIONS NOT OTHERWISE NOTED TO BE WELDED OR BOLTED. CONNECTIONS
TO BE DESIGNED BY THE FABRICATOR TO DEVELOP FULL STRENGTH OF MEMBER.
4. PAINT:
A. ALL STRUCTURAL STEEL SHALL BE SHOP PRIMED; ASPHALTIC PAINTS ARE NOT
ACCEPTABLE.
5. GALVANIZING:
A. ALL SHELF ANGLES, LINTELS IN EXTERIOR WALLS, AND ALL EXTERIOR STEEL
EXPOSED TO THE ELEMENTS SHALL BE GALVANIZED.
REVISIONS
N changes shall be made to thel scope
1 of work without prior app
Tukwila Building Division.
' NOTE: Revisions will require a new i w fee ittai
and rnay include additional plan
SEPARATE PERMIT
REQUIRED FOR:
Mechanical
VIElectrical
�� umbing
G as Piping
City of Tukwila
BUILDING DIVISION
3' -0" OR 2' -0"
3/4" X 16 GA.
DIAGONAL BRACE @
EACH VERT. SECTION ON
REAR FACE ONLY.
ATTACH W/ 1 /4" DIA.
BOLT EA. END (TYP.)
COMPOSITE WOOD SHELF
W/ METAL EDGE @ DIAG.
BRACE ATTACHMENT
LOCATION (TYP.)
SECURE WALL
SHELVING TO CONT.
HORIZ. FURRING @
PERIMETER WALL.
COMPOSITE WOOD
SHELF W/ METAL
EDGE CONNECTED TO
UPRIGHT, ADJUSTABLE
SHELF HEIGHT (TYP.)
METAL SHELVING
UNIT "T" UPRIGHT
Pl r review approval Is subject to errors and om!ssfons.
Appro 1 of construction documents does not authorize
the violation of any adopted code or ordinanco. R z ipt
0{ approved Field Copy and conditions is acr'J or l cified:
COPY
Permit No
Date:
City of Tukwila .
BU opir D "f S!O
INTERMEDIATE
SHELF BEAM
ATTACH W/
1/4 "0 BOLTS
EACH END
3/4 "X16 GA.
FLAT STRAP
SHELVING
POST
_ U/r=2) U /1\g RE V LI
6. MISCELLANEOUS:
A. PROVIDE HOLES FOR OTHERS. IF OPENING IS NOT SHOWN ON THE STRUCTURAL
DRAWINGS, OBTAIN PRIOR APPROVAL.
B. GROUT UNDER BEARING PLATES, BASE PLATES, AND SETTING PLATES TO BE
NON- SHRINKING TYPE.
C. STEEL BELOW GRADE TO BE PROTECTED BY A MINIMUM OF 3 INCHES OF
CONCRETE.
D. PROVIDE HEAVY WASHERS AT ALL ANCHOR BOLTS.
E. FINISH ENDS OF ALL COLUMNS, STIFFENERS, AND ALL OTHER MEMBERS IN DIRECT
BEARING.
F. EMBEDMENT LENGTH OF EXPANSION BOLTS INTO SOLID MASONRY OR CONCRETE
SHALL BE AS FOLLOWS:
1/2 INCH DIAMETER BOLTS - -- 2 1/4 INCHES EMBEDMENT
5/8 INCH DIAMETER BOLTS - -- 2 3/4 INCHES EMBEDMENT
D. LIGHTGAGE METAL FRAMING
1. MATERIALS
A. STUDS AND TRACKS: ASTM A446 GRADE D, Fy = 33 KSI.
2. SPECIFICATIONS:
A. WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS. DESIGN,
FABRICATION, AND ERECTION TO BE GOVERNED BY LATEST REVISIONS OF:
1. AISC SPECIFICATIONS OF THE DESIGN OF COLD FORMED STEEL STRUCTURAL
MEMBERS.
2. STRUCTURAL WELDING CODE, AWS D1 .3 -98 OF THE AMERICAN WELDING SOCIETY.
3. PROPERTIES:
A. LIGHTGAGE FRAMING MEMBERARE BASED ON CSJ (1 5/8" FLANGE) STUDS WITH
DIETRICH INDUSTRIES SECTION PROPERTIES AND ALLOWABLE RESISTING MOMENT
CAPACITY. ALTERNATE MANUFACTURES'S FRAMING SIZES SHALL MEET THE MINIMUM
SECTION PROPERTIES AND ALLOWABLE RESISTING MOMENT CAPACITY OF THE
MEMBERS INDICATED ON THE DESIGN DRAWINGS.
4. CONNECTIONS
A. ALL CONNECTIONS TO BE #10 TEK SCREWED OR FIELD WELDED.
5. FINISH:
A. ALL MATERIALS TO BE GALVANIZED COATED IN ACCORDANCE WITH ASTM A525 G -6
B. TOUCH UP FIELD WELDS WITH ZINC RICH PAINT.
6. MISGELANEOUS: '
A. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION
B. DEFLECTION LIMIT •= L/36
C. ALL FIELD CUTTING TO BE PERFORMED WITH A SAW.
D. WELD SIZES TO BE 3/32" WITH AWS TYPE 6013 OR 7014 ROD.
E. TRACKS TO BE SECURELY ANCHORED TO THE SUPPORTING STRUCTURE.
F. PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT 4' -0" O.C. MAXIMUM FOR WALLS
G. PR RV DOUBLE STUDS UNDER BEAM AND LINTEL BEARING, UNLESS SHOWN
E. WELL JN RWISE.
1. REFERENCES:
A. AWS D1.1-2002 - "STRUCTURAL WELDING CODE - STEEL"
B. AWS D1.3 -98 - "STRUCTURAL WEDLING CODE - SHEET STEEL"
F. SPEC
1. SPECIAL INSPECTION IS TO BE PROVIDED IN ADDITION TO THE INSPECTIONS CONDUCTED
BY THE DEPARTMENT OF BUILDING SAFETY AND SHALL NOT BE CONSTRUED TO RELIEVE
THE OWNER OR THEIR AUTHORIZED AGENT FROM REQUESTING THE PERIODIC AND CALLED
INSPECTIONS REQUIRED BY THE BUILDING CODE. SPECIAL INSPECTIONS SHALL BE PAID
BY THE OWNER.
2. REQUIRED SPECIAL INSPECTIONS:
A. IN ADDITION TO THE REGULAR INSPECTIONS, THE FOLLOWING ITEMS WILL ALSO
REQUIRE SPECIAL INSPECTIONS IN ACCORDANCE WITH THE BUILDING CODE.
1. FIELD WELDING
2. HIGH STRENGTH BOLTS
B. SPECIAL INSPECTOR SHALL MEET THE QUALIFICATIONS AS STATED IN THE BUILDING
CODE AND SHALL PERFORM THE DUTIES AND RESPONSIBILITITES AS OUTLINED IN
THE BUILDING CODE.
"T" UPRIGHT
O
DOUBLE RIVET
DOUBLE RIVET
SHELF MATERIAL
(PARTICLE BOARD)
ING BY_,AWS QUALIFIED OPERATORS.
NOTE: Install masonite
end panels on end
shelving units.
51.0 NO SCALE
SHELVING \OT
5. EARTHQUAKE DESIGN DATA:
A. SEISMIC IMPORTANCE FACTOR I = 1.0
B. Ss = 1.473, Si = .507
C. SITE CLASS = D (ASSUMED)
D. Sos = .982, Sol = .507
E. SEISMIC DESIGN CATEGORY = D
1/4 NUT
MASONITE
ES
(3 0- {fi(o)MM °-�U(o)m or4
CORRECTION
1/4 WASHERS
1 /4" DIA. BOLT
TYP.
TYP. EACH CORNER
TYP. EACH LEVEL
TYP.
TYP.
TYP.
SHELVING IS 1 2' HIGH MAX. W/
w/ 8 SHELVES / 7 OPENINGS
PARTICLE BOARD SHELVES.
• 1. LIGHT DUTY STORAGE UNITS DESIGNED PER THE 2006 INTERNATIONAL BUILDING CODE.
2. STORAGE CAPACITY: 40# PER LEVEL
3. POST LOAD SIGN AT CONSPICUOUS LOCATIONS DEPICTING THE DESIGN CAPACITY OF THE RACK
USING PERMANENT PLAQUE NOT LESS THE 50 SQ. INCHES
4. MATERIALS:
A. UNIT MEMBERS: ASTM A570, Fy = 36 KSI MIN.
B. BOLTS: ASTM A307
C. WELD ELECTRODES: SERIES E70
D. WEDGE ANCHORS: HILTI KWIK BOLT 3 WEDGE ANCHOR (ESR -1385, COLA #RR25577)
OR APPROVED EQUAL
6. CONCRETE TO BE MIN. 4" THICK NORMAL - WEIGHT WITH A 28 DAY COMPRESSIVE STRENGTH
OF 3000 PSI
X68 - 1 -i 8,5
DATE: 10 -30 -08
JOB NO: 5857
DRAWN: RCH
CHECKED: SMD
GROSS AREA: 5,535 SQ. FT.
SALES AREA: 3,278 SQ. FT.
ENGINEER:
LEWIS ENGINEERING, - INC.
CONSULTING STRUCTURAL ENGINEERS
2000 W. HENDERSON RD., SUITE 5
Columbus, Ohio 43220
(614) 326 -2806 (PH)
(614) 326 -2805 (FAX)
STORE NO.
z
uJ
0
0
0
REVISIONS
RECEIVED
DEC 10
PERMIT CANTER
SHEET NUMBER
z
Champs: 14498
NO.
1
DESCRIPTION
LL COMMENTS /OWNER CHANGES
DATE
12/03/08
SHELVING SEISMIC
DETAILS AND
GEN. STR. NOTES
S1.0
I5' -(o" A.F.F.
HSS4x4x4
14' - 6 " A.F.F.
ATTACH TRACK /STUD TO
TUBE WITH (2) .145" DIA.
FASTENERS a 16" O.C.
13'-0" A.F.F.
38 "x18 GA. STUD FRAMING a
16" O.G. (TYP. U.N.O.)
(4) #10 TEKS SCREWS (TYP.)
I0' -0" A.F.F.
LEASE LINE
(2) #10 TEKS
EACH SIDE
10 TEK SCREW
INTO JOIST AT
EACH END
ROOF JOIST BEYOND
I/8
HS52Zx2zx4
6 4S" o.c.
MAX.
33 "x18 GA. STUD
BRACE 6 48" O.G.
16 GA. FRAMING CLIP.
ATTACH TO BEAM UITH
( .145" DIA. P.A.F.
3 Lir'n
3/4" = 1' -0"
6 �
3/4" = 1' -0
STUD COLUMN - (2) 3 -5/8 "x18 GA.
STUDS BOXED WITH 3 -5/8 "x18 GA.
TRACKS. SEE 1/S2.0.
BOX BEAM (LOW - SEE
V-10" l'-0"
6 " -I8 GA STUD
(TYP. OF 2)
HSS4x4x4
8 x47HtG 1
ATTACH TRACK TO
TUBE WITH (2) .145"
DIA. FASTENERS
16" O.C.
9'-0 I /S"
16 GA TRACK ATTACHED
TO ROOF JOIST'WITH (2)
10 TEKS TOP 4 BOTTOM.
SEE 8/S2.0
SECTIONS)
11' -4 3/8"
33 "x18 GA. STUD BRACE
48" O.G.
(4) #10 TEKS
EXIST'G STRUCTURE
BEAMS V.IF.
STUD BRACE FROM BELOW
23' -3"
O'V'(o)
1/ = 1' —
BOX BEAM: (2) 6 " -IS GA STUDS
BOXED WITH 3- 5/8 " -I8 GA TRACKS
TOP 4 BOTTOM. SEE 1/52.0 FOR
BEAM CONSTRUCTION. ATTACH
BEAM TO ROOF JOISTS AT EACH
END PER DETAIL 8/52.0
16 GA. FRAMING CLIP. ATTACH TO
BOX BEAM AND STUD BRACE WITH
(4) #10 TEKS EACH.
1-15S4x4x4 COLUMN (TYP. OF 6)
SEE DETAIL 2/S2.0 FOR BASE
ATTACHMENT
HS
BOX BEAM •
BOX BEAM: (2) fx16 GA. ST DS
BOXED WITH 3- 518 "x16 GA TACKS
TOP AND BOTTO SEE 1/52.0.
ATTACH TO COLUMN BEYOND PER
9/S2.0
13' -6"
35' -I0 1/2" LEASE DIMENSION
A.F.F.
HSS4x4x4
0 14' - 6 " A.F.F.
ATTACH TRACK /STUD TO
TUBE WIN (2) .145" DIA.
FASTENERS 6 16" O.C.
38"x18 GA. STUD FRAMING 6
16" O.C. (TYP. UN.0.)
(4) #10 TEKS SCREWS (TYP.)
13' - 0" A.F.F.
LEASE LINE
I' -2 1/2"
16 GA. FRAMING CLIP.
ATTACH TO BEAM WITH
(4) .145" DIA. P.A.F.
3/ = 1' - 0"
1 -1/2" = 1' -0"
11' -6 5/8" Am. Am.
HSS4x4x4
BOX BEAM (LOW - SEE SECTIONS)
HSS4x4x4
145S4x4x (tG117
11' -5"
10' -3 5/8"
ATTACH TRACK TO
TUBE WITH (2) .145"
DIA. FASTENERS a
16" 0.0,
130X BEAM: (2) 11 "x16 GA. STUDS
BOXED WITH 3 -5 8 "x16 GA TRACKS
TOP AND BOTTOM . SEE 1/S2.0.
ATTACH TO COLUMN BEYOND PER
9/S2.0
1'-10"
_ES 4 f-
ROOF JOIST
(2) "10 TEKS - TYP.
TOP 4 BOTTOM
16 GA. TRACK
(3) #10 TEKS EACH SIDE OF
BEAM
BOX BEAM
STUD COLUMN - (2) 3 -5/8 "x18 GA.
STUDS BOXED WITH 3 -5/8 "x18 GA.
TRACKS. SEE 1/52.0.
38 "x18 GA. STUD BRACE
6 48" O.C.
(4) #10 TEKS
EXIST'G STRUCTURE
BEAMS V.IF.
33 "x18 GA. STUD
FRAMING a 16" O.C.
lig' (o)M
1 -1/2" DEEP TRACK - WIDTH
AS SPECIFIED. MATCH STUD
GA. (TYP. TOP AND 150T)
Qvvizacal[I: mow
2 "x18 GA. STUD FRAMING 16" O.C.
15' -6" AFF.
LEASE LINE
EXISTING TOPPING
SLAB (2 -1/2" NICK)
EXISTING STRUCTURAL
SLAB (9 -I/2" THICK)
BOX BEAM
HSS4x4x4
I4'-3" A.F.F.
" DIA. THREADED ROD -TYP OF 3
2"x18 GA. STUD FRAMING 0 16" O.C.
0 13' -0" AFF
33 "x18 GA. STUD FRAMING 6
16" O.C. (TYP. UN.0.)
(4) #10 TEKS SCREWS (TYP.)
REF. SIGN VENDOR r 38 "x18 GA. STUD
BRACE 6 48" O.G.
16 GA. FRAMING CLIP.
ATTACH TO BEAM WITH
(4) .145" DIA. P.AF.
STEEL COLUMN OR
STUD COLUMN
33" X 16 GA. X 4" LG. TRACK
W /2" LEG. SECURE TO COLUMN
W /(2) ROWS OF(3) #10 TEK
SCREWS
SECURE TO BEAM WITH (3) "10
TEK SCREWS EACH SIDE.
2 I.30
1 -1 =
I- 1A°J PJ
3/4" = 1' —O"
U
HSS4x4x4
ATTACH TRACK TO
TUBE WITH (2) .145"
DIA. FASTENERS a
16" O.C.
HSS4x4x4
I I/4"
1 1/2" 11/4"
(4) 10 TEKS
10 "x10 "xi" BASE PLATE (4)
a" DIA. HILTI KWIK BOLT 3
(4) i" DIA. HILTI KWIK 50LT 3
ANCHORS W11H N" EMBED. INTO
EXISTING STRUCTURAL SLAB.
(EXISTING SLAB IS 9? THICK)
NOTCH EXISTING TOPPING 5LAB A5
REQUIRED TO RECESS BASEPLATE ( +/ -22" IF
NECESSARY, NOTCH STRUCTURAL SLAB AS
REQUIRED). PROVIDE THIN LAYER OF
GROUT FOR A SMOOTH LEVEL SURFACE.
INFILL WITH NEW CONCRETE.
EXIST'G STRUCTURE
BEAMS V.IF.
38 "x18 GA. STUD BRACE
48" O.G.
38 "x18 GA. STUD
FRAMING 0 16" O.C.
BOX BEAM: (2) 4 "x16 GA. STUDS
BOXED WITH 3 -5/8 "x16 GA TRACKS
TOP AND BOTTOM. SEE 1/52.0.
ATTACH TO COLUMN BEYOND PER
9/52.0
DATE: 10 -30 -08
JOB NO: 5857
DRAWN: RCH
CHECKED: SMD
GROSS AREA: 5,535 SQ. FT.
SALES AREA: 3,278 SQ. FT.
LEWIS ENGINEERING, INC.
CONSULTING STRUCTURAL ENGINEERS
STORE NO.
ENGINEER:
2000 W. HENDERSON RD., SUITE 5
Columbus, Ohio 43220
(614) 326 -2806 (PH)
(614) 326-2805 (FAX)
Champs: 1 4498
REVISIONS
SHEET NUMBER
RECEIVED
DEC 10
PERMIT CENTER
STOREFRONT
FRAMING PLAN
AND SECTIONS
DESCRIPTION
LL COMMENTS /OWNER CHANGES
12/0