HomeMy WebLinkAboutPermit D13-0338 - VULCAN - TENANT IMPROVEMENTVIJLCAN
3314 S 116 ST
D13-0338
Parcel No:
Address:
•
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.Rov
DEVELOPMENT PERMIT
1023049011 Permit Number:
3314 5 116 ST
Project Name: VULCAN
Issue Date:
Permit Expires On:
D13-0338
12/17/2013
6/15/2014
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
APOLLO HOLDINGS LLC
505 5TH AVE S #900 , SEATTLE, WA,
98104
STEVE FLEXER Phone: (253) 333-2100
3500 WEST VALLEY HWY, STE 101,
AUBURN, WA, 98001
RAYMOND HANDLING CONCEPTS Phone: (253) 333-2109
4140 BOYCE RD , FREMONT, CA,
94538
RAYMOHC034KB Expiration Date: 10/5/2015
DESCRIPTION OF WORK:
THIS IS FOR ADDITIONAL RACK STORAGE ONLY. PREVIOUS PROJECTS PERMITTED BY RHCC. THERE ISA SEPARATE
TENANT IMPROVEMENT PERMIT BY WILCOX CONSTRUCTION
Project Valuation: $46,820.00
Type of Fire Protection: Sprinklers:
Fire Alarm:
Fees Collected: $1,550.55
Type of Construction: Occupancy per IBC:
Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA
Sewer District: VALLEY VIEW SEWER SERVICE
Current Codes adopted by the City of Tukwila:
Internations Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
2012
2012
2012
2012
International Fuel Gas Code:
WA Cities Electrical Code:
WA State Energy Code:
2012
2012
2012
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
• •
Volumes: Cut: 0 Fill: 0
Number: 0
No(10a
Permit Center Authorized Signature:
Date: a ---t-7-43
I hearby 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 and agree to the conditions attached to this permit.
Signature:
Print Name: . f l'M 'P1 DLG��I
Date:
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or
if the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***FIRE DEPARTMENT PERMIT CONDITIONS***
8: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable
with the following concerns:
2: 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)
3: Maintain fire extinguisher coverage throughout.
4: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1
foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of
egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average
and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time
duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC
1006.4)
5: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City
Ordinances #2327 and #2328)
6: 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 #2328) (IFC 104.2)
7: 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 #2328)
• •
9: 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)
10: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of
the following methods is required for steel building columns located within racks: (a) one-hour fire
proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density
minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13)
11: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a
minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1)
12: Flue spaces shall be provided in accordance with International Fire Code Table 2308.3. Required flue
spaces shall be maintained.
13: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not
imply approval of such condition or violation.
14: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire
Prevention Bureau at (206)575-4407.
15: ***BUILDING PERMIT CONDITIONS***
16: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
17: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
18: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
19: VALIDITY OF PERMIT: The issuance �r 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.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
0611 EMERGENCY LIGHTING
1400 FIRE FINAL
CITY OF TUKN'ILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Building Perm t No. 3" 330
Project No.
Date Application Accepted: 10'3'1-- 3
Date Application Expires: 11, - 0- J
Li
(For office use only)
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION'
Site Address:
Tenant Name:
33/1 5. /167--4 577
Ape !((-) -o
King Co Assessor's Tax No.: /02-30/74940 ( /
Suite Number: Floor:
New Tenant: ❑ Yes ..No
PROPERTY OWNER
� �
Name:67-7,..4/6. fLeee__,-
Polio .1.esO L. D/
rName:50
5-"MPeAddress:
$0.)
5 - .6--
%� e. State: ,
City: s �64
Zipa.�
ry
CONTACT PERSON — person receiving all project
communication
� �
Name:67-7,..4/6. fLeee__,-
Address: 3 , t/4 , ) fq
`��
City: a % State 4j Zip: Q/ Qcieri
Phone: 253?.333-Z(CmFax: 253333_ c;15/
Email: 5 -6)a -re_ iia- yYwoyna/h an a/0 t
GENERAL CONTRACTOR INFORMATION
Company Name: ..5.i.g.ticrig.A.caticirzp-x- 64
Company Name: T/7- / io4 J,,� al
Address: 55,:::n.���A/f
YY /�
City: State:)
,�Phone7, 3L % Fax:7 4 3z 76:
Phone: 253 _ 3 pJax: 7.53_553....7
Contr Reg No.: Exp Date:
Address:
Tukwila Business License No.:
H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
bh
/
ARCHITECT OF RECORD
Company Name: ..5.i.g.ticrig.A.caticirzp-x- 64
Engineer Name: 1308 5.#4.g..4. ?,-
'Address:
Company Name:
City: 4Pf 1.1_ We: C4_. Zip)?gift
,�Phone7, 3L % Fax:7 4 3z 76:
Architect Name:
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Company Name: ..5.i.g.ticrig.A.caticirzp-x- 64
Engineer Name: 1308 5.#4.g..4. ?,-
'Address:
Address:, .2.r/'...Te-iae,‘„$-ex.i.s.-i-s- 3'r
City: 4Pf 1.1_ We: C4_. Zip)?gift
,�Phone7, 3L % Fax:7 4 3z 76:
Email: r-yA Ct 0 -VQ-./ k1 L' . yle 7,_
LENDER/BOND ISSUED (required for projects $5,000 or
greater per',RCW 19.27.095)
Name:
170(/ 0 -7 -106 -Die z. z_c_
Address: 5�5— A-4 - s
c C
/1
City: ''' tate: Zip:
C'7"t tt/ 9 c7
`So
Page 1 of 4
(4
G
BUILDING PERMIT INFORMATI
206-431-3670
Valuation of Project (contractor's bid price): $/ �2�. Existing Building Valuation: $
Describe the scope of work (please provide detailed information):
1-#7s 15 ArdP/77---64,46 gAte-<io Oft
RQ v ouS 0
,4- S4 -Plc.. -T �.� .1. �" v� c� e.1- - 1A-? 47—
0- W i LCOX- 7tis
Will there be new rack storage? S
❑.. 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 ❑ 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
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
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Page 2 of 4
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
1st Floor
2nd Floor
3rd Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If"yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No
If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
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Page 2 of 4
PERMIT APPLICATION NOTES —0
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNER OWED AGENT:
Signature:
Print Name: ��a7 �"' W DayTelephone,: 5039%— (
Mailing Address: 3.5'0 O W` S r V 4"l ( 7/ t'�' AG
(.�/C2(Gg./ �,e/
City State)
Date: (6-3/ 3/ -C 3
H:Wpplications\Forms-Applications On Lme'2012 Apphcations\Permit Application Revised - 2-7-12.docx
Revised: February 2012
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Page 4 of 4
PUBLIC WORKS PERMIT 1NOMATION — 206-433-0179
•
Scope of Work (please provide detailed information):
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ .. Tukwila ❑ ...Water District #125
❑ .. Water Availability Provided
Sewer District
❑ .. Tukwila
❑ .. Sewer Use Certificate
Septic System:
0 On-site Septic System — For on-site sep system, provide 2 copies of a current septi /esign approved by King County Health Department.
❑... Highline
❑... alley View ❑...Renton
❑ ...S "•wer Availability Provided
0... Rent
... Seattle
Submitted with Application mark boxes wh a
❑ .. Civil Plans (Maximum Paper Size — 22" .• �4")
❑ .. Technical Information Report (Storm Draina
❑ .. Bond 0... Insurance ❑.
Proposed Activities (mark boxes that apply):
❑ .. Right-of-way Use - Nonprofit for less than 72 hours
❑ .. Right-of-way Use - No Disturbance
❑ .. Construction/Excavation/Fill - Right-of-way 0
Non Right-of-way 0
0... Geota' nical Report
ement(s) 0...M tenance Agreement(s)
❑ .. Total Cut
❑ .. Total Fill
cubic yards
cubic yards
❑ .. Sanitary Side Sewer
❑ .. Cap or Remove Utilities
❑ .. Frontage Improvements
❑ .. Traffic Control
❑ .. Backflow Prevention - Fire Protect'
Irrigation
Domesti
❑ Abandon Septic T
... Curb Cut
...Pavement Cut
0...Looped Fire Line
ater
❑ .. Permanent Water Meter Siz-,"' )
❑ .. Temporary Water Meter S'. - (1)
❑ .. Water Only Meter Size.
❑ .. Sewer Main Extension Public
❑ .. Water Main Extensi., Public
❑ .. Traffic Impact. Analysis
❑ .. Hold Harmless — (SAO)
❑ .. Hold Harmless — (ROW)
...Right-of-way Use - Profit for less than 72 hours
0...Right-of-way Use — Potential Disturbance
❑... Work in Flood Zone
...Storm Drainage
0...Grease Interceptor
❑ ... Channel ization
❑ ... Trench Excavation
❑... Utility Undergrounding
WO # (2) '_ " WO # (3)
WO # (2) " WO # (3)
WO # k .. Deduct Water Meter Size
❑ Private 0
❑ Private 0
" WO#
" WO#
FINANCE INFO ON
Fire Line Size at Pr.:erty Line Number of Public Fire Hydrant(s)
0 .. Water 0 .. Sewer 0 .. Sewage Treatment
Monthl Serv' •. Billin to:
Name: Day Telephone:
Mailing Address:
State Zip
Water Meter Refund/Billing:
Name:
Mailing Address:
City
Day Telephone:
City
State
Zip
H:\ApplicationsWorms-Applications On Line\2012 Apphcations\Permn Application Revised - 2-7-I2.docx
Revised: February 2012
Page 3 of 4
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.TukwilaWA.gov
Parcel No.: 1023049011
Address: 3314 S 116 ST TUKW
Suite No:
Applicant: VULCAN
RECEIPT
Permit Number: D13-338
Status: PENDING
Applied Date: 10/31/2013
Issue Date:
Receipt No.: R13-03026
Initials: WER
User ID: 1655
Payment Amount: $1,550.55
Payment Date: 10/31/2013 02:46 PM
Balance: $0.00
Payee: STEPHEN FLEXER
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Credit Crd VISA
Authorization No. 031721
ACCOUNT ITEM LIST:
Description
1,550.55
Account Code Current Pmts
BUILDING - NONRES
PLAN CHECK - NONRES
STATE BUILDING SURCHARGE
000.322.100
000.345.830
640.237.114
Total: $1,550.55
937.00
609.05
4.50
Rcroinf_flA
Printed: 10-31-2013
INSPECTION RECORD:
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 431-2451
i -0339
Projecv ` -
Type o spection:
Address:Date
t31 S IIL°S_y
Called:
Special Instructions: •
Date Wanted: /
1_ -- i —
, t
P.m.
Requester:
Phone No:
,-453-3
zIPC7
IS Approved per applicable codes. •
Correctionsrequiredprior to approval.
COMMENTS:
> r ,1�`e Ii -9
Ir kpecto :
-(A/IAA� J, e0, -LA
Date:
,.
Iy.
n R1�SPECTION FEE REQUr'ciED. Prior to next inspection. fee must be
p id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection..
INSPECTION NO.
I
INSPECTION RECORD
Retain a copy with permit
RMIT NO.
CITY OF TUKWILA BUILDING DIVISION
(206) 431-3670
6300 Southcenter Blvd., #100, Tukwila. WA 98188
Permit Inspection Request Line (206) 431-2451
Project:Type
\i t,1 i W,4 �,
of Inspection:
C—, tQA G
I tAeic,,,1e_ki t-,6144, - vJ1 n..
Address:
314 S 1IL' 5I
Date Called:
Special Instructions:Date
‘Z. A @ kc-,
Q.),)-1 01-1 (,-/"-
Wanted:
\ —
9 _ 0,/
aim:
b:nr."
Requester:
R ASI n1
I -i ;r _
Phone No:
253
333-Z105
.:.
ElApproved per applicable codes.Corrections required prior to approval.
COMMENTS:
I tAeic,,,1e_ki t-,6144, - vJ1 n..
\--trP 1-I►JA L
3) J A1.,_ 1,.9 -1 --ii°✓ 7=,2 AAE ;,
,. t�lAb,
JnY- -TO vont,{1tt eEvs Q,utoteci
/e-)
1
Da`eiq_ t9
n I�EIIISPECTION FEE RE UIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
444 Andover Park East, Tukwila, Wa. 98188 206-575-4407
Project: // //
% f �i(iL
S
Fire Alarm:Hood
Type of ection:
i 'AC/
Address.
Suite #: S/
S7—
Contact Person:
_._
Special Instructions:
Phone No.:
FrApproved per applicable codes.
Corrections required prior to approval.
COMMENTS:
Sprinklers:
Fire Alarm:Hood
% /L: Cysf /7_, -- /91'5-5
Monitor:
Pre -Fire: .
Permit:
Occupancy Type: .
c,
/t,474%fre
Pie, e, .9,A-ez;, �j — ! �/'Ah 6j 1 -/lam((.
-.a,,,,,,,,
1_5 .Z. ,„-- 4,,a ,J,,,,i
ietic,/, f C�
,76/.47
Needs Shift Inspection:
Sprinklers:
Fire Alarm:Hood
& Duct:
Monitor:
Pre -Fire: .
Permit:
Occupancy Type: .
InspeCtor:
i?Jfj
E
Date:G///sly
Hrs.:
/ v
T
$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Departrpent. Call to schedule a reinspection.
Billing Address
Attn:
Company Name:
Address:
City:
Stater
Zip:
Word/Inspection Record Form.Doc
6/11/10
T.F.D. Form F.P. 113
u N,,/EL
ites_s
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4
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IN/i
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IEWED FOR
COMPLIANCE
PPROVED
OV 27 2013
ity of Tukwila
8U1 CLING DIVISION
II
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1 1 1
1 I
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1 I
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TO OUR CUSTOMERS:
The Information on this drawing Is prepared with the
Intent of communicating a concept and design that Is the
Intellectual property of Raymond Handling Concepts Corporation.
It Is not Intended for other organizations not tlfed as a means
of quoting. designing / and or engineering atiematIves.
INCOMPLETE
OFS1Q4 BT:
RAMON
For amidortoo oam 000.175.250D
DF900 FOR:
APOLLO
BRAVING NO.
1
Scab:/3r-IT
/RAW Trf EL.
9393
SHEET
Date: 11/05/13
CIECXED
9393apollov
D13-.338
REV.
RECEIVED
CITY OF TUKWILA
NOV 1 4 2013
PERMIT CENTER
T
REVIEWED FOR
CODE COMPLIANCE
APPROVED
NOV 21 2013
City orfukwila
OWING DIVISION
GENERAL NOTES:
OCCUPANCY TYPE: GROUP 5-1 STORAGE (NO CHANGE TO EXISTING OCCUPANCY)
OCCUPANT LOAD:
DESIGN LOAD:
EXITS REQUIRED:
EXITS PROVIDED:
500 SF/PERSON 4. 92 PEOPLE
9 PEOPLE
3
EXIT WIDTH (1005.1): 9 PEOPLE X .15-1.35'
PROVIDED 3 is 36' PROVIDED
EXT ACCESS: (1014.2) MEANS OF EGRESS ARE NOT PROHIBITED THROUGH AMONG OR INTER/ENING
ROOMS OR SPACES IN GROUP S WHEN ADJOINING OR INTERVENING ROOMS OR SPACES ARE THE SAME
OR LESSER HAZARD OCCUPANCY GROUP.
MAX. TRAVEL DISTANCE: 5-1 250 SPRINKLERED
SCOPE OF WORK
BUILDING AREA: 41.267 SF NNLIMITED BUILDING AREA FOR TWO STORY
PARKING:
PLUMBING:
EXISTING 41,267 SF WAREHOUSE CONSTRUCTED UNDER THE
UBC 1991, AREA OF TENANT IMPROVEMENTS IS 41,267 SF,
NO CHANGE OF USE
61 STALLS EXISTING ON SITE (51 STALLS WERE REQUIRED AT
TIME OF CONSTRUCTION. USE AND OCCUPANCY HAS NOT
CHANGED.) 1/2003 SF.. 21 SPACES REQUIRED (TUKWILA
ZONING CODE SEPT. 2000)
NO CHANGE EXISTING TO REMAIN.
WATER CLOSETS
41267/50004 MALE/ 4 FEMALE
MALE: 1 1-50
FEMALE. 1:1-50
1 PER 40 OCCUPANTS OF EACH SEX
EXISTING:
MALE: 3 W.C. 2 URINALS, 2 LAYS, 1 SHOWER
FEMALE: 3 W.C. 2 LAYS. 1 SHOWER
36' OPEN
fl
CITY
PER
0
0
OCODE SUMMARY PLAN
SCALE: 1/16' = 1 -0'
DATE PLOTTED: XX/XX/2013 DWG FILE NO. VW-COVERSHEET.tlwg
T1SCARENO
ASSOCIATES
4RCRiT-cCTLRE-01BCR DESIGN
Tlscareno Associates PS
500 Union Street, Suite 926
Seattle, WA 98101
T: 206.325.3356
F: 206.701.9769
MEMBERS OF THE AMERICAN
INSANE OF ARCHRECTS
PROJECT
TUKWILA
WAREHOUSE
TENANT
IMPROVEMENT
PROJECT N0. 13008
DATE
10/16/13
DRAWN BY
PRINCIPAL IN CHARGE
REVISIONS
NO. DATE
JC
4 11/13/13
CEIVED
F TUKWILA
V 1 4 2013
IT CENTER
4556 REGISTERED
ARCHITECT
JAMES EDWIN CADE
STATE OF WASHINGTON
CONSTRUCTION
DOCUMENTS
SHEET TITLE
CODE
SUMMARY
SHEET ND.
G101
1 OF XX
COPYRIGHT 2013 TISCARENO ASSOCIATES PS
LXBHT0IG BY COWER M UE
REPAIR CEILING GRID AND REPLACE
CEILING 11LES AS RECIUTI
EX TING SUSFEMED
IXNT FIXTURES (FV)
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GENERAL NOTES:
1. G.C. SHALL BE RESPONSIBLE FOR
SEPARATE ELECTRICAL PERMIT AND
LIGHTING LOAD CALCULATIONS
-f j --REVIEWED FOR
jiCODE COMPLIANCE
APPROVED
NOV 2 7 2013
( VAULT 1
DHEI=E__{___IEDI=111130E___1____i____ m=1= mom
-SIELWNG LAYOUT FOR REFERENCE
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NOTES TO DRAWING:
1. PROVIDE NEW UGHTING TO MATCH
EXISTING OVER DEMOLISHED LEVEL 2
AREA. MOUNT TO MATCH EXISTING.
PROVIDE MOTION SENSORS.
2. NEW TYPE N FIXTURE TO MATCH
EXISTING SHALL BE COOPER H81
SERIES, 6 T8 LAMPS
3. ALIGN LIGHTS WITH SHELVING,
COORDINATE WITH OWNER'S R E
FURNITURE PLAN
LEGEND:
E
N
CITY 0
NOV 1 4 2013
PERMIT CST
TESTED
ARCHITECT
TiSCARENO
ASSOCIATES
Tiscareno Associates PS
500 Union Street, Suite 926
Seattle, WA 98101
7: 206.325.3356
F: 206.701.9769
MEMBERS OF THE AMERICAN
INSTITUTE OF ARCHITECTS
PROJECT
TUKWILA
WAREHOUSE
TENANT
IMPROVEMENT
PROJECT N0. 13008
DATE
DRAWN BY
10/16/13
CW
PRINCIPAL IN CHARGE
JC
REVISIONS
N0. DATE
EIVED
TUKWILA
6 UMP FLUORESCENT FIXTURE
AND ENERGY SAVING BALLASTS FOR EMERGENCY
OR NCHT U00
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OPEN
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204 LAY—IN FIXTURE
OSCALE: 1B' 1'-0'
LEVEL 1 REFLECTED CEILING PLAN - WEST
=
DATE PLOTTED: REVDATE DWG RLE NO. FNAME
JAMES EDWIN CADE
STATE 08 WASHINGTON
CONSTRUCTION
DOCUMENTS
SHEET TITLE
LEVEL 1
REFLECTED CEILING
PLAN - WEST
SHEET NO.
A-702
X OF X
COPYRIGHT 2013 TISCARENO ASSOCIATES PS
z 0
Z N
1 •
U
QIw
4
GENERAL NOTES:
1. G.C. SHALL BE RESPONSIBLE FOR
SEPARATE ELECTRICAL PERMIT AND
LIGHTING LOAD CALCULATIONS
REVIEWED FOR
CODE COMPLIANCE
APPROVED
NOV 2 7 2013
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NOTES TO DRAWING:
1. PROVIDE NEW LIGHTING TO MATCH
EXISTING OVER DEMOLISHED LEVEL 2
AREA. MOUNT TO MATCH EXISTING.
PROVIDE MOTION SENSORS.
2. NEW TYPE N FIXTURE TO MATCH
EXISTING SHALL BE COOPER H81
SERIES, 6 T8 LAMPS
3. ALIGN LIGHTS WITH SHELVING,
COORDINATE WITH OWNERS
FURNITURE PLAN
T1SCARENO
ASSOCIATES
Ancultec,,n,,nacN DES.,
Tiscareno Associates PS
500 Union Street. Sutte 926
Seattle. WA 98101
T: 206.325.3356
F: 206.701.9769
MEMBERS OF THE AMERICAN
BISTROS OF ARCHITECTS
PROJECT
TUKWILA
WAREHOUSE
TENANT
IMPROVEMENT
PROJECT N0. 13008
DATE
10/16/13
DRAWN BY
PRINCIPAL IN CHARGE
CT
JC
REVISIONS
N0. DATE
ECEIVED
CIT OF TUKWILA
LEGEND: PE
E ><:3 DUSTING
6 LAP FLUORESCENT RXTURE
N ® AND ENERGY SAYING 84LSTS FOR EMERGENCY
OR NIGHT LIGHT
N 1--1 6 UAW FLUORESCENT ma
I1
OPEN
GYM
AET
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1=1. , EMERGENCY UGHT
. 104 SURFACE MOUNTED FIORE
204 LAY -IN MOIRE
LEVEL 1 REFLECTED CEILING PLAN - WEST
SCALE: 118"
DATE PLOTTED: REVDATE DWG FILE NO. FNAME
1,
OV 1 4 2013
x556 RARCHEGISTITECTERED
JAMES EDWIN CAGE
STATE OF WASHINGTON
CONSTRUCTION
DOCUMENTS
SHEET TITLE
LEVEL 1
REFLECTED CEILING
PLAN - EAST
SHEET N0.
A-701
X OF X
COPYRIGHT 2013 TISCARENO ASSOCIATES PS
St� ctural
L.oncepts
ngineering
FDIC ennv
1200 N. Jefferson St, Suite F
Anaheim, CA 92807
Tel: 714.632.7330 Fax: 714.632.776
e-mail: mail@sceinc.net
Project Name : APOLLO TUKWILA WAREHOUSE
Project Number : N-102113-1
Date : 10/29/13
Street Address : 3314 5 116TH ST
City/State : TUKWILA, WA 98188
Scope of Work : SELECTIVE RACK
bt33o
REVIEWED FOR
CODE COMPLIANCE
APPROVED
NOV 2 7 2013
BUILDINGCity ° Tukwila
DIVISION
OCT 29 2041
RECEIVED
CITY OF TUKWILA
OCT 3 1 2013
PERMIT CENTER
Str tural
I oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: APOLLO TUKWILA WHSE
TABLE OF CONTENTS
Project#: N-102113-1
Title Page 1
Table of Contents 2
Design Data and Definition of Components 3
Critical Configuration 4
Seismic Loads 5 to 6
Column 7
Beam and Connector 8 to 9
Bracing
10
Anchors 11
Base Plate 12
Slab on Grade 13
Other Configurations 14
TYPE 1 SELECT-APOLLO.xls
Page of / 10/29/2013
Stturas
rJoncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: APOLLO TUKWILA WHSE
Project #: N-102113-1
Design Data
1) The analyses conforms to the requirements of the 2012 IBC and the 2008 RMI/ANSI MH 16.1 Rack Design Manual
Steel Storage Racks (RMI) and the ASCE 7-05, section 15.5.3
2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi
Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein.
4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed
in shop, with no field welding allowed other than those supervised by a licensed deputy inspector.
5) The slab on grade is 5.5" thick with minimum 2500 psi compressive strength. Soil bearing capacity is 1000 psf.
Definition of Components
Frame
Height
Beam
Product
Beam
Spacing
Beam
Length
Front View: Down Aisle
(Longitudinal) Frame
Column
Beam to Column
Connector
Base Plate and
Anchors
Panel
Height
Frame
Depth
Section A: Cross Aisle
(Transverse) Frame
Horizontal
Brace
Diagonal
Brace
TYPE 1 SELECT-APOLLO.xls
Page 3 of /(/ 10/29/2013
Str tural
concepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: APOLLO TUKWILA WHSE
Project #: N-102113-1
Configuration & Summary: TYPE 1 SELECTIVE RACK
144"
44" 4
Seismic Criteria
Ss=1.502, Fa=1
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
**RACK COLUMN REACTIONS
ASO LOADS
AXIAL Dl= 150 /b
AXIAL LL= 5,100 /b
SEISMIC AXIAL Ps= t/- 3,465 /b
BASE MOMENT= 0 in -lb
Beam Length
3
44 in
192.0 in
5
144 in
Frame Type
Single Row
1
2
3
3,400 Ib
3,400 Ib
60.0 in
60.0 in
42.0 in
42.0 in
42.0 in
12.0 in
399 Ib
598 Ib
223 Ib 3,500 Ib
335 Ib 1,750 Ib 5,025 "# 3,451 "# 4 pin OK
8,375 "# 6,592 "#
4 pin OK
Total: 1,1961b 6701b
Notes
TYPE 1 SELECT-APOLLO.xIs
Page Y of ! y 10/29/2013
Component
Description
STRESS
Column
Fy=55 ksi
Hannibal IF3014-3x3x14ga
P=5250 Ib, M=18760 in -Ib
0.97 -OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
HMH 60130/6" Face x 0.09" thk
Lu=144 in
Capacity: 8155 Ib/pr
0.42-0K
Beam Connector
Fy=55 ksi
Lvl 1: 4 pin OK 1 Mconn=11742 in -Ib
Mcap=22664 in -Ib
0.52-0K
Brace -Horizontal
Fy=55 ksi
Hannibal 1-1/2x1-1/2x16ga
0.24-0K
Brace -Diagonal
Fy=55 ksi
Hannibal 1-1/2x1-1/2x16ga
0.29 -OK
Base Plate
Fy=36 ksi
8x5x3/8 Fixity= 0 in -Ib
0.72 -OK
Anchor
2 per Base
0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2214 Ib)
0.875 - OK
Slab & Soil
5.5" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure
0.66-0K
Level
Load
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
- _-- -
_- - _
., fl :.. 100 II, 11) Ih 5.250 Ib 18.760 "# 11,742 "# 4 pin OK
1
2
3
3,400 Ib
3,400 Ib
60.0 in
60.0 in
42.0 in
42.0 in
42.0 in
12.0 in
399 Ib
598 Ib
223 Ib 3,500 Ib
335 Ib 1,750 Ib 5,025 "# 3,451 "# 4 pin OK
8,375 "# 6,592 "#
4 pin OK
Total: 1,1961b 6701b
Notes
TYPE 1 SELECT-APOLLO.xIs
Page Y of ! y 10/29/2013
Str tura)
Joncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: APOLLO TUKWILA WHSE Project #: N-102113-1
Seismic Forces Configuration: TYPE 1 SELECTIVE RACK
Lateral analysis is performed with regard to the 2012 IBC Sec. 2208.1, 2008 RMI/ANSI MH 16.1 Sec 2.6 & ASCE 7-05 sec 15.5.3
Transverse (Cross Aisle) Seismic Load
V= Cs*Ip*Ws=Cs*Ip*(0.67*LL*PLrf+DL)
Csl= [Sds/R] * 0.67
Cs2=
Cs3=
Cs -max=
0.67'K w -per RMrommwmySaL19 Sec 21 Limit Slater Reduction nr Aso Lowing
0.1677
0.14*Sds*0.67
0.0939
[0.5*S1/R] * 0.67
0.0434
0.1677
Base Shear Coeff=Cs= 0.1677
ASD FonnatLoads
Cs -max * Ip= 0.1677
Vmin= 0.015
Eff Base Shear=Cs= 0.1677
WS= (0.67*PL,L * PL)+DL
= 7,134 Ib
Level PRODUC LOAD/LVL,PL PL*0.67*PLrf
1 3,400 Ib 2,278 Ib
2 3,400 Ib 2,278 Ib
3 3,400 Ib 2,278 Ib
vt
Transverse Elevation
Vtransv=Vt= 0.1677 * (300 Ib + 6834 Ib)
EL= 1,196 Ib
ASD Level Transverse seismic shear per upright
DL
100 Ib
100 Ib
100 Ib
hi
60 in
120 in
180 in
wi*hi
142,680
285,360
428,040
Ss= 1.502
S1= 0.518
Fa= 1.000
Fv= 1.500
Sds=2/3*Ss*Fa=
Sd1=2/3*S1*Fv=
Ca=0.4*2/3*Ss*Fa=
(Transverse, Braced Frame Dir.) R=
Ip=
PL F1=
Pallet Height=hp=
DL per Beam Lvl=
Fi
199.3 Ib
398.7 Ib
598.0 Ib
1.001
0.518
0.4005
4.0
1.0
1.0
60.0 in
100 Ib
Fi*(hi+hp/2)
17,937-#
59,805-#
125,580-#
sum: 10,200 Ib 6,834 Ib
Longitudinal (Downaisle) Seismic Load
Similarly for longitudinal seismic loads, using R=6.0
Cs1=Sd1/(T*R)= 0.0578
Cs2= 0.0939
Cs3= 0.0289
Cs -max= 0.0939
Level
1
2
3
300 Ib W=7134 Ib
856,080
1,196 Ib
1=203,322
Ws= (0.67 * PLRF2
= 7,134 Ib
Cs=Cs-max*Ip= 0.0939
*
PL) + DL
PLS= 1.0
(Longitudinal, Unbraced Dir.) R= 6.0
T= 1.00 sec
Vlong= 0.0939 * (300 Ib + 6834 Ib)
EL= 670 lb ASD Level Longit seismic shear per upright
PRODUC LOAD/LVL,PL
3,400 Ib
3,400 Ib
3,400 Ib
PL*0.67*PLrf
2,278 Ib
2,278 Ib
2,278 Ib
DL
100 Ib
100 Ib
100 Ib
hi
60 in
120 in
180 in
wi*hi
142,680
285,360
428,040
1-1
Fi
111.7 Ib
223.3 Ib
335.0 Ib
Front View
sum:
TYPE I SELECT-APOLLO.xIs
6,834 Ib
300 Ib W=7134 Ib 856,080
670 Ib
Page tj of /
10/29/2013
Str tural
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: APOLLO TUKWILA WHSE Project #: N-102113-1
Downaisle Seismic Loads
Configuration: TYPE 1 SELECTIVE RACK
Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity.
Seismic Story Forces
Vlong= 670 Ib
Vcol=Vlong/2= 335 Ib
F1= 112 Ib
F2= 223 Ib
F3= 335 Ib
Seismic Story Moments
Typical frame made
Tributary area of two columns
of rack frame \_
•"4
t
f
96 —11
Front View
Conceptual System
Side View
Typical Frame made
oftwo columns
11
1'
Top View
Mbase-max= 0 in -Ib <=== Default capacity
Mbase-v= (Vcol*hleff)/2
= 9,380 in -Ib <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 0 in -Ib PINNED BASE ASSUMED
M 1-1= [Vcol * hleff]-Mbase-eff
= (335 Ib * 56 in) -0 in -Ib
= 18,760 in -Ib
Mseis= (Mupper+Mlower)/2
hl-eff= hi - beam clip height/2
= 56 in Vcol
M 2-2= [Vcol-(F1)/2) * h2
= [335 Ib - 111.7 lb]*60 in/2
= 8,375 in -Ib
Mseis(1-1)= (18760 in -Ib + 8375 in-lb)/2 Mseis(2-2)=
= 13,567 in -Ib
(8375 in -Ib + 5025 in-lb)/2
6,700 in -Ib
Beam to Column
Elevation
Sum
mary of Forces
Mconn**
11,742 in -Ib
6,592 in -Ib
3,451 in -Ib
Beam Connector
4 pin OK
4 pin OK
4 pin OK
LEVEL
1
2
3
hi
60 in
60 in
60 in
Axial Load
5,250 Ib
3,500 Ib
1,750 Ib
Column Moment
18,760 in -Ib
8,375 in -Ib
5,025 in -Ib
Mseismic
13,567 in -Ib
6,700 in -Ib
2,513 in -Ib
Mend -fixity
2,089 in -Ib
2,089 in -Ib
2,089 in -Ib
Mconn= (Mseismic + Mend-fixity)*0.75
Mconn-allow(4 Pin)= 22,664 in -Ib
TYPE 1 SELECT-APOLLO.xIs
Page 4. of E y 10/29/2013
Str tural
Ioncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: APOLLO TUKWILA WHSE Project #: N-102113-1
Column (Longitudinal)
Configuration: TYPE 1 SELECTIVE RACK
Conforms to the requirements of Chapter C5 of the AISI Cold Formed Steel Design Manual for combined bending and axial loads.
Section Properties
Section: Hannibal IF3014-3x3x14ga
Aeff = 0.643 in^2
Ix = 1.130 in^4
Sx = 0.753 in^3
rx = 1.326 in
4f= 1.67
E= 29,500 ksi
Loads Considers loads at level 1
Iy = 0.749 in^4
Sy = 0.493 in^3
ry = 1.080 in
Fy= 55 ksi
Cmx= 0.85
Kx = 1.7
Lx = 57.0 in
Ky = 1.0
Ly = 42.0 in
Cb= 1.0
3.000 in
x
_ _.-._.-y
0.075 in
14_0.75 in
3.000 in
COLUMN DL= 150 Ib
COLUMN PL= 5,100 Ib
Mcol= 18,760 in -Ib
0.11Sds= 0.110143
0.14Sds= 0.140182
Axial Analysis
Critical load case RMI Sec 2.1, item 4: (1 +0.11Sds)DL + (1 +0.145DS)PL *0.75+EL *0.75 <= 1.0, ASD Method
Axial Load=P= (1.110143*150 Ib)+(1.140182*5100 Ib*0.75)
= 4,528 Ib
Moment=Mx= Mcol*0.75
= 18760 in -Ib * 0.75
= 14,070 in -Ib
KxLx/rx = 1.7*57"/1.326"
= 73.1
Fe= n^2E/(KL/r)max^2
= 54.5ksi
Pn= Aeff*Fn
= 26,446 Ib
P/Pa= 0.33 > 0.15
Bending Analysis
KyLy/ry = 1*42"/1.08" Fe > Fy/2
= 38.9 Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*54.5 ksi)]
Fy/2= 27.5 ksi = 41.1 ksi
Pa= Pn/4c
Qc= 1.92 = 26446 lb/1.92
= 13,774 Ib
Check: P/Pa + (Cmx*Mx)/(Max*px) <_ 1.0
P/Pao + Mx/Max <_ 1.0
Pno= Ae*Fy
= 0.643 in^2 *55000 psi
= 35,365 Ib
Max= My/Qf
= 41415 in-lb/1.67
= 24,799 in -Ib
px= {1/[1-(Qc*P/Pcr)]}^-1
= {1/[1-(1.92*4528 lb/35039 lb)]}^ -1
= 0.75
Combined Stresses
Pao= Pno/Qc
= 353651b/1.92
= 18,419 Ib
Myield=My= Sx*Fy
= 0.753 in^3 * 55000 psi
= 41,415 in -Ib
Pcr= n^2EI/(KL)max^2
= nA2*29500 ksi/(1.7*57 in)^2
= 35,039 Ib
(4528 lb/13774 Ib) + (0.85*14070 in-lb)/(24799 in-Ib*0.75) =
(4528 Ib/18419 Ib) + (14070 in-lb/24799 in -Ib) =
0.97 < 1.0, OK (EQ C5-1)
0.81 < 1.0, OK (EQ C5-2)
TYPE 1 SELECT-APOLLO.xls Page 7
10/29/2013
StrAtural
on is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
BEAM
Project: APOLLO TUKWILA WHSE
Project #: N-102113-1
Configuration: TYPE 1 SELECTIVE RACK
DETERMINE ALLOWABLE MOMENT CAPACITY
A) Check compression flange for local buckling (B2.1)
w= c - 2*t -2*r
= 1.75 in - 2*0.09 in - 2*0.09 in
= 1.390 in
w/t= 15.44
1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5
= [1.052/(4)^0.5] * 15.44 * (55/29500)^0.5
= 0.351 < 0.673, Flange is fully effective
B) check web for local buckling per section b2.3
fl(comp)= Fy*(y3/y2)= 50.15 ksi
f2(tension)= Fy*(y1/y2)= 101.91 ksi
Y= f2/f1 Eq. B2.3-5
= -2.032
k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4
= 65.81
flat depth=w= yl+y3
= 5.640 in
w/t= 62.66666667 OK
1=lambda= [1.052/(k)^0.5] * (w/t) * (f1/E)^0.5
= [1.052/(65.81)^0.5] * 5.64 * (50.15/29500)^0.5
= 0.335
be=w= 5.640 in
bl= be(3-Y)
= 1.121
b1+b2= 3.941 in
< 0.673
b2= be/2
= 2.82 in
> 1.86 in, Web is fully effective
Determine effect of cold working on steel yield point (Fva) per section A7.2
Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1)
Lcomer=Lc= (p/2) * (r + t/2)
0.212 in C= 2*Lc/(Lf+2*Lc)
Lflange-top=Lf= 1.390 in = 0.234 in
m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4)
= 0.1590
Be= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79
= 1.427
since fu/Fv= 1.18 < 1.2
and r/t= 1 < 7 OK
then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2)
= 78.485 ksi
Thus, Fya-top= 60.49 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth -Ycg)
= 117.42 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom - 2*r*-2*t
= 2.390 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.151
Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf
= 58.54 ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 30.16 ksi
if F= 0.95
Then F*Mn=F*Fya*Sx=I 59.16 in -k
Eq. B2.1-4
Eq. B2.1-1
Eq B2.3-2
(EQ A7.2-3)
6.000 in
2.75 in
1.75 in is
Beam= HMH 60130/6" Face x 0.09" thk
depth
Ix=
Sx=
Ycg=
t=
Bend Radius=r=
Fy=Fyv=
Fu=Fuv=
E=
top flange=b=
bottom flange=
Web depth=
fl(comp)
6.429 in^4
2.065 in^3
3.960 in
0.090 in
0.090 in
55.00 ksi
65.00 ksi
29500 ksi
1.750 in
2.750 in
6.000 in
Fy
@(tension)
yl= Ycg-t-r= 3.780 in
y2= depth-Ycg= 2.040 in
y3= y2 -t -r= 1.860 in
Str tural
on is
ngineering
1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Project: APOLLO TUKWILA WHSE
Project #: N-102113-1
BEAM
Configuration: TYPE 1 SELECTIVE RACK
RMI Section 5.2, PT II
Section
Beam= HMH 60130/6" Face x 0.09" thk
Ix=Ib= 6.429 in^4
Sx= 2.065 in^3
t= 0.090 in E= 29500 ksi
Fy=Fyv= 55 ksi F= 150.0
Fu=Fuv= 65 ksi L= 144 in
Fya= 60.5 ksi
Bending
Mcenter=F*Mn= W*L*W*Rm/8
W=LRFD Load Factor= 1.2*DL + 1.4*PL+1.4*(0.125)*PL RMI2.2, item 5
FOR DL=2% of PL,
W= 1.599
Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)]
1 - (2*150*144 in)/[(6*29500 ksi*6.429 inA3)+(3*150*144 in)]
= 0.964
if F= 0.95
Then F*Mn=F*Fya*Sx= 118.66 in -k
Thus, allowable load
per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W)
= 118.66 in -k * 8 * 2/(144in * 0.964 * 1.599)
= 8,554 Ib/pair
Mend= W*L*(1-Rm)/8
= (8554 Ib/2) * 144 in * (1-0.964)/8
= 2,771 in -Ib
Deflection
6.000 in
2.75 in
1.75 in ,l
Dmax= Dss*Rd
Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib)
= 1 - (4*150*144 in)/[(5*150*144 in)+(10*29500 ksi*6.429 inA4)]
= 0.957 in
if Dmax= L/180
and Dss= 5*W*LA3/(384*E*Ib)
L/180= 5*W*L^3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I*2/(180*5*L^2*Rd)
= 384*6.429 in^4*2/[180*5*(144 in)^2*0.957
= 8,155 Ib/pair
Allowable load= 8,155 Ib/pair
•
Str ural
ngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: B0B
Project: APOLLO TUKWILA WI -15E Project #: N- 102 113- I
4 Pin Beam to Column Connection
TYPE 1 SELECTIVE RACK
I he beam end moments shown herein show the result ot the maximum nduced fixed end monents torm seismic + static Toads and the code
mandated minimum value ot 1.5u/o(DL+PL)
Mconn max= (Mseismic + Mend-fixity)*0.75
= 11,742 in -Ib Load at level 1
Shear Capacity of Pin
Connector Type= 4 Pin
Pin Diam= 0.44 in Fy= 55,000 psi
Ashear= (0.438 in)^2 * Pi/4
= 0.1507 in^2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.1507inA2
= 3,315 Ib
Bearing Capacity of Pin
tcol= 0.075 in Fu= 65,000 psi
Omega= 2.22 a= 2.22
Pbearing= alpha * Fu * diem * tcol/Omega
= 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22
= 2,135 Ib < 3315 lb
Moment Capacity of Bracket
Edge Distance=E= 1.00 in
Pin Spacing= 2.0 in Fy= 55,000 psi
C= P1+P2+P3+P4 tclip= 0.18 in
= P1+P1*(4.5"/6.5")+P1*(2.5"/6.5")+P1*(0.5"/6.5")
= 2.154 * P1
Mcap= Sclip * Fbending
=0.127in^3*0.66*Fy
= 4,610 in -Ib
Pclip= Mcap/(2.154 * d)
= 4610.1 in-lb/(2.154 * 0.5 in)
= 4,281 Ib
C*d= Mcap = 2.154
Thus, P1= 2,135 lb
Mconn-allow= [P1*6.5"+P1*(4.5"/6.5")*4.5" +P1*(2.5"/6.5")2.5" +P1*(0.5"/6.5")*0.51
= 2135 LB*[6.5"+(4.5"/6.5")*4.5"+(2.576.5")*2.5"+(0.5'/6.5")*0.51
= 22,664 in -Ib > Mconn max, OK
Sclip= 0.127 in^3
d= E/2
= 0.50 in
TYPE 1 SELECT-APOLLO.xls
Page [ of 1 Y 10/29/2013
Str tural
oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB
Transverse Brace
Project: APOLLO TUKWILA WHSE
Project #: N-102113-1
Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Diagonal Member= Hannibal 1-1/2x1-1/2x16ga
Area= 0.273 in^2
r min= 0.496 in
Fy= 55,000 psi
K= 1.0
Qc= 1.92
Frame Dimensions
Diagonal Member
01.500
0.25
Horizontal Member= Hannibal 1-1/2x1-1/2x16ga
Area= 0.273 in^2
r min= 0.496 in
7 Fy= 55,000 psi
1 .500 K= 1.0
14-1.500
0.25
1 .500
1
w
Bottom Panel Height=H= 42.0 in
Frame Depth=D= 44.0 in
Column Width=B= 3.0 in
Clear Depth=D-B*2= 38.0 in
X Brace= NO
Critical load case RMI Sec 2.1, item 4: (1 +0.11Sds)DL + (1 +0.145DS)PL *0.75+EL *0.75 <= 1.0, ASD Method, DL=PL=0 for upright brace members
Vb=Vtransv= 1,196 Ib
Ldiag= [(D-B*2)A2 + (H-6")^2]^1/2
= 52.3 in
Pmax= V*(Ldiag/D) * 0.75
= 1,0661b
Pn= AREA*Fn
= 0.273 in^2 * 26208 psi
= 7,155 Ib
Pallow= Pn/Q
= 7155 Ib /1.92
= 3,726 Ib
Pn/ Pallow=
Horizontal brace
0.29 <= 1.0 OK
(kl/r)= (k * Ldiag)/r min
= (1 x 52.3 in /0.496 in )
= 105.4 in
Fe= pi^2*E/(kl/r)^2
= 26,208 psi
SINCE Fe<Fy/2,
Fn= Fe
= 26,208 psi
Tvoical Panel
Confiauration
Check End Weld
Lweld= 2.5 in
Fu= 65 ksi
tmin= 0.060 in
Weld Capacity= 0.75 * tmin * L * Fu/2.5
= 2,925 Ib OK
Pmax=V= 897 Ib
(kl/r)= (k * Lhoriz)/r min
= (1 x 44 in) /0.496 in
= 88.7 in
SINCE Fe>Fy/2, Fn=Fy*(1-fy/4fe)
= 34,564 psi
Pn/Pallow= 0.24 <= 1.0 OK
Fe= pi^2*E/(kl/r)^2
= 37,006 psi
Pn= AREA*Fn
= 0.273inA2*34564 psi
= 9,436 Ib
Fy/2= 27,500 psi
Pallow= Pn/Qc
= 9436 Ib /1.92
= 4,915 Ib
TYPE 1 SELECT-APOLLO.xIs
Page < U of 7 10/29/2013
Str tura)
concepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: APOLLO TUKWILA WHSE
Single Row Frame Overturning
Loads
Project #: N-102113-1
Configuration: TYPE 1 SELECTIVE RACK
Load case per RMI Sec 2.1, item 3: (0.6-0.11Sds)DL + (0.6-0.14Sds)PLapp*0.75 - EL*0.75
Vtrans=V= 1,196 Ib
DEAD LOAD PER UPRIGHT=DL= 300 Ib
PL PER UPRIGHT=PL= 10,200 Ib
PLapp=PL*0.67= 6,834 Ib
1st=(0.489857*DL+0.459818*PLapp*0.75)= 2,503 Ib
PL @ TOP= 3,400 Ib
DL/LvI= 100 Ib
E(Fi*hi)= 203,322 in -Ib
Total Dead Load per Bay=DL= 300 Ib
Load Case 1: Fully Loaded rack
Vtrans= 1,196 Ib
Movt= E(Fi*hi)*0.75
= 152,492 in -Ib
(0.6-0.11Sds)= 0.4899
(0.6-0.14Sds)= 0.4598
Frame Depth=D= 44.0 in
Htop-Iv1=H= 180.0 in
# Levels= 3
# Anchors/Base= 2
h= 210.0 in
hp= 60.0 in
hp
•
T
D -.I
SIDE ELEVATION
Load Case 2: Top Level Loaded Only
citical Level= 3
Mst= Wst * D/2
= 2503 Ib * 44 in/2
= 55,066 in -Ib
T= (Movt-Mst)/D
= (152492 in -Ib - 55066 in-lb)/44 in
= 2,214 Ib
Net Uplift per column
V1=Vtop= Cs * Ip * Ws
= 0.1677 * (3400 Ib)
= 570 Ib
V2=VDL= Cs*Ip*DL
= 50 Ib
Mst= (0.489857*DL+0.459818*PL*0.75) * D/2
= (100 lb*3 * 0.489857 + 3400 lb*0.459818*0.75)*44 in/2
= 29,029 in -Ib
Anchor
Pinned Base
h= 210.0 in
Movt= [V1*h + V2 * H/2]*0.75
= [570 lb*210 in +50 lb*180 in/2]*0.75
= 93,150 in -Ib
T= (Movt-Mst)/D
= (93150 in -Ib - 29029 in-lb)/44 in
= 1,457 Ib
Net Uplift per column
Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate.
Special inspection is required per ESR 1917.
Pullout Capacity=Tcap= 1,250 Ib
Shear Capacity=Vcap= 1,840 Ib
Tcap*Phi= 1,250 Ib
Vcap*Phi= 1,840 Ib
(1107 lb/1250 Ib)^1 + (299 Ib/1840 Ib)^1 =
(729 lb/1250 Ib)^1 + (143 Ib/1840 Ib)^1 =
Fully Loaded:
Top Level Loaded:
L.A. City Jurisdiction? NO
Phi= 1
1.05 <= 1.2 OK
0.66 <= 1.2 OK
-TYPE I SELECT-APOLLO.xIs
Page /( of / y IO/29/2013
Str tural
Ioncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
Base Plate
By: BOB Project: APOLLO TUKWILA WHSE
Configuration: TYPE 1 SELECTNE RACK
Project #: N-102113-1
Section
Baseplate= 8x5x3/8
Eff Width=W = 7.00 in a = 2.50 in
Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 5.00 in
Column Width=b = 3.00 in N=# Anchor/Base= 2
Column Depth=dc = 3.00 in Fy = 36,000 psi
L = 2.00 in
Plate Thickness=t = 0.375 in
Down Aisle Loads Critical load case RMI Sec 2.1, item 4: (1+0.11Sds)DL + (1+0.14SDS)PL*0.75+EL*0.75 <= 1.0, ASD Method
Axial=P= (1.110143*150 Ib)+(1.140182*5100 Ib*0.75)
= 4,5281b
Downaisle Elevation
COLUMN DL= 150 Ib
COLUMN PL= 5,100 Ib
Base Moment= 0 in -Ib
0.11Sds= 0.110143
0.14Sds= 0.140182
Mb= Base Moment*0.75
= 0 in -Ib * 0.75
= 0 in -Ib
Axial Load P = 4,528 Ib
Mbase=Mb = 0 in -Ib
Axial stress=fa = P/A = P/(D*W)
= 129 psi
Moment Stress=fb = M/S = 6*Mb/[(D*BA2]
= 0.0 psi
Moment Stress=fbl = fb-fb2
= 0.0 psi
M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2
= 0 in -Ib
5 -plate = (1)(t^2)/6
= 0.023 in^3/in
fb/Fb = Mtotal/[(S-plate)(Fb)]
0.41 OK
Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
= -1,252 Ib No Tension
Critical bad case RMt sec 2.1, Item 4: (1+0.115cfs)DL + (1+0.145D5)PL'0.75+EZ'0.75 c= 1.0, ASO Method
M1= wL^2/2= fa*L^2/2
= 259 in -Ib
Moment Stress=fb2 = 2 * fb * L/W
= 0.0 psi
M2= fb1*L^2)/2
= 0 in -Ib
Mtotal = M1+M2+M3
= 259 in-Ib/in
Fb = 0.75*Fy
= 27,000 psi
F'p= 0.7*F'c
= 1,750 psi OK
Tallow= 1,250 Ib
Cross Aisle Loads
OK
Check uplift Toad on Baseplate
Pstatic= 4,528 lb
Movt*0.75= 152,492 in -Ib
Frame Depth= 44.0 in
P=Pstatic+Pseismic= 7,993 Ib
b =Column Depth= 3.00 in
L =Base Plate Depth -Col Depth= 2.00 in
fa = P/A = P/(D*W)
= 228 psi
Sbase/in = (1)(t^2)/6
= 0.023 in^3/in
fb/Fb = M/[(S-plate)(Fb)]
= 0.72 OK
TYPE I SELECT-APOLLO.xls
Pseismic= Movt/Frame Depth
= 3,466 Ib
M= wL^2/2= fa*LA2/2
= 457 in-Ib/in
Fbase = 0.75*Fy
= 27,000 psi
Effec.
Effec. E
Pf
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
hen the base plate configuration consists of two anchor bolts looted on either side
f the column and a net uplift force exists, the minimum base plate thickness
hall be determined based on a design bending moment in the plate equal
o the uplift force on one anchor times 1/2 the distance from
he centerline of the anchor to the nearest edge of the rack column"
Page /2- of / y
Ta
Elevation
Uplift per Column= 2,214 Ib
Qty Anchor per BP= 2
Net Tension per anchor=Ta= 1,107 Ib
c= 2.00 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 1,107 in -Ib
Splate= 0.117 in^3
OK
[fb/Fb]*0.75= 0.262
10/29/2013
Str tura)
oncepts
ijEngineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: BOB Project: APOLLO TUKWILA WHSE Project #: N-102113-1
Slab on Grade
Configuration: TYPE 1 SELECTIVE RACK
slab
1HHiiiiiiihIIii1IIIIIiiiiiiiiiiiiiiliiiiiiiiiiiiiiiiiiiiiiiiiiihIii
X �I
14--c-°' �I
•-- -- y
L
SLAB ELEVATION
Base Plate
Effec. Baseplate width=B= 7.00 in
Effec. Baseplate Depth=D= 5.00 in
Column Loads
width=a= 3.00 in
depth=b= 3.00 in
DEADLOAD=DL=
PRODUCT LOAD=PL=
P -seismic= EL=
Puncture
150 Ib per column
unfactored ASD load
5,100 Ib per column
unfactored ASO load
(Movt/Frame depth)
3,465 Ib per column
unfactored ASD load
Baseplate Plan View
Concrete
Pc= 2,500 psi
tslab=t= 5.5 in
teff= 5.5 in
phi=0= 0.6
Soil
fsoil= 1,000 psf
Movt= 152,491 in -Ib
Frame depth= 44.0 in
Sds= 1.001
0.2*Sds= 0.200
midway dist face of column to edge of plate=c= 5.00 in
midway dist face of column to edge of plate=e= 4.00 in
Load Case 1) (1.2+0.2Sds*DL) + (0.85+0.2Sds*PL) + 1.5*EL RMI SEC 2.2 EQTN 5
= 1.40026*150 Ib + 1.05026*5100 Ib + 1.5*3465 Ib
= 10,764 Ib
Load Case 2) (0.9-0.2Sds)DL + (0.9-0.2Sds)*PLapp + 1.5EL RMI SEC 2.2 EQTN 6
= (0.69974*150 Ib) + (0.69974*3417 Ib) + (1.5*3465 Ib)
= 7,693 Ib
Load Case 3) 1.2*DL + 1.4*PL RMI SEC 2.2 EQTN 2
= 1.2*150 Ib + 1.4*5100 Ib
= 7,320 Ib
Effective Column Load=Pu= 10,764 Ib per column
Apunct= [(c+t)+(e+t)]*2*t
= 220.0 in^2
Slab Bending
Fpunct= 2.66*phi*sgrt(fc)
= 79.8 psi
fv/Fv= Pu/(Apunct*Fpunct)
= 0.613 < 1 OK
Pse=DL+PL+E= 10,764 Ib
Asoil= (Pse*144)/(fsoil)
= 1,550 in^2
x= (L -y)/2
= 11.9 in
Fb= 5*(phi)*(fc)^0.5
= 150. psi
L= (Asoil)^0.5
= 39.37 in
M= w*x^2/2
= (fsoil*x^2)/(144*2)
= 495.8 in -Ib
y= (c*e)^0.5 + 2*t
= 15.5 in
S -slab= 1*teff^2/6
= 5.04 in^3
fb/Fb= M/(S-slab*Fb)
= 0.656 < 1, OK
TYPE I SELECT-APOLLO.xI5
Page /3 of f `7" 10/29/2013
Strturai
V oncepts
Engineering
1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
Project: APOLLO TUKWILA WHSE Project #: N-102113-1
By: BOB
Configuration & Summary: TYPE 2 SELECTIVE RACK
Y
60"
192"
60"
192"
60"
96"
12"
42"
42"
f
42"
42" ,
X44„4
Seismic Criteria
Ss=1.502, Fa=1
# Bm Lvls
3
Frame Depth
Frame Height
# Diagonals
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 150 /b
AXL4L LL= 4,500 /b
SEISMICAXIAL Ps=+/- 3,077/b
BASE MOMENT= 0 in -lb
Beam Length
44 in
192.0 in
5
96 in
Frame Type
Single Row
Component
Column
Description
Column & Backer
Beam
Fy=55 ksi
Beam Connector
Brace -Horizontal
Brace -Diagonal
Base Plate
Anchor
None
HanniballF3014-3x3x14ga
P=4650 Ib, M=16632 in -Ib
STRESS
0.85-0K
None
None
Fy=55 ksi
HMH 41160/4.125" Face x 0.075" thk
Lu=96 in
Capacity: 5028 Ib/pr
Fy=55 ksi
Lvl 1: 4 pin OK
Fy=55 ksi
Mconn=11316 in -Ib
Hannibal 1-1/2x1-1/2x16ga
Mcap=22664 in -Ib
N/A
0.6-0K
0.5-0K
0.22-0K
Fy=55 ksi
Slab & Soil
Level I Load
Per Level
1 3,000 Ib
2 3,000 Ib
3 3,000 Ib
Hannibal 1-1/2x1-1/2x16ga
Fy=36 ksi
2 per Base
8x5x3/8
Fixity= 0 in -Ib
0.25-0K
0.5" x 3.25" Embed HILTI KWIKBOLT 17 ESR 1917 Inspection Reqd (Net Seismic Uplift=1964 Ib)
0.64 -OK
0.775 - OK
5.5" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure
Story Force Story Force Column Column Conn.
Beam Spcg Brace
I
Transv I Longit. I Axial I Moment I Moment
60.0 in 42.0 in 177 Ib 99 Ib 4,650 Ib 16,632 "# 11,316 "#
60.0 in 42.0 in 354 Ib 198 Ib 3,100 Ib 7,425 "# 6,749 "#
60.0 in 42.0 in 531 Ib 297.lb 1,550 Ib 4,455 "# 3,965 "#
42.0 in
12.0 in
0.54-0K
Beam
Connector
4 pin OK
4 pin OK
4 pin OK
Total: 1,062 Ib 594 Ib
Notes
TYPE 2 SELECT-APOLLO.xIs
Page /y of /y
10/29/2013
November 5, 2013
•
City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
Steve Flexer
Raymond Handling Concepts
3500 West Valley Hy, Suite 101
Auburn, WA 98001
RE: Incomplete Letter #1
Development Permit Application Number D13-338
Vulcan — 3314 S 116 St
Dear Mr. Flexer,
This letter is to inform you that your permit application received at the City of Tukwila Permit Center on
October 31, 2013 is determined to be incomplete. Before your application can continue the plan review
process the attached/following items from the following department(s) need(s) to be addressed:
Building Department: Allen Johannessen at 206 433-7163 if you have any questions regarding the
attached comments.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or
other documentation. The City requires that four (4) 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. Revisions must be made in person and will not be accepted through
the mail or by a messenger service.
If you have any questions, please contact me at the Permit Center at (206) 431-3670.
Sincerely,
Bill Rambo
Permit Technician
File No. D13-338
W:V'ermit CenteNncomplete Letters\2013\D13-338 Incomplete Letter #I.docx
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
Tukwila Building Division
Allen Johannessen, Plan Examiner
Determination of Completeness Memo
Date: November 5, 2013
Project Name: Vulcan
Permit #: D13-338
Plan Review: Allen Johannessen, Plans Examiner
The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting
the Department plan review process, please forward the following comments.
(GENERAL NOTE)
PLAN SUBMITTALS: (Min. size 11 x 17 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. Due to the large scale of new racks to be installed in addition to the existing racks shown, the emergency egress
paths shall be identified on the plan to show all emergency egress paths leading to the required emergency exits
are not compromised in any way. An egress plan may have been provided with another permit; however it shall
be required with this permit as well. Provide an egress plan that specifically identifies the egress paths leading
to the exits. It shall be those pathways that shall be inspected with light meters for the average 1 foot-candle
illumination required at the floor level. Emergency illuminations shall not be blocked by rack storage or other
related elements. Sufficient illumination shall be provided in the rack aisle ways. Include dimensions for the
paths of egress travel. (IBC 1006.2 & 1006.3 #1)
2. It appears some racks are placed blocking doorways to restrooms and offices. Also some exterior doorways
(west exits) appear to be blocked by new rack installation. In addition the west rack aisle would in affect create
a dead end corridor exceeding 50 feet. Please provide clarification for the blocking of doors or methods of
access provided to those rooms, exits with passageways or exits provided for dead end rack corridor. Rack
column shall also be placed to prevent blockage to rooms and exits allowing minimum required clear access.
3. Provide the square footage of the warehouse/storage.
Should there be questions concerning the above requirements, contact the Building Division at 206-431-3670. No
further comments at this time.
PERMIT COOPD COPY •
PLAN REVIEW/ROUTING SLIP
ACTIVITY NUMBER: D13-0338 DATE: 11-14-13
PROJECT NAME: VULCAN
SITE ADDRESS: 3314 S 116 ST
Original Plan Submittal X Response to Incomplete Letter # 1
Response to Correction Letter # Revision # After Permit Issued
DEPARTMENTS:
kw(' t1.211i$
Building Division
Public Works
Fire Prevention
Structural
Planning Division
n
❑ Permit Coordinator 111
DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11-19-13
Complete
Incomplete
n
Not Applicable
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED:
LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials:
TUES/THURS ROUTING:
Please Route Structural Review Required
REVIEWER'S INITIALS:
No further Review Required
DATE:
n
APPROVALS OR CORRECTIONS:
DUE DATE: 12-17-13
Approved ❑ Approved with Conditionsk." Not Approved (attach comments) n
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials:
Documents/routing slip.doc
2-28-02
• •
PLAN REVIEW%ROUTING SLIP
ACTIVITY NUMBER: D13-338
PROJECT NAME: VULCAN
SITE ADDRESS: 3314 S 116 ST
X Original Plan Submittal
Response to Correction Letter # _
DATE: 10-31-13
Response to Incomplete Letter #
Revision # After Permit Issued
DEPAR MENTS:
ding *iv' ioneig-r5 A-wG tie
Fire Prevention
Public Works
n
Structural
Planning Division
Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11-05-13
Complete
Incomplete
Not Applicable
Comments:
Permit Center Use Only 1 �^
INCOMPLETE LETTER MAILED: ` ' ' I /� LETTER OF COMPLETENES'IMAILED:
Departments determined incomplete: Bldg N. Fire Ping ❑ PW 0 Staff Initials: W�L�
TUES/THURS ROUTING:
Please Route n Structural Review Required n No further Review Required
REVIEWER'S INITIALS:
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 12-03-13
Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) n
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials:
Documents/routing slip.doc
2-28-02
•
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.tulwila.wa.us
REVISION SUBMITTAL
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: if— 1
Plan Check/Permit Number: D13-338
® Response to Incomplete Letter # 1
❑ Response to Correction Letter #
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
RECEIVED
CITY OF TUKWI{ A
NOV .14 2013
°CRAW rt R
Project Name: Vulcan
Project Address: 3314 S 116 St
Contact Person:��✓� f1 _ic &.Phone Number: 5o3-139-105.8
Summary of Revision: AS JO✓t S to 3j ,4 .)OYL,t t/ 154.1 "lax- tt
1. T. r Pe er tg2Ess s Gt{171-77, v (Sl,.te.TS Cto) 4'70174704
2A S rrlt vv -moi txr'Ts pet Slvt.e-r0'/0/ poems Ajoyedo Agi
2B -63/t T DOSS NOT -40 M4- it/Le../3& f t2 ( f0 / coPe.✓tame%
z e- /4/45-7- hsc - R vl St ern; 1- Q T�.�.I��i3 s -r
Ht��✓-4rr J. �dd� = Co Doe_
3 - SQA fierd-C6 is 1/, 267 Pee 4)W.
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by:
pEntered in Permits Plus on
\applications\forms-applications on Iine\revision submittal
Created: 8-13-2004
Revised:
RAYMOND HANDLING CONCEPTS CORP
0 Washington State Department of
Labor & Industries
1
Page 1 of 2
RAYMOND HANDLING CONCEPTS CORP
Owner or tradesperson
RAYMOND, STEPHEN
Principals
RAYMOND, STEPHEN
Doing business as
RAYMOND HANDLING CONCEPTS CORP
WA UBI No.
601 785 727
41400 BOYCE ROAD
FREMONT, CA94538
253-333-2100
Business type
Corporation
Governing persons
ALEXGABORRO
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor
License specialties
GENERAL
License no.
RAYMOHC034KB
Effective — expiration
05/02/1997 — 10/05/2015
Bond
FEDERATED MUTUAL INS CO
Bond account no.
1090263
Active.
Meets current requirements.
$12,000.00
Received by L&I Effective date
09/28/2001 07/22/2001
Insurance
Federated Mutual Ins Co $1,000,000.00
Policy no.
9045549
Received by L&I Effective date
09/03/2013 10/01/1996
Expiration date
10/01/2014
Savings
No savings accounts during the previous 6 year period.
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601785727&LIC=RAYMOHC034KB&... 12/17/2013
TiSCARENO
ASSOCIATES
Tiscareno Associates P'S
500 Union Street, Suite 926
Seattle, WA 98101
T: 206.325.3356
F: 206.701.9769
MEMBERS OF THE AMERICAN
INSTITUTE OF ARCHITECTS
EXIST. GATE
TO REMAIN
EXIST. TREES AND
LANDSCAPING
PROJECT
EXI ING FIR
HYDRANT,
F.D. ACC SS
(EXISTING PARKING)
NEW, 19' HIGH CHAIN
LINK FENCE
NEW PAIR OF
12'-0"+/-
GATES,
LOCK IN
tStA
TUKWILA
WAREHOUSE
TENANT
IMPROVEMENT
PROJECT NO. 1 3008
NEW 10%, HIGH CHAIN
LINK FENOE
REVIEWED FOR
CODE COMPLIANCE
APPROVED
NOV 2 7 2013
Ci f kwiia
BUILDING IVISION
EXISTING WAREHOUSE BUILDING
EXISTING
HYDRANT
DRAWN BY
EXISTING LOADING BAYS
EXIST. RAMP
PROPERTY LINE
10/16/13
HC/CW
PRINCIPAL IN CHARGE
JC
REVISIONS
NO. DATE
1 7/15/13 - LOCKING GATES
2 07/17/13 - GATE LOC'S
4 10/16/13 - OWNER CHANGES
EXISTING LOADING BAY
EXISTING LOADING BAYS
EXISTING FIRE HYDRANT
R'7CEIVED
CITY OF TUKWil
(EXISTING PARKING)
1 ��.�Pa
;
PERMIT CENTER
SEPARATE PERMIT
REQUIRED FOR:
$1 Mechanical
Electrical
gPlumbing
Gas Piping
The P,E, certificatirfl
herein $•)yr SCE
stogy It `( e v
OdICC
REGISTERED
ARCHITECT
PROPERTY LINE
CZ.,; of Tukwila
Iii ill..r °‘1G3 DIVISION
Engineer of Record
Structural C 4c..: p9 ..I Qiricer1frr�`
. • 1200 N, ;soars te.
•
(71.4) 6 ..«.7330
CONSTRUCTION
DOCUMENTS
SHEET TITLE
TING SITE
PLAN
REVISIONS
No changes shall be made to the scope
of work without prior approval of
Tukwila Building Division.
NOTE: I ', ;visions will require a new plan submittal
J may i:a'ude additional plan review fees, !
FLE GOOFY
441
Permit No. \-A/12 -071
Plan review approval is subject to errors and omissions.
4pproval of construction documents does not authorize
the v;oiation of any adopted code or ordinance. Receipt
of approved Held •,s1 and cot ions is acknowledged:
SHEET NO.
EXPIRES 10125!
2 9 2013
COPYRIGHT 2013 TISCARENO ASSOCIATES PS
DATE PLOTTED: REVDATE
City OflUkwila
BUILDING DIVISION
b.to33
REVIEWED FOR
CODE COMPLIANCE
APPROVED
NOV 2 7 2013
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
UC 3 1 2013
PERMIT CENTER
L
Cr
The RE, certifici.tion provided
herein by SCE, Inc. pertains to the
star be rack coax portents only. All
other componen s are otii.sidc the
)ft'his ccrti;,
T*
.digins r
Strut ral
12 seffeT
I+� •; „ J
sia
(7.1
Rec r
>'e
32.7330
OCT 2 O 2011
TO OUR CUSTOMERS:
The information on this drawing is prepared with the
intent of communicating a concept and design that is the
intellectual property of Raymond Handling Concepts Corporation.
It is not intended for other organizations not titled as a means
of quoting, designing / and or engineering alternatives.
DESIGN BY:
DESIGN FOR:
APOLLO
I— -cemeeeis
.imeleet
For assistance call: 800.675.2500
Scale:
Date: 06/24/ 13
DRAWN BY S.L.
CHECKED
riablERT 9393
9393apollov
xt�drtes..19,1,„
SHEET
REV.
DRAWING NO,
1
X13-0 3 3 8
3"
COLUMN
5"
NOTES:
USE @ ALL
COLUMN/BASE LOCATIONS TYP.
8"
2
1
3 3/8"
12 MIN.
1 1/2"
3/8"0 X 7/8" SLOT
4 PLCS
3/4"
3
DESCRIPTION BASE PLATE: 8" x 5"
DESCRIPTION COLUMN: HMH IF 3014
DESCRIPTION BRACING: HORIZ. & DIAG.
DESCRIPTION
ROW SPACER
MATERIAL
3/8" THICK PLATE
STEEL YIELD
ASTM A36, Fy=36,000 PSI
MATERIAL
STEEL YIELD
14 GAGE STEEL
ASTM A570, Fy= 55,000 PSI
MATERIAL
STEEL YIELD
16 GAGE STEEL
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ ALL HMH BRACE LOCATIONS TYP.
MATERIAL
14 GAGE
STEEL YIELD
ASTM A36, Fy = 36,000 PSI
NOTES:
ATTACH WITH (4) 3/8"0 GR. 5 BOLTS,
(2) @ EACH END
11/16'Y
5/160
SAFETY PIN
/160 GR.
55 RIVET
33/16"
4
DESCRIPTION
MATERIAL
STEEL YIELD
4 -PIN CONNECTOR
7 GAGE
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ ALL BEAM TO COLUMN CONNECTION
LOCATIONS.
192"
60"
60"
TYPE 1 SELECTIVE RACK
144"
DESCRIPTION
FRONT VIEW
STORAGE RACK ELEVATIONS
192"
6
60"
TYPE 2 SELECTIVE RACK
FRONT VIEW SIDE VIEW
1 3/4"
/
/
/
1 5/8"
DESCRIPTION 4-1/8" BEAM (HMH# 41160)
MATERIAL 16 GAGE NOTES:
`STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ ALL 96" BEAM LOCATIONS TYP
4 1/8"
6
0
BASE PLATE
F.F.
1/2"
3 1/4"
MIN. EMBED.
7
DESCRIPTION 6" BEAM (HMH# 60130)
MATERIAL 13 GAGE NOTES:
STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ ALL 144" BEAM LOCATIONS TYP.
DESCRIPTION
HILTI KWIK BOLT TZ ANCHOR
SIZE
1/2"0 x 3-1/4" MIN. EMBED.
ESR#
1917
NOTES:
SEE NOTE #4 ABOVE FOR ANCHOR
SPECS.
GENERAL PROJECT NOTES
1. DESIGNED PER REQUIREMENTS OF THE 2012 IBC, 2008 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss = 1.502, S1 = 0.518, Fa = 1.00, Fy = 1.50
Ip = 1.0 (NO PUBLIC ACCESS), Sds = 1.001, Sd1 = 0.518, OCCUPANCY CATAG. II.
SITE CLASS D, SEISMIC DESIGN CATAG. D
3. STORAGE CAPACITY:
TYPE 1 -144"BAY= 3400# PER LEVEL TYP
TYPE 2-96"BAY = 3000# PER LEVEL TYP
4. ANCHORS HILTI KWIK BOLT TZ ESR #1917 / POWER SD2 ESR #2502,
1/2"0 X 3-1/4" MIN. EMBED.
AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL.
(2) ANCHOR PER BASEPLATE TYP.
5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.
6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5.5" x 2500 PSI
7. SOIL BEARING PRESSURE 1000 PSF
8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY
WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS
LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE
INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LE
9. ALL BOLTS GR. 5 OR BETTER, INSTALL TO SNUG TIGHT FIT OR BETTER
10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR
CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WE
ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED
11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BE
TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR.
REVIEWED FOR
CODE COMPLIANCE
APPROVED
NOV 27 2013
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
OCT 3 1 2013
PERMIT CENTER
Engine ,r .)t Re:ord
Structural Cr.NIcept2 Engineering.
200 ,ertei ' ; tc. F
(714) 632.7330
a
Q1)
v
v
APOLLO TUKWItA WHSE.
3314S 116TH ST.
1
f51iHf91:i1
d13-0338
OCT 2 9 2013
JOB NO.
N-102113-1
SHEE1 NP.
SCE.1 OF 1