HomeMy WebLinkAboutPermit D15-0106 - LEGO - STORAGE RACKSGO
837SOiJTHCF.NTF.R MAIL
D15-0106
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.Tukwi[aWA.gov
DEVELOPMENT PERMIT
Parcel No: 9202470010 Permit Number: D15-0106
Address: 837 SOUTHCENTER MALL Issue Date: 6/11/2015
Permit Expires On: 12/8/2015
Project Name: LEGO
Owner:
Name:
WESTFIELD PROPERTY TAX DEPT
Address:
PO BOX 130940, CARLSBAD, WA,
92013
Contact Person:
Name:
TERRY MUNDEN
Address:
11229 SE 286 ST, AUBURN, WA,
98092
Contractor:
Name:
FISHER DEVELOPMENT INC
Address:
601 CALIFORNIA ST #300, SAN
FRANCISCO, CA, 94108
License No:
FISHED1141PT
Lender:
Name: LEGO BRAND RETAIL
Address: 555 TAYLOR RD PO BOX 1600,
ENFIELD, CT, 06083
DESCRIPTION OF WORK:
PALLET RACKING FOR PRODUCT
Phone: (253) 670-2528
Phone: (415) 468-1717
Expiration Date:
Project Valuation: $5,000.00 Fees Collected: $324.62 .
Type of Fire Protection: Sprinklers: YES
Fire Alarm: YES
Type of Construction: IIB Occupancy per IBC: M
Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA
Sewer District: TUKWILA SEWER SERVICE
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
2012
National Electrical Code:
2014
International Residential Code Edition:
2012
WA Cities Electrical Code:
2014
International Mechanical Code Edition:
2012
WAC 296-46B:
2014
Uniform Plumbing Code Edition:
2012
WA State Energy Code:
2012
International Fuel Gas Code:
2012
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering: Volumes: Cut: 0 Fill: 0
Landscape Irrigation:
Sanitary Side Sewer: Number: 0
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter: No
Permit Center Authorized Signature: Date:
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 ty*�is permit.
i
Signature: Date: 45� —
Print Na e: tf Y X/ CY V
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: 'BUILDING PERMIT CONDITIONS'
2: 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.
3: 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.
4: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
5: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage
over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic
events. The design and calculations for the anchorage or bracing shall be prepared by a registered
professional engineer licensed in the State of Washington. Periodic special inspection is required during
anchorage of storage racks 8 feet or greater in height.
6: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
7: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
11: 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" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 5.4)
9: 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 in 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)
10: Extinguishers shall be located in conspicuous locations where they will be readily accessible and
immediately available for use. These locations shall be along normal paths of travel, unless the fire code
official determines that the hazard posed indicates the need for placement away from normal paths of
travel. (IFC 906.5)
12: Maintain fire extinguisher coverage throughout.
14: 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 #2437) (IFC 901.2)
15: 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 #2437)
16: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required
for this project.
17: 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)
18: 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 315.3.1)
19: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue
spaces shall be maintained.
13: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
20: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention
Bureau at (206)575-4407.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL"
1400 FIRE FINAL
4046 SI-EPDXY/EXP CONC
*A
CITY OF TUK
Community Development Department
• Public Works Department
• Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
bV://www.TukwilaWA.P,ov
SITE LOCATION
Building Permit No. J�j ,1
Project No.
Date Application Accepted:
Date Application Expires:
(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"
King Co Assessor's Tax No.:
Site Address: 937 nw j 3•I Cy Aln.;x AitLi- Suite Number: 4?37 Floor: /
Tenant Name: L L~ G O New Tenant: ®.....Yes ET. No
PROPERTY OWNER
Name:
Address: '
1 lf.o! l ESN l�.d t✓t�.
City: State: Zip:
CONTACT PERSON — person receiving all project
communication
Name:
l t-Yi2 1Yt c/ND�
Address: a Sv. c')k - - S
City: tfVSV L IV State: A.,*6 Zip. FS740 r2
Phone: ,) s 3 ^ 6 %d p1 S Fax:
Email:
i MUNDe7A)^i H&•xiA . �l
GENERAL CONTRACTOR INFORMATION
Company Name:
Address:
g
City: S State:,zip9 y I Oe
Phone: Fax:
Contr Reg No.: Exp Date:
Tukwila Business License No.:
ARCHITECT OF RECORD
Company Name:
AltlO Ni' AA-& ,v 44 C N .
Architect Name:
Address:
17DS F. # 0&7-W
City: s� ( State: WA-. Zip: D
Phone: Fax:
Email:
ENGINEER OF RECORD
Company Name: '
Engineer Name: c7-o/IN
� GlC,
Address:
8t IDPLes �
City: /r1 t L� W tl StateG.- Zip• 5
Phone: Fax:
Email:
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: L trCo D t3 R.!}-it/1� �cyi7�! L
Address: SSS Z
City: _!* —W State: C 7 Zip: 06 o8
Sad
IpOZ
H:\Applications\Forms-Applications On Line\2012 ApplicationsV'ermit Application Revised - 2-7-12.docx
Revised: February 2012 Page 1 of 4
BUILDING PERMIT INFORMATI(
206-431-3670 10 O D '-111011
-
Valuation of Project (contractor's bid price): eExisting Building Valuation:
Describe the scope of work (please provide detailed information):
Will there be new rack storage? X .... Yes ❑ ..No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
151 Floor
6) 5647
2°d Floor
3'd 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 El ....... 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 8-112 " x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ .......On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx
Revised: February 2012 Page 2 of 4
PERMIT APPLICATION NOTES —
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
Signature: �;� -�/ ���� Date: s 1 f L_/ S
Print Name: v �/1/2 J� il%. In t/4/10 y- Day Telephone: _ cP 5' 3 —70
Mailing Address: 11 .� 35 sir P c S i . .f -V 6 VAA) iV e- �'� 0 Q 2
City State Zip
H:\Applications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx
Revised: February 2012 Page 4 of 4
0 I PUBLIC WORKS PERIVHT INF.,- AVIATION — 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 El ... Highline ❑. Renton
❑ .. Water Availability Provided
Sewer District
❑ .. Tukwila ❑ ...Valley View ❑...Renton ❑... Seattle
❑ .. Sewer Use Certificate ❑ ...Sewer Availability Provided
Septic System:
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Application (mark boxes which ap
❑ .. Civil Plans (Maximum Paper Size — 22" x 34"
❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report El.. Traffic Impact Analysis
❑ .. Bond El ... Insurance ❑... Easement(s) ❑... Maintenance Agreement(s) ❑ .. Hold Harmless — (SAO)
❑ .. Hold Harmless — (ROW)
Proposed Activities (mark boxes that apply):
❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑... Right-of-way Use - Profit for less than 72 hours
❑ .. Right-of-way Use - No Disturbance El ... Right-of-way Use — Potential Disturbance
❑ .. Construction/Excavation/Fill - Right-of-way ❑
Non Right-of-way ❑
❑ .. Total Cut cubic yards
❑ .. Total Fill cubic yards
❑ .. Sanitary Side Sewer
❑ .. Cap or Remove Utilities
❑ .. Frontage Improvements
❑ .. Traffic Control
❑ .. Backflow Prevention - Fire Protection
Irrigation
Domestic Water
El ... Work in Flood Zone
❑... Storm Drainage
El ...
Abandon Septic Tank
...
Curb Curb Cut
...
Pavement Pavement Cut
El ...
Looped Fire Line
❑ .. Permanent Water Meter Size (1) "
❑ .. Temporary Water Meter Size (1) "
❑ .. Water Only Meter Size........... "
❑ .. Sewer Main Extension............ Public ❑
❑ .. Water Main Extension............ Public ❑
FINANCE INFORMATION
Fire Line Size at Property Line
❑ .. Water ❑ .. Sewer
Monthly Service Billing to:
Name:
Mailing Address:
Water Meter Refund/Billine:
Name:
WO # (2)
WO # (2)
WO#
Private ❑
Private ❑
❑... Grease Interceptor
❑... Channelization
❑... Trench Excavation
... Utility Utility Undergrounding
WO # (3) WO #
WO # (3) WO #
❑ .. Deduct Water Meter Size "
Number of Public Fire Hydrant(s)
❑ .. Sewage Treatment
Day Telephone:
City State Zip
Day Telephone:
Mailing
City State Zip
H:Wpplications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx
Revised: February 2012 Page 3 of 4
DESCRIPTIONS
PermitTRAK
ACCOUNT
QUANTITY
PAID
$324.62
D15-0106 Address: 837 SOLITHCENTER MALL
Apn: 9202470010
$324.62
DEVELOPMENT
$315.20
PERMIT FEE
R000.322.100.00.00
0.00
$188.30
PLAN CHECK FEE
R000.345.830.00.00
0.00
$122.40
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE
$9.42
TECHNOLOGY FEE
TOTAL1
R000.322.900.04.00
0.00
$9.42
Date Paid: Monday, May 11, 2015
Paid By: TERY MUNDEN FISHER DEVELOPMENT
Pay Method: CREDIT CARD 01023G
Printed: Monday, May 11, 2015 1:00 PM 1 of 1 CI?W SY57EM5
a V�
INSPECTION RECORD
Retain a copy with permit
INS TION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Projeyt: �
Type Inspection:
Addrev ,,,I A G✓ qj
Date Called:
Special Instructions:
Date W nted:
--
a.m.
p.m.
Requester:
Phone No:
Inspector: Date,
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Eal
INSPECTION RECORD hy-
Retain a copy with permit
INIQEYION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd_, #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Pro' t:
Type of spelction:
�C
Ad iess:�jkCIV- �(
Date Called•
Special Instructions:
/i>I
Date anted: / a.m.
�" rr 1 p.m.
Requester:
U` 6
Ph vJ�: 670
Approved per applicable codes. Corrections required prior to approval.
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD`
Retain a copy with permit 1`� Is - 0Q,
INSPECTION NUMBER PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project:
r
Type of Inspection:
" A
Address: - t !
Suite #:���
Contact Person:
Special Instructions:
Phone No.:
Approved per applicable codes. Corrections required prior to approval.
i
COMMENTS:
12
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector:Z Date: ,/f� �f� Hrs.:
$100.00 REINSPECTION FEE REQUIRED. "You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn: .Company Name:
Address:
City: State: Zip:
Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113
400 Valley Avenue NE
n Suite 102
A A Construction Puyallup, WA98372
Testing Laboratories, Inc. fax253-383-8232
778
www.ctlwa.com
June 16, 2015
Fisher, Inc.
601 California Street, Ste 300
San Francisco, CA 94103
ATTN. Terry Munden
REF: Final Inspection Report for 5786
PROJECT NAME Southcenter Mall - LEGO
PROJECT ADDRESS 837 Southcenter Mall, Tukwila, WA 98118
BUILDING PERMIT # City of Tukwila D15-0106
Dear Mr. Munden:
CTL, Inc. provided special inspection and testing services for the above referenced
project. We specifically provided special inspection and testing services of the proprietary
anchors.
The specific work for which we provided special inspection for was, to the best of my
knowledge, in accordance with the approved project plans, applicable codes and the
approved engineer of record revisions.
If you have any questions regarding this final report, or if we may be of further service,
please feel free to call or email.
Sincerely Yours,
Dennis M. Smith
Operations Manager
DMS/am
cc: Mailing List
autumnm@ctlwa.com
RECEIVED
CITY OF TUKWILA
JUN 18 2015
PERMIT CENTER
JLi E
Construction lr�
Testing Laboratories, Inc. JUN 182015
Community
Development
FIELD INSPECTION REPORT C
400 Valley Avenue NE
Suite 102
Puyallup, WA 98372
253-383-8778
fax 253-770-8232
www.ctiwa.com
PAGE 1 OP 1
CLIENT
Fisher, Inc.
INSPECTION DATE OF
June 13 2015
_____________
PROJECT
TITLE
______________
- _
REPORT
NUMBER
Southcente� Mall - LEGO
01
JOBSITE
837 Southcenter Mall Tukwila WA 98118
____________
PROJECT
5786
___ADDRESS___
CONTRACTOR
NUMBER
Client
WORK
CONTRAC
PO
ORDER NO.
ORDER NOT
NO.
ORDER NO.
BUILDING
City of Tukwila D15-0106
PERMIT NO.
I arrived on the jobsite as scheduled to perform special inspection of proprietary anchors. 1
reviewed the approved plans dated 4-30-15.
The contractor installed 6 fixed shelves. Hilti Kwik Bolt TZ--CS %" 0 x3" was used for anchorage.
All bolts were installed with a minimum of 25 ft/lbs3 and met the required minimum depth of 2".
RECEIVED
CIT.. WILA
JUN
PERMIT CENTER
FIELD
REMARKS:
1 WEATHER
CONDITION
(S)
1
I 1 TEMPERATURE / TIME 1
1 . INSPECTOR 1
___
<—
F
<—
<'
CLEAR
__________
OVERCAST
PARTLY
CLOUDY
CLOUDY
RAIN
FOGGY _
SHOWERS 11
<—
_______
<—
SNOW
-------------
INDOOR (S)
COVERED
AREA
N/A 6) N/A h).
-Z1J1klly
x
N/A 0 N/A h,.
REVIEWED BY
J4-
OTHERS) 4
1 TIME BOX 1
1 START TIME 1 1 FINISH TIME b
N/A h,. N/A J„-
N/A h, N/A h,.
D.Smith
REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CONSTRUCTION TESTING LAB, INC. REPORT PERTAINS ONLY TO THE MATERIAL TESTED (rev. 08-22-2011
DATE RECD: 06-15-15
FIELD INSPECTION REPORT /Mail Merge File/ C. SWART / cc: MAIL DIST.LIST
�0000-o E C L I P S E
E N G I N E E R I N G
Structural Calculations
Steel Storage Racks
By Warehouse Rack & Shelf. LLC
PO #11537-002
LEGO
Southcenter Mall
837 Southcenter Mall
Seattle, Washington 98188
b 1S%P 10 10 (V
Prepared For:
Warehouse Rack & Shelf. LLC
132 Workman Court
Eureka. MO 63025
E C L I P S E- E N G IN E E R I N G. CO M
PR 3 0 2015
�Op,NC�'
oo� R qto
G ppP 01p15
EON
G� LNG Ow�g
RECEIVED
CITY OF TUKWILA
MAY 1 1 2015
PERMIT CENTER
Please note: The calculations contained within justify the seismic resistance of the shelving racks for
both lateral and overturning forces as required by the 2012 International Building Code. ASCE 7-10. and
RMI MH16.1 - 2012. These storage racks are not accessible to the general public.
MISSOULA WHITEFISH SPOKANE SEND
113 West Main, Sub 8, Missoula, MT 59802 1005 BakerAve., Sulte E, Whitefish, MT 59937 421 West Riverside Ave, Sub 717 Spokane, WA99M 376 SW Bluff Drive, Sub 8, Bend, OR 97702
Wane: (406) 721.5733 • Fax (406) 72149M Phone: (406) 862-3715 • Fax 4W4362a718 Plane: (509) 9217731 • Fax (508) 921-6704 Plane: (541)3W9559 • Fax (541) 312-8708
` % E I PS' E LEGO
ENGINEERING Seattle, WA
STEEL STORAGE RACK DESIGN
2012 IBC & ASCE 7-10 - 15.5.3
Design Vertical Steel Posts at Each Corner
Shelving Dimensions:
Total Height of Shelving Unit- ht := 10•ft
Width of Shelving Unit- w := 4.00•ft
Depth of Shelving Unit- d := 3 -ft Worst Case for O.T.
Number of Shelves - N := 7
Vertical Shelf Spacing -
Shelving Loads:
Maximum Live Load on each shelf is 10psf:
Weight per shelf -
Live Load on Shelf -
Dead Load on Shelf -
ht
S :_ = 20•in
N — 1
Wt:= 120•Ib
LLWt
:_ —
w-d
DL := 1.5•psf
Section Properties of Double Rivet 'L' Post :
Modulus of Elasticity of Steel -
E :=
29000. ksi
Steel Yield Stress -
Fy :=
33 • ksi
Section Modulus in x and y-
SX :=
0.04-in3
Moment of Inertia in x and y -
IX :=
0.06• in4
Full Cross Sectional Area -
AP :=
0.22. in
Length of Unbraced Post -
Effective Length Factor -
Section Properties Continued:
Density of Steel -
Weight of Post -
Vertical DL on Post -
Vertical LL on Post -
Total Vertical Load on Post -
4/2812015
RVC
plf := Ib•ft 1
psf := lb-ft 2
pcf := lb-f 3
ksi:= 1000-lb-in 2
kips := 1000.Ib
LL = 10•psf
b := 1.5-in
h := 1.5-in
ry:= 0.47-in
r, := 0.47 • in
t := 0.075 - in
hc := 1.42-in
b, := 1.42 • in
LX := S = 20.in Ly := S = 20•in Lt := S = 20•in
KX := 1.0 KY := 1.0 Kt := 1.0
psteel := 490 - pcf
Wp :=
psteel-Ap • ht
Wp
= 7.49. lb
Pd :=
DL•w..25d.N + Wp
Pd
= 38.99lb
Pi :=
LL-w..25-d•N
Pi =
2101b
Pp :=
Pd + P1
Pp
= 248.99.Ib
1
Ll PS E
E N G I N E E R I N G
Floor Load Calculations :
LEGO 4/2812015
Seattle, WA RVC
Weight of Mobile Carriage: Wc := 0•lb
Total Load on Each Unit: W := 4-Pp + WC W = 995.94lb
Area of Each Shelf Unit: Au := w•(d) A„ = 12ft2
Floor Load under Shelf: PSF := W PSF = 83-psf
Au
NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR TYPICAL RETAIL FLOOR LOADING
Find the Seismic Load
using Full Design Live Load
ASCE-7 Seismic Design Procedure:
Importance Factor -
IE := 1.0
Determine Ss and Sl from maps -
Ss := 1.455
Determine the Site Gass -
Class D
Determine Fa and F, -
Fa := 1.000
Determine SMs and SMl_
SMs = Fa - Ss
SMs = 1.455
Determine SDs and SDI_
SDs:= .SMS
3
SDs = 0.97
Structural System- Section 15.53 ASCE-7:
4. Steel Storage Racks
R := 4.0 Qo := 2
Rp := R ap := 2.5
Total Vertical LL Load on Shelf-
WI := LL-w-d
W u
Total Vertical DL Load on Shelf-
Wd := DL-w-d + 4
N
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height-
hr := 20.O-ft
Height of Rack Attachment -
z := 0 -ft
0.4.ap'SDs z �
Seismic Base Shear Factor-
Vt:= �1 + 2.—
Rp hr i
Ip
Shear Factor Boundaries-
Vtmin = 0.3•SDS•lp
Vtn,, 1.6•SDS"p
Vt := if (Vt > Vtmu, Vtmu, Vt)
Vt := if (Vt < Vtmin , Vtmin i V0
S1:= 0.542
Fv := 1.500
SMl := Fv-Sl
SM1 = 0.813
SDI := 2 ' SM1
SDI = 0.542
Cd := 3.5
Ip := 1.0
WI = 1201b
Wd = 22.28lb
((7-0" For Ground floor)
Vt = 0.242
Vtmin = 0.291
Vtm, = 1.552
Vt = 0.291
2
�Y'0 E(- U PS E LEGO 4/28/2015
r-
ENGtiNEERING Seattle, WA RVC
Seismic Loads Continued
V
For ASD, Shear may be reduced - VP := t = 0.208
1.4
Seismic DLBase Shear- Vtd := VP•Wd•N = 32.41lb
DL Force per Shelf : Fd := VP'Wd = 4.63lb
Seismic LL Base Shear- Vtl := VP'WI-N = 174.61b
LL Force per Shelf : FI := VP * Wl = 24.941b
0.67 ` LL Force per Shelf : F1.67 := 0.67-VP'WI = 16.71 lb
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions :
Condition #1: Each Shelf Loaded to 67% of Live Weight
Cumulative Heights of Shelves -
H1:= 0.0-S + 1.0•S + 2.0-S + 3.0-S + 4.0•S + 5.0-S + 6.0-S
H := H1
Total Moment at Shelf Base- Mt:= H-Wd + H•0.67•Wl
Vertical Distribution Factors for Each Shelf -
Total Base Shear - Vtotal Vtd + 0.67 -Vtl Vtotal = 149.4lb
Wd-0.0-S + WI.0.67.0.0-S
Cl := M = 0
t
F1 C1'(Vtotal) = 0
Wd-2.0-S + WI.0.67.2.0-S
C3 := M = 0.095
t
F3 C3' (Vtotal) = 14.231b
Wd •4.0•S + WI.0.67.4.0•S
C5 := M = 0.19
t
F5 C5'(Vtotal) = 28.461b
Wd.6.0-S + W1.0.67.6.0-S
C7 = 0.286
Mt
F7 := C7-(Vtotal) = 42.681b
Cl+C2+C3+C4+C5+C6+C7=1
Mt = 3593.72ft•lb
Wd' 1.0-S + W1.0.67.1.0-S
C2 := M = 0.048
t
F2 := C2-Vtotal) = 7.11lb
Wd•3.0-S+ WI.0.67.3.0-S
C4 := M = 0.143
t
F4 C4'(Vtotal) = 21.341b
Wd-5.0-S+ W1.0.67.5.0•S
C6 := M = 0.238
t
F6 C6'(Vtotal) = 35.571b
Coefficients Should total 1.0
3
r=.E( 11 PSE LEGO 412812015
ENGINEERING Seattle, WA RVC
Force Distribution Continued :
Condition #2: Top Shelf Only Loaded to 100% of Live Weight
Total Moment at Base of Shelf- Mta:= (N — 1)•S•Wd + (N — 1)•S•Wl = 1423ft•lb
Total Base Shear - Vtota12 Vtd + Fi Vtota12 = 57.361b
Wd•0.0•S+ 0•Wl•0.0•S Wd•(N — 1)•S+ W,.(N — 1)•S
Cla :_ = 0 Ctsa :_ = 1
Mta Mta
Fla Cla'(Vtotal2) = 0
Ftsa := Ctsa' (Vtotal2) = 57.361b
Condition #1 Controls for Total Base Shear
By Inspection, Force Distributionfor intermediate shelves without ILL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in Short Direction : Ms ' 4 ' 2 ' (Vtotal) = 31.12 ft • Ib
Bending Stress on Column - fbx := MS•SX 1 = 9.34•ksi
Allowable Bending Stress- Fb:= 0.6•Fy= 19.8•ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays - worst case is at the bottom bay
3
(Vtd + Vtl) S = 0.0793•in S = 252.1567
12•E•IX 0
At := 0•(N — 1) = 0.4759•in Da := 0.05•ht = 6-in
if(Ot < Da , "Deflection is Adequate" , No Good") _ "Deflection is Adequate"
Moment at Rivet Connection:
Shear on each rivet -
dr:= 0.25•in
Steel Stress on Rivet -
M
Vr := s 1.5•in = 248.99lb
V
f„ := Ar = 5.08 • ksi
r
dr2.3.14 2
Ar := 4 = 0.0491 • in
Allowable Stress on Rivet- F 0.563.58•ksi — 16.327•ksi
yr �= 2
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
4
5 EC LI PS
E LEGO 4/28/2015
ENGi1NEERING Seattle, WA RVC
Find Allowable Axial Load for Column
Allowable Buckling Stresses -
2
E
6ex.x :_ = 158.06 • ksi
Q•ex := 6ex.x = 158.06 • ksi
2
Kx • Lx 1
rx )
t. hc2 bc2
Distance from Shear Center
•
to CL of Web via X-axis
ec =
4•Ix
ec = 1.2706•in
Distance From CLWeb to Centroid -
xc :=
0.649•in — 0.5•t
xc = 0.6115•in
Distance From Shear Center
xa :=
xa + ec
xo = 1.8821•in
to Centroid -
Polar Radius of Gyration-
rc :=Trx2—
+ ry2 + xc2
rc = 1.996•in
Torsion Constant-
J :=
3 •(2•b t3 + h t3)
J = 0.00063•in4
Warping Constant-
CW:=
t•b3•h2 3•b•t+2•h•t)
(
CW=0.0339•in6
12 6•b•t+ h•t
Shear Modulus -
G :=
11300• ksi
2.E.0
�
G J + T--
at = 35.8342• ksi
AVr°2 (Kt•Lt)2
2
a:=1- X°1
rc J
Fet 1 2•0 •[((Tex + 6) — ((Tex + 6t�— 4- 0 7O'e)c
Elastic Flexural Buckling Stress- Fe := if(Fet < Qex, Fet, 6ex)
Allowable Compressive Stress -
Factor of Safety for Axial Comp. -
Fn := if Fe > FY FY 1 _ FY 1 Fj
2 4•Fe) J
12c := 1.92
P = 0.1109
Fet = 29.7168•ksi
Fe = 29.7168•ksi
Fn = 23.8385•ksi
M
r� a
E(_ Ll PSIE
LEGO
4/2812015
ENGINEERING
Seattle, WA
RVC
Find Effective Area -
Determine the Effective Width of Flange -
Flat width of Flange -
wf := b — 0.5•t
wf = 1.4625-in
Flange Plate Buckling Coefficient -
kf := 0.43
1 2 w f F
Flange Slenderness Factor-
Xf :=
Xf = 0.8969
kf t E
0.221 1
pf := 1 —
pf = 0.8414
xf ) xf
Effective Flange Width -
be := if(xf > 0.673, pf•wf, wf)
be = 1.2306•in
Determine Effective Width of Web -
Flat width of Web -
wW := h — t
wW = 1.425. in
Web Plate Buckling Coefficient-
k,, := 0.43
Web Slenderness Factor -
wwJE
XW := 12 F°
XW = 0.8739
kW t
0.221 1
pW := 1—
pW = 0.8562
xW ) %w
Effective Web Width -
he := if(xw > 0.673, pW wW, ww)
he = 1.2201-in
Effective Column Area-
Ae := t•(he + be)
Ae = 0.1838.in2
Nominal Column Capacity -
Pn := Ae. Fn
Pn = 4382lb
Pn
Allowable Column Capacity-
Pa :_
Pa = 2282lb
Qo
Check Combined Stresses -
2
E' Ix
R'
PCrx := P,rx = 42932.78lb
(Kx• Lx)2
Per = Pcrx
Per = 42932.78lb
Magnification Factor -
Qo Pp 1
a := 1 — a — 0.989
Per ) —
Cm := 0.85
—
Combined Stress:
pp Cm fbx
+ = 0.514 MUST BE LESS THAN 1.0
Pa Fb-a
Final Design: V POSTS WITH BEAM BRACKET ARE ADEQUATE FOR
REQD COMBINED
AXIAL AND BENDING
LOADS
ECLl P V LEGO 412812015
ENGINEERING Seattle, WA RVC
STEEL STORAGE RACK DESIGN - cont'd
Find Overturning Forces :
Total Height of Shelving Unit- Ht := ht = 10ft Width of Shelving Unit - w = 4ft
Depth of Shelving Unit- d = 3ft WORST CASE
Number of Shelves - N = 7 Vertical Shelf Spacing - S = 20• in
Height to Top Shelf Center of G - htop := Ht htop = 10ft
Height to Shelf Center of G - he :_ (N + 1) 2 S he = 6.6667•ft
From Vertical Distribution of Seismic Force previously calculated -
Controlling Load Cases -
Weight of Rack and 67% of LL - W :_ (Wd + 0.67 • Wi) • N W = 718.74 Ib
Seismic Rack and 67% of LL - V := Vtd + 0.67•Vti V = 149.41b
Ma := F1.0•S + F2.1•S + F3.2•S + F4•3•S + F54S + F6•5•S + F7•6•S
Mb := 0
Overturning Rack and 67% of LL-
Weight of Rack and 100% Top Shelf -
Seismic Rack and 100% Top Shelf -
Overtuming Rack and 100% Top Shelf -
Controlling Weight -
Controlling Shear -
Controlling Moment -
Tension Force on Column Anchor -
per side of shelving unit
Shear Force on Column Anchor-
Wa := Wd • N + W,
Va := Vtd + F1
Ma := Vtd •he+ FI•htop
We := if(W > Wa, W, Wa)
VC := if (V > Va, V, Va)
Mot := if(M > Ma, M , Ma)
M := Ma + Mb = 1078.97ft•lb
Wa = 275.94lb
Va = 57.36lb
Ma = 465.52ft•lb
We = 718.741b
Ve = 149.4lb
Mot = 1078.97ft•lb
T := a0t — (0.60 — 0.14•So,) • 2e
T := if(T < 0•Ib, 0•Ib, T)
Ve
2
T = 192.841b
T = 192.841b
V = 74.7lb
USE: HILTI KWIK BOLT TZ ANCHOR (or HUS-EZ w/ 2-1/2" Embed) -
USE 3/8" 0 x 2" embed installed per the requirements of Hilti
Allowable Tension Force- Ta := 1051•lb For 2500psi Concrete
Allowable Shear Force - Va = 1132•lb
5 5
S2•T )3 11 V )3 Q := 2.0 For Concrete
Combined Loading - + = 0.403
(0.7-Ta ) (0.7-Va ) MUST BE LESS THAN 1.00
7
I P
,5 EC LS
LEGO 4128/2015
EY N G f N E E R I N G
Seattle, WA RVC
FIXED BEAM DESIGN: Double Rivet Low Profile Beam
Design criteria:
Steel Yield Stress - Fy = 33 • ksi
Elasticity - E = 2.9 x 104 • ksi
Width of
Rack - "' = 4 ft
Depth of
Rack - d = 3 ft
Live Load per Wt
shelf- wii :_ =
15•plf Live Load on LL = 10•psf
2•max (w, d)
Shelves -
Dead Load on DL•min(w, d)
Shelves - wdi :=
Minimum Dist
= 2.25•plf Load Req'd - wti := wdi + wii = 17.25•plf
2
W
Total Point Load @ Center-
P := � = 60lb
2
Moments for Each Load -
wti•max(w, d)2
wdi•max (w, d)2 P.max(w d)
MW :_ = 23ft•lb
12
MP :_ + = 33ft•lb
12 8
Maximum Design Moment-
M := max(Mp, MW) = 33ft•lb
Lateral Momentfrom Post-
MS = 31.1 ft•lb
Shear for Each wti•max(w, d)
wdi•max (w, d) P
Load - VW.—
= 34.51b VP := + — = 34.51b
2
2 2
Maximum Design Shear-
V := max(Vp , VW) = 34.5lb
Allowable Shear Stress -
F„ := 0.4 • Fy = 13.2 • ksi
Allowable Bending Stress -
Fb := 0.66• Fy = 21.78• ksi
Section Properties: Double Rivet Beam
A:= 0.250•in2
S:= 0.098•in3 1:= 0.072•in4
Actual Shear Stress -
Actual Bending Stress -
V fv
fV :_ — = 0.138 • ksi — = 0.01
M + MS fb
OK fb :_ = 7.852 • ksi — = 0.361 OK
A Fv
S Fb
Deflections for Each -
wti•max(w, d)4
wdi-max (w, d)4 P.max(w, d)3
Aw := = 0.01 • in
Op +
384•E•I
384•E•I 192•E•I
Total Load Deflection - 0 :=
max(Ap, Ow) = 0.018•in max d) = 2698 OK
A
0
Double Rivet Low Profile
Beam is Adequate
8
z%105 E Ll E LEGO
ENGINEERING Seattle, WA
Connection from Steel Racks to Wall
Seismic Analysis Procedure perASCE-7 Section 13.3.1:
Average Roof Height-
hr = 20ft
Height of Rack Attachments -
zb := 2 + ht = loft At Top for fixed
racks connected to walls
0.4 ap sos zb 1
Seismic Base Shear Factor-
Vt := 1 + 2
Vt = 0.485
Rp hr J
Ip
Shear Factor Boundaries-
Vtmin := 0.3'SoS'lp
Vtmin = 0.291
Vtmax := 1.6' SoS' 1p
Vtmax = 1.552
Vt := if (Vt > Vtmax Vtmax , Vt)
Vt := if (Vt < Vtmin Vtmin , V0
Vt = 0.485
Seismic Coefficient -
Vt = 0.485
Number of Shelves -
N = 7
Weight per Shelf-
Wt = 120lb
Total Weight on Rack -
WT := 0.667.4 • Pp
WT = 664.29 lb
0.7•Vt.WT
Seismic Force at top and bottom -
TV :=
TV = 112.76lb
2
Connection at Top:
Standard Stud Spacing- Sstud := 16-in
Width of Rack - w = 4 ft
Number of Connection Points - Ne := floor w NC = 3
on each rack Sttud
T
Force on each connection point - FC :_ F,; = 37.591b
Ne
Capacity per inch of embedment- Ws := 135. lb
in
Required Embedment- ds := Fe ds = 0.278-in
For Steel Studs: Ws
Pullout Capacity in 20 ga studs - per Teo := 84- Ib For #10 Screw - per Scafco
Scafco
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE
4/28/2015
RVC
9
-WUSGS Design Maps Summary Report
User -Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.457470N, 122.25824°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
r -
5mi
5000m
f
900 s4s -�
509 R`
B
4
- mapquest
USGS-Provided Output
m
KIS
DelnescOOapQue3t
Mon
NOPTH
A M E R I C A
02015'Up' O MapQuest
Ss = 1.455 g Sr,s = 1.455 g Sos = 0.970 g
Sl = 0.542 g S,1 = 0.814 g Sol = 0.542 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRV building code reference document.
MCER Response Spectrum Design Response Spectrum
1.65 1.10
1.50 1.0D
1.35 0.90
--
1.20-- 0.60
1.05 0.7D
Wi 0.90 0.60
v
to 0.75 N 0.50
0.60 0.40
0.45 0.30
0.30 0.20
0.15 0.10
0.00 0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00
Period, T (sec) Period, T (sec)
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of
the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
www.hiltims
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Specifier's comments:
Eclipse Engineering. Inc
Page:
Project:
Sub -Project I Pos. No.:
Date:
I I WE ;n
Profis Anchor 2.4.7
1
Hilti HUS-EZ Anchor
Anchor Capacity
5/21 /2014
1 Input data
.._
Anchor type and diameter:
KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2) `
Effective embedment depth:
hef = 1.860 in.. hnom = 2.500 In.
Material:
Carbon Steel
Evaluation Service Report:
ESR-3027
Issued I Valid:
3/1/2014 1 12/1/2015
Proof:
design method ACI 318 / AC193
Stand-off installation:
- (Recommended plate thickness: not calculated)
Profile:
no profile
Base material:
cracked concrete. 2500. f� = 2500 psi; h = 4.000 in.
Reinforcement:
tension: condition B. shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C. D. E. or F)
yes (D.3.3.5)
Geometry [in.] & Loading [lb, in.lb]
,X
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor (c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan
www.hilti.us
Profis Anchor 2.4.7
Company: Eclipse Engineering. Inc Page: 2
Specifier: Project: Hilti HUS-EZ Anchor
Address: Sub -Project I Pos. No.: Anchor Capacity
Phone I Fax: Date: 5/21/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values [Ib] Utilization
Loading Proof Load Capacity PN / Pv 1%] Status
Tension Concrete Breakout Strength 300 1051 29 / - OK
Shear Pryout Strength 100 1% 1132 - / 9 OK
Loading
Convert to ASD =
3 Warnings (Multiply by 0.7
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
Utilization gN.v [%] Status
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles. formulas and
security regulations in accordance with Hilti's technical directions and operating. mounting and assembly instructions. etc.. that must be strictly
complied with by the user. All figures contained therein are average figures. and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore. you bear the sole responsibility for the absence of errors. the completeness and the relevance of the data to be put in by you.
Moreover. you bear sole responsibility for having the results of the calculation checked and cleared by an expert. particularly with regard to
compliance with applicable norms and permits. prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors. the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange for the
regular backup of programs and data and. if applicable. carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software. you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences. such as the recovery of lost or damaged data or
programs. arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor (c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilt! AG. Schaan
www.hilti.us Profis Anchor 2.4.7
Company: Eclipse Engineering. Inc Page: 1
Specifier: Project: Hilti KB-TZ Anchor
Address: Sub -Project I Pos. No.: Anchor Capacity
Phone I Fax: Date: 5/30/2014
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) wr;-•`.
Effective embedment depth: hef = 2.000 in.. h„= = 2.313 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2013 1 5/1/2015
Proof: design method ACI 318 / AC193
Stand-off installation: - (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete. 2500. fc' = 2500 psi; h = 4.000 in.
Reinforcement: tension: condition B. shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C. D. E. or F) yes (D.3.3.5)
Geometry [in.] & Loading [lb, in.lb]
Z
w
8t
fs
,X
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor (c) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan
www.hilti.us
I I ELlp 0
Profis Anchor 2.4.7
Company: Eclipse Engineering. Inc Page: 2
Specifier: Project: Hilti KB-TZ Anchor
Address: Sub -Project I Pos. No.: Anchor Capacity
Phone I Fax: Date: 5/30/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values [lb] Utilization
Loading Proof Load Capacity YN / Pv [%] Status
Tension Pullout Strength 300 1107 28 / - OK
Shear Concrete edge failure in direction y+ 100 /%1156 - / 9 OK
Loading
Convert to ASD =
3 Warnings (Multiply by 0.7
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
Utilization ON.V [%] Status
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles. formulas and
security regulations in accordance with Hilti's technical directions and operating. mounting and assembly instructions. etc.. that must be strictly
complied with by the user. All figures contained therein are average figures. and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore. you bear the sole responsibility for the absence of errors. the completeness and the relevance of the data to be put in by you.
Moreover. you bear sole responsibility for having the results of the calculation checked and cleared by an expert. particularly with regard to
compliance with applicable norms and permits. prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors. the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange for the
regular backup of programs and data and. if applicable. carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software. you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences. such as the recovery of lost or damaged data or
programs. arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROMS Anchor (c ) 2003-2009 Hilt! AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan
City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
May 21, 2015
TERRY MUNDEN
11229 SE 286 ST
AUBURN, WA 98092
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D15-0106
LEGO - 837 SOUTHCENTER MALL
Dear TERRY MUNDEN,
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 following departments:
FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments.
!) No description of the product was included in the submittal. It is assumed that the product will be Lego parts
which are classified as Group A non -expanded plastics. It is unclear if the product will be cartoned or non-cartoned.
The ceiling height is also not known as well as the total storage height.
2) Per NFPA 13, table 13.2.1, storage of Group A non -expanded plastics above 5 ft. is not permitted with the
existing ceiling sprinkler density of ordinary hazard group 2. Any storage above 5 ft. in height will require a
density of at least extra hazard group 1 depending upon additional details.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail
or by a messenger service.
If you have any questions, I can be reached at 206-431-3655.
Sincerely,
Bill Rambo
Permit Technician
File No. D15-0106
49nn C�-_ 7---_-`--- A__.i_.. __J V-.1._ Ulnn T_.1_..]1_ IIL_1_t---. ___ noloo - — __-- It n! "1 o. 1 - r 1-1 .11 1—
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D15-0106 DATE: 6/8/15
PROJECT NAME: LEGO
SITE ADDRESS: 837 SOUTHCENTER MALL
Original Plan Submittal Revision # before Permit Issued
X Response to Correction Letter # 1 Revision # after Permit Issued
DEPARTMENTS:
Building Division ❑
Public Works ❑
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
REVIEWER'S INITIALS:
Ftre Prevention
Structural ❑
Planning Division ❑
Permit Coordinator ❑
DATE: 6/9/15
Structural Review Required
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 7/7/15
Approved ❑ Approved with Conditions I
Corrections Required ❑
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Denied ❑
(ie: Zoning Issues)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
1CI
12/18/2013
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D15-0106 DATE: 05/11/15
PROJECT NAME: LEGO
SITE ADDRESS: 837 SOUTHCENTER MALL
X Original Plan Submittal
Response to Correction Letter #,
DEPARTMENTS:
nv � �u G �1
Building Division
Public Works ❑
PRELIMINARY REVIEW:
Not Applicable ❑-
(no approval/review required)
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Approved ❑
Corrections Required �ir
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Revision # before Permit Issued
Revision # after Permit Issued
.41A Cow
Fire Prevention Planning Division ❑
Structural ❑ Permit Coordinator a
DATE: 05/12/15
Structural Review Required ❑
DATE:
DUE DATE: 06/09/15
Approved with Conditions ❑
Denied ❑
(ie: Zoning Issues)
DATE:
Permit Center Use Only l
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire N7— Ping ❑ PW ❑ Staff Initials:
12/18/200
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: its
REVISION SUBMITTAL
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fav, etc.
Date: _ Plan Check/Permit Number: D 15 —0106
❑ Response to Incomplete Letter #
® Response to Correction Letter # 1 RECEIVED
❑ Revision # after Permit is Issued crrvOFTuKVnu!!++ +�
❑ Revision requested by a City Building Inspector or Plans Examiner )JVN D 8 2015
PERA41T Cf.AtT�A
Project Name: Lego
Project Address: 837 Southcenter Mall
Contact Person: Al ✓tiWc�r/ Phone Number:
Summary of Revision:
.ski ig�� ,�i �4,��s hsyo = ��►� Tj��
/E& d"
1 Le- ufi L� /^ D
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by: AA
® Entered in TRAKiT on
g9w--
\applications\forms-applications on line revision submittal
Created: 8-13-2004
Revised:
FISHER DEVELOPMENT INC
Page 1 of 2
Home lnicio en lspan"ol Contact.
Safety
4nWashington State Department of
Labor & Industries
FISHER DEVELOPMENT INC
Owner or tradesperson
Principals
FISHER, ROBERT S
FISHER, JAMES R
FISHER, ANN C
MORESCO,ROBERT
ALFARO, DENNIS
(End: 01 /01 /1980)
Doing business as
FISHER DEVELOPMENT INC
WA UBI No.
600 170 375
License
Search L&I
A -I Index Help My Secure lA'1l
Claims & Insurance Workplace Rights Trades & Licensing
601 CALIFORNIA STREET STE 300
SAN FANCISCO, CA94108
416-228-3047
Business type
Corporation
Governing persons
ALEX
FISHER
ANN FISHER;
ROBERT FISHER;
ROBERT MORESCO;
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
...........................................................................
Meets current requirements.
License specialties
GENERAL
License no.
FISHED1141PT
Effective — expiration
10/30/1986— 03/05/2016
Bond
................
INTERNAT'L FIDELITY INS CO
$12,000.00
Bond account no.
0442275
Received by L&I
Effective date
04/17/2008
05/21 /2008
Expiration date
Until Canceled
Insurance
Hartford Fire Ins Co $1,000,000.00
Policy no.
57UENQT7115
Received by L&I Effective date
12/08/2014 12101 /2013
https:Hsecure.lnima.gov/verify/Detail.aspx?UBI=600170375&LIC=FISHEDI141PT&SAW= 06/11/2015
(D'
L-POST
14 GA.
POST
ti3�$
®T-POST
14 GA.
CARRIAGE AND TRACK ASSEMBLY
NOTE:
RETAIL SHELVES SHALL BE RESTOCKED BY HAND, DO NOT USE A
FORKLIFT OR OTHER MECHANIZED LOADER TO STOCK SHELVES.
BACK TO BACK UNITS, WHERE OCCURS, SHALL BE BOLTED TOGETHER
WITH 114"0 BOLTS AT 24" O.C. ALONG THE LENGTH OF THE POST.
36" - 48" 48" /48„
FIXED SHELVING
4\1P4
� s
13132"
�J
114"0 RIVET
14 GA.
DOUBLE RIVET
1 °DRB" BEAM AT BASE OF UNITS
4--M0BIL-E-UNITS WILL NOT BE USED
2V' 36" OR 48"
WALL -SUPPORTED FREE-STANDING
SIDE VIEWS
s-A -
r
BLP BEAM"
ti
11 GA
N
a
a
N 114"0 RIVET
tis\tip
DOUBLE RIVET
LOW PROFILE
IWICAMS; HAHE1JvEf 11I146
O'
f`
a
GIJEAR✓R,IW,B REOI III2EPiI %S:
1N A%C�It1'JAWE'WITH ANSI
l+Fa.l
TOILE7'ROOM ("
-
J
WALL P9ttlA'lY1 U FIi2E
L0.4, GMJ
ERCitPYll[5HEF2.GIIV31NEi, 5Ef;
EI>NtIEt1.Ir1: NOrE !!3'
6AL. N<TTt >f5'
PARTIAL FLOOR PLAN Fr SHELVING
NOTE: HILTI HUS-EZ W1211211 EMBEDMENT
IS AN APPROVED ALTERNATE TO REPLACE
KWIK BOLT TZ (SEE GENERAL NOTE NO. 3).
III I 4
III I oFFs``� GN`
III I P �\_�A.��s,� ,o
�O\� U 114"0 X 1" SCREW
i
III o z W a N
Iz� LL
1 4 I .-1 CD o o
LLI
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s� LLJ
d
ti sc
d3jB9 ��
1
"T" POST COL. B.PL "L" POST COL. B.PL. SHELVING LOAD ON
2-318"0 ANCHOR BOLTS 1-318"0 ANCHOR BOLT SLAB — lUU Sf MAX
2" EMB: (FOR KWIK BOLT TZ) 2" EMB. (FOR KWIK BOLT TZ) — p
2-1/2" EMB. (FOR HUS-EZ) 2-1/2" EMB. (FOR HUS-EZ)
3 BASE PLATE (FIXED UNITS) 4
NOTE: THE SHELVING SHALL BE ATTACHED
EXISTING WALL Pen"It No. ► / ^
TO THE EXISTING WALL STUDS AND COVER l/
CONCRETE SLAB. NO NEW STUDS OR
STUD WALLS ARE REQUIRED. WALLING STUD Plan review approval is subject to errors and omissions.
Approval of construction documents does not authorize
t MIN. V' the violation of any adopted code or ordinance. Receipt
EMBED. of approved Field Copy and c0 ItiO s Is nowledged:
PLAN VIEW - STEEL STUD WA L
"
#10 TEK SCREW AT
EACH WALL STUD SHELF BEAM e' _.�•.•��.�...,..�.�..,.�..�,..
-TYP. -REF. DETAIL 2 Cky d Tukwila
BUILDING DIVISION
MIN.1"
EMBED.
— - _— MOBILE UNITS WILL NOT BE USED -
PLAN VIEW - WOOD STUD WALL EXISTING WALL
COVER
EXISTING STUD
WALL
REVISIONS
SHELVING POST 4-----EXISTING STUD WALL No changes all be made to the. scope
of work without prior approval of
SHELF BEAM Tukwila Building Division.
-REF. DETAIL 2 4 tN.1" EMBED.
INTO STUD WALL NOTE: Revisions will require a new plan submittal
Q and may include additional plan review fees.
NOTES:
1. CONTRACTOR SHALL FIELD VERIFY MINIMUM SIZE, SPACING, AND GAUGE OF EXISTING WALL STUDS.
2. CONTACT ENGINEER OF RECORD IF THERE IS A DISCREPANCY.
3. MINIMUM STEEL WALL STUD SIZE = 362S125-30 (3-518"X1-114"X20 GA.).
4. MINIMUM WOOD WALL STUD SIZE = 2x4.
5. MAXIMUM WALL STUD SPACING =16" o.c. FOR STEEL OR WOOD STUDS.
6. MAXIMUM WALL STUD HEIGHT =16'-0" ABOVE FINISHED FLOOR:
5 WALL CONNECTION 6 FOOT BRAKE 7
NOTES: EARTHQUAKE DESIGN DATA:
1) DESIGN OF STEEL STORAGE SHELVING AS SHOWN BY THESE DRAWINGS AND CALCULATIONS a) Seismic ImportanceFactor, IE =1.0
ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE IBC2012, ASCE 7-10, AND RMI36.1-2012. Occupancy Category II - Not open to the public
2) STEEL FOR ALL SHAPES IS Fy = 36 KSI, ASTM A101112 GR 36 (EXCEPT AS NOTED) b) Mapped Spectral Response Accelerations,
3) ALL ANCHORS ARE HILTI KWIK BOLT TZ (ESR-1917) OR HILTI HUS EZ (ESR-3027) Ss =1.455 and S1= 0.542
(SPECIAL INSPECTION REQUIRED REFERENCE SCHEDULE BELOW) c) Site Class = D (Assumed)
4) EXISTING CONCRETE SLAB = MIN. 4" THICK SLAB -ON -GRADE WITH F'c = 2500 PSI AND 500 PSF d) Spectral Response Coefficients,
SOIL BEARING PRESSURE
_ 5) STORAGE SHELVING CAPACITIES: 10 PSF PER SHELF PER LEVEL SDS = 0C70 and SDI = 0.542
F 0� 6) ALL SHELVING INSTALLATIONS AND SHELVING MANUFACTURED IN WITH THIS e) Seismic Design Category = D
RE �D STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT fl Basic Seismic -Force -Resisting System(s) -
ODF CO PLAQUE, PLAQUE, EACH NOT LESS THAN 50 SQUARE INCHES IN AREA SHOWING THE MAXIMUM Nan -Building Structures, Steel Storage Racks
O JED PERMISSIBLE UNIT LOAD PER LEVEL
�E�� g} Design Base Shear =150 Ib
qC 7) ALL SHELVING SHALL BE IN COMPLIANCE WITH THE CURRENT RMI MH16.1 h) Seismic Response Coefficient, Vt = 0.208
y 11 `N Z� 1a 8) THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN THE TOP i) Response Modification Factors, R = 4.0
JU OF THE STORED MATERIAL AND THE CEILING SPRINKLER DEFLECTORS
9) THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBLIC j) Redundancy Factor, p =1.0
111�
10) SHELVING UNITS MAXIMUM "OUT-OF-PLUMBNESS" SHALL BE 0.500 INCH IN 10 FT. k) Analysis Procedure per ASCE 7-10, See.15.5.3
City G DNIS101q
t'It-1E OL06K PROVIMP SY
O1^1IIER, REA4,M:€4EIOWT A.T-40A
XF.F, MARL: Sim mpf :Imo'
IMUS lll�
�jU1L�
STATEMENT
OF SPECIAL INSPECTION
VERIFICATION AND INSPECTION
CONTINUOUS
PERIODIC
HILTI KWIK BOLT TZ - ESR 1917
HILTI HUS-EZ - ESR 3027
INSPECTED BY
CONFIRM ANCHOR TYPE
X
3/8" DIA x 3" LONG - PER SECTION
3/8" DIA x 3" LONG - PER SECTION
SPECIAL
4.4, 7.0, FIGURE 2,3
4.4, 5.2, TABLE 1
INSPECTOR
CONFIRM CONCRETE
X
MINIMUM 2500 PSI
MINIMUM 2500 PSI
COMPRESSIVE STRENGTH
CONFIRM CONCRETE
X
4" MINIMUM
4" MINIMUM
THICKNESS
HOLE DIAMETER
X
3/8" DIA x 3" LONG - PER SECTION
3/8" DIA x 3" LONG - PER SECTION
SPECIAL
4.4, 7.0, FIGURE 2,3
4.3, 4.4, FIGURE 4A
INSPECTOR
CLEAN OUT OF HOLE
X
BULB/BLOW OUT - PER SECTION
BULB/BLOW OUT - PER SECTION
SPECIAL
4.3, 4.4
4.3, 4.4 -
INSPECTOR
MINIMUM ANCHOR SPACING
X
2.25'.' - PER SECTION
2.25" - PER SECTION
SPECIAL
4.4, TABLE 3
4.4, 5.7, TABLE 2
INSPECTOR
MINIMUM EDGE DISTANCE
X
2.5" - PER SECTION
1.5" - PER SECTION
SPECIAL
4.4. TABLE 3
4.4. 5.7. TABLE 2
INSPECTOR
ANCHOR EMBEDMENT
X
2-2.25" - PER SECTION
2.5" - PER SECTION
SPECIAL
4A, TABLE 1, 3
4.3. 4.4. 5.2, TABLE 2, 3
INSPECTOR
TIGHTENING TORQUE
X
23-25 FT-LBS - PER SECTION
40 FT-LBS - PER SECTION
SPECIAL
4.3, 4A, TABLE 1
4.3, 4.4, TABLE 2
INSPECTOR
Note: Inspection to be completed
by a 3rd party Inspector
X
GENERAL NOTES
RECEIVED
CITY OF TUKWILA
MAY 11. 2015
PERMIT CENTER
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PROJECT #: 15-04-267
DATE: 4-30-2015
SHEET
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