HomeMy WebLinkAboutPermit D18-0113 - INDUSTRIAL REVOLUTION - STORAGE RACKSINDUSTRIAL REVOLUTION
5835 SEGALE PARK C DR
D18-0113
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.gov
3523049115
5835 SEGALE PARK C DR
DEVELOPMENT PERMIT
Project Name: INDUSTRIAL REVOLUTION
Permit Number: D18-0113
Issue Date: 5/29/2018
Permit Expires On: 11/25/2018
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
SEGALE PROPERTIES LLC
PO BOX 88028 , TUKWILA, WA, 98138
CHRIS LING
9800 40TH AVE S , SEATTLE, WA,
98118
ENGINEERED PRODUCTS, A PAPE CO
9800 40TH AVE S , SEATTLE, WA,
98188
ENGINPC931C0
INDUSTRIAL REVOLUTION
5835 SEGALE PARK C DR , TUKWILA,
WA, 98188
Phone: (206) 394-3327
Phone: (206) 394-3300
Expiration Date: 2/20/2019
DESCRIPTION OF WORK:
INSTALLATION OF SELECTIVE STYLE RACKING
Project Valuation: $70,000.00
Type of Fire Protection: Sprinklers:
Fire Alarm:
Type of Construction: VB
Electrical Service Provided by: TUKWILA
Fees Collected: $2,100.78
Occupancy per IBC: S-2
Water District: HIGHLINE
Sewer District: TUKWILA
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
International Fuel Gas Code:
2015
2015
2015
2015
2015
National Electrical Code:
WA Cities Electrical Code:
WAC 296-46B:
WA State Energy Code:
2017
2017
2017
2015
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
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 regula 'r: con i�ction or the performance of work. I am authorized to sign and obtain this
development ger it - afire; the coir ditions attached to this permit.
Signatur •: /
Print Name: (/i'/ /i 5 <�
Date: < �L c�
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: ***ELECTRICAL PERMIT CONDITIONS***
2: A copy of the electrical work permit shall be posted or otherwise made readily accessible to the Electrical
Inspector at each work site.
3: Approved plans shall be maintained at the construction site and shall be readily available to the Electrical
Inspector.
4: All electrical work shall be in accordance with NFPA 70 - NEC, and requirements for electrical installations,
Chapter 296-46B WAC and the Washington Cities Electrical Code.
5: When any portion of the electrical installation is to be hidden from view by permanent placement of parts
of the building, such equipment shall not be concealed until it has been inspected and approved by the
Electrical Inspector.
6: The issuance of an electrical work permit shall not be construed to be a permit for, or an approval of, any
violation of the provisions of the electrical code or other ordinances of the jurisdiction. Permits or related
documentation that presumes to grant this authority are therefore not valid.
7: Any change in the scope of work described by the electrical work permit shall require additional work
permits. Where approved plans have been issued, revisions to the plans and additional review may be
required.
8: ***BUILDING PERMIT CONDITIONS***
9: 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.
r 1
10: 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.
11: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17,
Table 1705.3.
12: 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.
13: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap
the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks,
wells, and other excavations. Final inspection approval will be determined by the building inspector based
on satisfactory completion of this requirement.
26: TO SCHEDULE ALL FIRE INSPECTIONS CALL 206-575-4407.
17: 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)
14: 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)
15: 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)
16: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached
that indicates the month and year that the inspection was performed and shall identify the company or
person performing the service. Every six years stored pressure extinguishers shall be emptied and
subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire
extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher
service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3)
18: Maintain fire extinguisher coverage throughout.
20: 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)
19: 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)
21: 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)
22: 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)
23: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue
spaces shall be maintained.
24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
25: 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
4_.
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
f1
•
Building Permit No. l ` 0 113
Project No.
4-)3-f
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**
SITE LOCATION
King Co Assessor's Tax No.:
Site Address: 5.3 6E61P00for G Suite Number: Floor:
Tenant Name: 1 IYO LST,f- AL" -
PROPERTY OWNER
Name: C iv:%. 1....;,,,s
Name: prl
re pIGci:c5 LL -l -
Address: FO .SOK.
D gOa'r
City: "r tt....A tt
State: W A Zip: 41$13$
T� 1 l6
CONTACT PERSON - person receiving all project
communication
Name: C iv:%. 1....;,,,s
Address: etEop,J1 O � S
-
State:, Zip: It ii
City: �th&
Phone: Fax:
?Ay 3n 1 Fax: 906 S-7 S' to 4 8- b
Email: 6441..,s L l: cPO FVJi • Ca -.----
GENERAL CONTRACTOR INFORMATION
Company Name:eAt p
Address: q ij0 es
A6 S
City State Zip: cis,/ i g
{{
(i�
Phone0. ��X
�3p.'� Fax: - /
Contr Reg No.:60iAlp4 %31Ct7Exp Date: elin'rq
Tukwila Business License No.: /001D0
H:\Applications\Porms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
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New Tenant: ❑ Yes
ARCHITECT OF RECORD
Company Name: sir Jam' `
vT E,•.3„i"S
i
Engineer Name:
IM,wwbQ L I O Zdr)
Company Name:
City: L.A 1/62.4 State: 1. Zip: gasp
Phone gito 1/c1 Fax: - o Ivuo 1 Ivo
Architect Name:
r/
t.City:
T� 1 l6
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Company Name: sir Jam' `
vT E,•.3„i"S
i
Engineer Name:
IM,wwbQ L I O Zdr)
Address: N1 VV 104h ork
City: L.A 1/62.4 State: 1. Zip: gasp
Phone gito 1/c1 Fax: - o Ivuo 1 Ivo
Email:
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: / /VOlrl- S Pre {
(--(UJL JS -7-c^
Address: z.s- <,r-7>
C
6 ipn(�L--bf
r/
t.City:
T� 1 l6
State: A_ Zip:9 q
I
Page 1 of 4
BUILDING PERMIT INFORMATION — 206-431-3670
Valuation of Project (contractor's bid price): $ 70 �J
Existing Building Valuation: $
Describe the scope of work (please provide detailed information):
A 1730—Ano✓- 0e Se -t4 - vr( 61..Eke. Qac&k-t/lS
Will there be new rack storage? JYes
❑.. 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
❑ 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 ApplicationsWermit Application Revised - 8-9-1 I.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
1n 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
❑ 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 ApplicationsWermit Application Revised - 8-9-1 I.docx
Revised: August 2011
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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 0 'N ' O : THO E GENT:
Signature: Date: (, 01-)t
Print Name: Day Telephone: 3'?
Mailing Address: C/ /1— / & ` ( /rE
State Zip
H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
bh
City
Page 4 of 4
Receipt Number ."
R14603
DESCRIPTIONS
PermitTRAK
ACCOUNT
QUANTITY `
PAID
$1,284.58
D18-0113 Address: 5835 SEGALE PARK C DR Apn: 3523049115 $1,284.58
DEVELOPMENT $1,223.62
PERMIT FEE
R000.322.100.00.00
0.00
$1,219.12
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE $60.96
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R14603
R000.322.900.04.00 0.00 $60.96
$1,284.58
Date Paid: Tuesday, May 29, 2018
Paid By: ENGINEERED PRODUCTS
Pay Method: CHECK 051873
Printed: Tuesday, May 29, 2018 2:11 PM 1 of 1
s , SYSTEMS
Cash Register Receipt.
City of Tukwila
DESCRIPTIONS
PermitTRAK
ACCOUNT
QUANTITY
PAID
$816.20
D18-0113 Address: 5835 SEGALE PARK C DR
Apn: 3523049115
$816.20
Credit Card Fee
$23.77
Credit Card Fee
R000.369.908.00.00
0.00
$23.77
DEVELOPMENT
$792.43
PLAN CHECK FEE
TOTAL FEES PAID BY RECEIPT: R14317
R000.345.830.00.00 0.00
$792.43
$816.20
Date Paid: Monday, April 23, 2018
Paid By: CHRISTOPHER LING
Pay Method: CREDIT CARD 023775
Printed: Monday, April 23, 2018 1:19 PM 1 of 1
`' " ` SYSTEMS
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
Di$ -0113
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36"111/
Permit Inspection Request Line (206) 438-9350
Pr, 'ect: 1r
-ir k L ` I eve wo
e of Inspection:
v,1 WI rib Fi orAL
Address:
5835 6,Le- Pik
Date Called:
Special Instru ns:
Date Wanted: cn.m.
c2ofe
II_
Requester:
Phone No:
applicable codes. 0 Corrections required prior to approval.
Approved per
COMMENTS:
.�
iii VG.1,
�Lh. .. y.r
,,
y�
�p
Date: / 1/
zag(
REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
Retain a copy with permiINSPECTION RECORD
�1��Or�3
PERMIT Na.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188
Permit Inspection Request Line (206) 438-9350
(206) 431-3670
Pr ect:,
hcksira
?eiVo 1 �to�
Ty` of Ins a ti n:
�,8 I nq FiNTIAL
Address:
5835
M. iPi9-rtgi-9
C A %ve.
Special Instructio :
t V\,,
Date Wanted:
5-30-2o)/ p.m.,
Requester:
Phone No:
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
11
t.k. teat v Fi✓l67(- l it(r,r+1
pi
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,S C_Le;t .1-A2crec-fre.ki —E-7-- °-"-.7.
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Do uk.LIr a vk;46 I
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%,
1- Si f r Lt: v1 %t -s
) kJe_e_d ',4/1---hri-/-7-re-4/ eiy,,it.r4,
Inspector:
Date- 3Q _ 20t ,
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
1
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
PERMIT NUMBERS
CITY OF TUKWILA FIRE -DEPARTMENT
206-575-4407
Project:
j ( n
61 � t 51 Ca/Ze4o (v
U
Type of Inspectipn
�<I`-ac
Address:Contact
Suite #: cj 3
P6-11 C
Person�\�
ti vt 6
Special Instructions:
Monitor: loot ei (A.,t c4.--
Phone No.:
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
S i&e
r
1
74 -Ob 0(s��
Needs Shift Inspection:
Sprinklers: Y* 5
Hrs.:
Fire Alarm: ye -5
Hood & Duct:
Monitor: loot ei (A.,t c4.--
Pre -Fire:
Permits:
Occupancy Type:
tJ'^r-e 1
Inspector: `-
Date: ‘.) h f
Hrs.:
$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. CaII to.. schedule a reinspection.
Billing Address
Attn:
Company Name:
Address:
City:
State:
Word/Inspection Record Form.Doc
3/14/14
T.F.D. Form F.P. 113
rIT.
(saw.tstt -
Structural
Engineering
EE Design, Inc
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 252018
City of Tukwila
BUILDING DIVISION
1815 Wright Ave
La Verne, Ga. 91750
Tel: 909-5964351 Fax: 909-596-7186
Protect Name : INDUSTRIAL REVOLUTION
Protect Number : LV -041218-8
Date : 04/18/18
Street Address: 5835 SEGALE PARK DRIVE, SUITE G
Glty/State : TUKWILA, WA 98188
Scope of Work : SELECTIVE
bis 0113
RECEIVED
WV V OF TUKWILA
APR 23 2010
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: INDUSTRIAL REVOLUTION Project #: LV -041218-8
TABLE OF CONTENTS
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 tC 1
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xIs
Page of j C, 4/ 1 7/20 1 8
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: INDUSTRIAL REVOLUTION Project#: LV -041218-8
Design Data
1) The analyses herein conforms to the requirements of the:
2015 IBC Section 2209
ANSI MH 16.1-2012 Specifications for the Design of Industrial .5&•e/Storage Racks '2012 RMI Rack Design Manual"
ASCE 7-10, 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 licenseddeputy inspector.
5) The existing slab on grade is 6" thick with minimum 4000 psi compressive strength. Allowable Soil bearing capacity is 750 psf.
The design of the existing slab is by others.
6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria
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
Horizontal
Brace
Diagonal
Brace
Frame
Depth
Section A: Cross Aisle
(Transverse) Frame
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xIs
Page3 of 1 Co 4/17/2018
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: INDUSTRIAL REVOLUTION
Project #: LV -041218-8
Configuration & Summary: TYPE 2 SELECTIVE RACK 144 IN BAY S/R
I
264"
84,E
78"
144"
264"
60"
54"
54"
36"
36"
44" -7y
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 113 /b
AXL4L LL= 3,750 /b
SEJSMICAXIAL Ps=#/- 9,659 Ib
BASE MOMENT= 8,000 in /b
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.426, Fa=1
3
44 in
264.0 in
5
144 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
SPCRK FH-30/3x3x12ga
P=2575 Ib, M=24612 in -Ib
0.58-0K
Column & Backer
To Level 1
SPCRK FH30-FS-8/3x3x12ga/3x1-5/8x14ga
p= 3863 Ib, M= 43652 in -Ib
0.68-0K
Beam
Fy=55 ksi
SpaceRak S8416C 4.125 in x 0.06 in
Lu=144 in
Capacity: 2761 lb/pr
0.91 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 4 pin OK l Mconn=26538 in -Ib
Mcap=31729 in -Ib
0.84 -OK
Brace -Horizontal
Fy=55 ksi
Sperack 1-1/2x1-1/4x14ga
0.31 -OK
Brace -Diagonal
Fy=55 ksi
Sperack 1-1/2x1-1/4x14ga
0.49 -OK
Base Plate
Fy=36 ksi
8x8x3/8 I Fixiiyy= 8000 in -Ib
0.63 -OK
Anchor
4 per Base
0.5" x 3.25" Embed POWER SDII ESR 2502 Inspection Reqd (Net Seismic Uplift=7796 Ib)
0.967 -OK
Slab & Soil
6" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure
0.43 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment _
Conn.
Moment
Beam
Connector
1 2,500 Ib 78.0 in 36.0 in 300 Ib 224 Ib 3,863 Ib 43,652 "# 26,538 "# 4 pin OK
2
3
2,500 Ib
84.0 in
2,500 Ib 84.0 in
36.0 in
54.0 in
54.0 in
60.0 in
624 Ib
465 Ib
2,575 Ib
24,612 "# 16,454 "#
4 pin OK
948 Ib 707 Ib 1,288 Ib 14,841 "# 7,840 "# 4 pin OK
** Load defined as product weight per pair of beams
Total:
1,872 Ib
1,396 Ib
Notes
BEAM WITH FULL WELD.
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xls
Page of
4/17/2018
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P. Project: INDUSTRIAL REVOLUTION
Project #: LV -041218-8
Seismic Forces Configuration: TYPE 2 SELECTIVE RACK 144 IN BAY S/R
Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3
Transverse (Cross Aisle) Seismic Load
V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D)
Csl= Sds/R
= 0.2377
Cs2= 0.044*Sds
= 0.0418
Cs3= 0.5*S1/R
= 0.0665
Cs -max= 0.2377
Base Shear Coeff=Cs= 0.3566
Level
1
2
3
PRODUCT LOAD P
2,500 Ib
2,500 Ib
2,500 Ib
Cs -max * Ip=
Vmin=
Eff Base Shear=Cs=
Ws=
0.3566
0.015
0.3566 Transverse Ekvation
(0.67*PLRF1 * PL)+DL (RMI 2.6.2)
= 5,250 Ib
Vtransv=Vt= 0.3566 * (225 lb + 5025 Ib)
Etransverse= 1,872 Ib
Lit' nit States Level Transverse sei mk shear per upright
P*0.67*PRFI DL
1,6751b 751b
1,675 Ib 75 lb
1,675 Ib 75 Ib
hi.
78 in
162 in
246 in
wi*hi
136,500
283,500
430,500
Ss=
S1=
Fa=
Fv=
Sds=2/3*Ss*Fa=
Sd1=2/3*Sl*W=
Ca=0.4*2/3*Ss*Fa=
(Transvefse, Braced Frame Dr.) R.
Ip=
PRFl
Pallet Height=hp=
DL per Beam LvI=
300.4 Ib
624.0 Ib
947.6 Ib
1.426
0.532
1.000
1.500
0.951
0.532
0.3803
4.0
1.5
10 <-
72.0 in::::_,;.
75 Ib
Fl*(hi+hp/2)
34,246-#
123,552-#
267,223-#
sum: P=7500 Ib 5,025 Ib
Longitudinal (Downaisle) Seismic Load
Similarly for longitudinal seismic loads, using R=6.0
Csl=Sd1/(T*R)= 0.1773
Cs2= 0.0418
Cs3= 0.0443
Cs -max= 0.1773
Level PRODUC LOAD P
225 Ib W=5250 Ib 850,500
Ws= (0.67 * PLRF2 * P) + DL
= 5,250 Ib
Cs=Cs-max*Ip= 0.2660
PRF2= 1.0
(Longitudinal, Unbraced Dir.) R= 6.0
T= 0.50 sec
Vlong= 0.26595 * (225 Ib + 5025 lb)
Elongitudinal= 1,396 Ib tnnitSbtes Love itnngit seismic shearperupngit
P*0.67*PRS
DL
hi
wi*hi
1,872 Ib
R
2=425,021
front View
1
2
3
2,500 Ib
2,500 Ib
2,500 Ib
1,675 Ib
1,675 Ib
1,675 Ib
75 Ib
75 Ib
75 lb
78 in
162 in
246 in
136,500
283,500
430,500
224.0 lb
465.3 Ib
706.6 Ib
sum: 5,025 Ib
225 Ib
W=5250 Ib 850,500
1,396 Ib
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xIo
Page of (c, 4/17/2018
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax 909.596.7186
By: S.P. Project: INDUSTRIAL REVOLUTION
Downaisle Seismic Loads Configuration: TYPE 2 SELECTIVE RACK 144 IN BAY S/R
Project #: LV -041218-8
Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity.
Seismic Story Forces
Vlong= 1,3961b
Vco1=Vlong/2= 698 Ib
F1= 2241b
F2= 465 Ib
F3= 707 Ib
Seismic Story Moments
Typical Game made
Tibutary rea oftwocolumns
of rack me
4
r
41-
41-
1—
f
Front View
Conceptual System
Sde View
Typical Frame made
of two columns
1.1
T1
Top View
v
.)q
Mbase-max= 8,000 in -Ib <_== Default capacity
Mbase-v= (Vcol*hleff)/2
= 25,826 in -Ib <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
M 1-1=
8,000 in -Ib
[Vcol * hleff]-Mbase-eff
(698 Ib * 74 in) -8000 in -Ib
43,652 in -Ib
Mseis= (Mupper+Mlower)/2
Mseis(1-1)= (43652 in -Ib + 24612 in-Ib)/2
= 34,132 in -lb
hl-eff= hl - beam clip height/2
= 74 in
M 2-2= [Vcol-(F1)/2] * h2
= [698 Ib - 232.71b]*84 in/2
= 24,612 in -Ib
Mseis(2-2)= (24612 in -Ib + 14841 in-Ib)/2
= 19,726 in -Ib
Beam to Column Elevation
rho= 1.0000
CO1
Summary of Forces
LEVEL
1
2
3
hi
78 in
84 in
84 in
Axial Load
3,8631b
2,575 Ib
1,288 Ib
Column Moment**
43,652 in -lb
24,612 in -Ib
14,841 in -Ib
Mseismic**
34,132 in -Ib
19,726 in -Ib
7,420 in -Ib
Mend -fixity Mconn**
3,780 in -Ib 26,538 in -Ib
3,780 in -Ib 16,454 in -Ib
3,780 in -Ib 7,840 in -Ib
Beam Connector
4 pin OK
4 pin OK
4 pin OK
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(4 Pin)= 31,729 in -Ib
**all moments based on limit states level loading
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xks
Page 6 of 16 4/17/2018
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: INDUSTRIAL REVOLUTION
Project #: LV -041218-8
Column (Longitudinal Loads)
Configuration: TYPE 2 SELECTIVE RACK 144 IN BAY S/R
Section Properties
Loads
Section: SPCRK F130-FS-8/3x3x12ga/3x1-5/8x14ga
Aeff = 1.425 inA2
Ix = 2.273 inA4
Sx = 1.510 inA3
rx= 1.263 in
Of= 1.67
E= 29,500 ksi
Considers loads at level 1
Iy = 2.798 inA4
Sy = 1.207 inA3
ry = 1.401 in
Fy= 55 ksi
Cmx= 0.85
Kx = 1.7
Lx = 75.9 in
Ky = 1.0
Ly = 36.0 in
Cb= 1.0
0.750 in
COLUMN DL=D= 113 Ib
COLUMN LIVE LOAD=P= 3,750 Ib
Mcol= 43,652 in -Ib
Sds= 0.9507
1+0.105*Sds= 1.0998
1.4+0.14Sds= 1.5331
1+0.14Sds= 1.1331
0.85+0.14*Sds= 0.9831
B= 0.7000
rho= 1.0000
Axial Analysis
Critical load cases are: RMT 5ec 21
Load Case 5:: (1 #0.105*Sds)D # 0.75*(1.4#0.14Sds)*B*P # 0.75*(0.7*Mo*E)<= L0, ASD Method
axial load coef: 0.80487645 * P seismic moment coeff 0.5625 * Mco/
Load Case 6:: : (1#0.14*Sds)D # (0.85#0.14Sds)*B*P # (0.7*rho*E)<= 14 ASD Method
axial load coeff: 0.68817 seismic moment coef 0.7 * Mco/
By analysis, Load case 6 governs utilizing loads as such
Axial=Pax 1.133098`112.5 Ib + 0.983098*0.7*3750 Ib
= 2,708 Ib
Moment=Mx= 0.7*rho*Mcot
= 0.525*43652 in -Ib
= 30,556 in -Ib
KxLx/rx = 1.7*75.9375'/1.263"
= 102.2
Fe= nA2E/(KL/r)maxA2
= 27.9ksi
Pn= Aeff*Fn
= 39,706 Ib
P/Pa= 0.13
Bending Analysis
< 0.15
KyLy/ry = 1*36"/1.401"
= 25.7
Fy/2= 27.5 ksi
S2c= 1.92
Fe > Fy/2
Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*27.9 ksi)]
= 27.9 ksi
Pa= Pn/S2c
= 397061b/1.92
= 20,680 lb
CHECK: P/Pa + Mx/Max <_ 1.0
Pno= Ae*Fy
= 1.425 inA2 *55000 psi
= 78,375 Ib
Max= My/S2f
= 83050 in-Ib/1.67
= 49,731 in -Ib
I x= {1/[1-(52c*P/Pcr)]}A-1
= {1/[1-(1.92*2708 lb/39711 Ib)]}A-1
= 0.87
Combined Stresses
Pao= Pno/Sk
= 78375lb/1.92
= 40,820 Ib
Myield=My= Sx*Fy
= 1.51 inA3 * 55000 psi
= 83,050 in -Ib
Pcr= nA2EI/(KL)maxA2
= nA2*29500 ksi/(1.7*75.9375 in)A2
= 39,711 Ib
(2708 lb/20680 Ib) + (30556 in-lb/49731 in -Ib) = 0.68
** For comparison, total column stress computed for load case 5is•
< 1.0, OK (EQ C5-3)
61.096 ads 3142.01683125 lb Axial and M= 22917 in -/b
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xls
Page of j (a 4/1 7/20 18
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: INDUSTRIAL REVOLUTION Project #: LV -041218-8
Column (Longitudinal Loads) Configuration: TYPE 2 SELECTIVE RACK 144 IN BAY
Section Properties
Section: SPCRK FH-30/3x3x12ga
Aeff = 0.880 inA2
Ix = 1.520 inA4
Sx = 1.010 inA3
rx = 1.312 in
S2f= 1.67
E= 29,500 ksi
Loads Considers loads at level 2
Iy = 1.000 inA4
Sy = 0.659 inA3
ry= 1.064 in
Fy= 55 ksi
Cmx= 0.85
Kx = 1.7
Lx = 81.9 in
Ky = 1.0
Ly = 36.0 in
Cb= 1.0
3.000 in
1 Y 1 Y
1_ P I 05
x J
X0.075 in
3.000 in
COLUMN DL= 75 Ib
COLUMN PL= 2,500 Ib
Mcol= 24,612 in -Ib
Sds= 0.9507
1+0.105*Sds= 1.0998
1.4+0.14Sds= 1.5331
1+0.14Sds= 1.1331
0.85+0.14*Sds= 0.9831
B= 0.7000
rho= 1.0000
Axial Analysis
Critical toad cases are: RMI Sec 21
Load Case 5: : (1(0.105*Sds)D + 0.75*(1.4+0.145ds)*B*P + 0.75*(0.7*rfio*E)<= 1.0, ASD Method
axial load coeff. 0.80487645 * P seismic moment coef 0.5625 * Mcol
Load Case 6: : (1+0.14*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E)<= 14, ASD Method
axia/load coeff0.68817 seismic moment coef 0.7 * Mar/
By analysis, Load case 5 governs utilizing loads as such
Axial Load=Pax= X9998235'75 m + 0.75. 1.533098 = 0.7 * 2500 Ib
= 2,095 Ib
Moment=Mx= 0.75*0.7*rho*Mcol
= 0.525*24612 in -Ib
= 12,921 in -Ib
KxLx/rx = 1.7*81.9375y1.312" KyLy/ry = 1*3671.064"
= 106.2 = 33.8
Fe= nA2E/(KL/r)maxA2
= 25.8ksi
Pn= Aeff*Fn
= 22,730 Ib
P/Pa= 0.18 > 0.15
Bending Analysis
Fy/2= 27.5 ksi
S2c= 1.92
Fe < Fy/2
Fn= Fe
= nA2E/(KL/r)maxA2
= 25.8 ksi
Pa= Pn/Qc
= 22730 Ib/1.92
= 11,839 Ib
Check: Pax/Pa + (Cmx*Mx)/(Max*px) <_ 1.0
P/Pao + Mx/Max <_ 1.0
Pno= Ae*Fy
= 0.88 inA2 *55000 psi
= 48,400 Ib
Max= My/Qf
= 55550 in-Ib/1.67
= 33,263 in -Ib
px= {1/[1-(S2c*P/Pcr)]}A-1
= {1/[1-(1.92*2095lb/22809 Ib)}}A-1
= 0.82
Combined Stresses
Pao= Pno/S2c
= 484001b/1.92
= 25,208 Ib
Myield=My= Sx*Fy
= 1.01 inA3 * 55000 psi
= 55,550 in -Ib
Pcr= nA2EI/(KL)maxA2
= nA2*29500 ksi/(1.7*81.9375 in)A2
= 22,809 Ib
(2095 Ib/11839 Ib) + (0.85*12921 in-Ib)/(33263 in-Ib*0.82) =
0.58 < 1.0, OK
(2095 lb/25208 Ib) + (12921 in-lb/33263 in -Ib) = 0.47 < 1.0, OK
(EQ C5-1)
(EQ C5-2)
** For comparison, total column stress computed for load case 6 is: 39.0% :inq loads 1805.403851b Axial and M= 17228 in -lb
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xI5 Page 7, j of 1 (p
4/17/2018
Structural
Engineering & Design Inc.
1815 Wriqht Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P. Project: INDUSTRIAL REVOLUTION
Project #: LV -041218-8
BEAM Configuration: TYPE 2 SELECTIVE RACK 144 IN BAY SJR
DETERMINE ALLOWABLE MOMENT CAPACITY
A) Check compression flange for local buckling (B2.1)
w= c - 2*t -2*r
= 1.75 in - 2*0.06 in - 2*0.06 in
= 1.510 in
w/t= 25.17
l=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5
= [1.052/(4)^0.5] * 25.17 * (55/29500)^0.5
= 0.572 < 0.673, Flange is fully effective
B) check web for local buckling per section b2.3
fl(comp)= Fy*(y3/y2)= 50.29 ksi
f2(tension)= Fy*(y1/y2)= 102.06 Icsi
Y= f2/f1 Eq. B2.3-5
= -2.029
k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4
= 65.64
flat depth=w= yl+y3
= 3.885 in w/t= 64.75
1=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)A0.5
= [1.052/(65.64)^0.5] * 3.885 * (50.29/29500)^0.5
= 0.347 < 0.673
be=w= 3.885 in b2= be/2
bl= be(3-Y) = 1.94 in
= 0.773
bl+b2= 2.713 in > 1.2825 in, Web is fully effective
Determine effect of cold working on steel yield point (Fya) per section A7.2
Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1)
Lcomer=Lc= (p/2) * (r + t/2)
0.141 in C= 2*Lc/(Lf+2*Lc)
Lflange-top=Lf= 1.510 in = 0.157 in
m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4)
= 0.1590
Bc= 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= 58.70 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth -Ycg)
= 113.94 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom - 2*r*-2*t
= 2.510 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.101
Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf
= 57.37 ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 29.56 ksi
if F= 0.95 Then F*Mn=F*Fya*Sx=
Eq. B2.1-4
Eq. B2.1-1
OK
Eq B2.3-2
(EQ A7.2-3)
4.125 in
2.75 in
1.75 in
Beam= SpaceRak SB416C 4.125 in x 0.06 in
Ix=
Sx=
Ycg=
t=
Bend Radius=r=
FY=FW=
Fu=Fuv=
E_
top flange=b=
bottom flange=
22.52 in -k
1.817 in^4
0.802 inA3
2.723 in
0.060 in
0.060 in
55.00 ksi
65.00 ksi
29500 ksi
1.750 in
2.750 in
Web depth= 4.?1c Fy °n
fl(comp)
yl= Ycg-t-r= 2.603 in
y2= depth-Ycg= 1.403 in
y3= y2 -t -r= 1.283 in
�•1 c t;
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: INDUSTRIAL REVOLUTION Project #: LV -041218-8
BEAM Configuration: TYPE 2 SELECTIVE RACK 144 IN BAY S/R
RMI Section 5.2, PT II
Section
Beam= SpaceRak SB416C 4.125 in x 0.06 in
Ix=Ib= 1.817 in^4
Sx= 0.802 in^3
t= 0.060 in E= 29500 ksi
Fy=Fyv= 55 ksi F= 250.0
Fu=Fuv= 65 ksi L= 144 in
Fya= 58.7 ksi Beam Level= 1
P=Product Load= 2,500 Ib/pair
D=Dead Load= 75 Ib/pair
1. Check Bending Stress Allowable Loads
Mcenter=F*Mn= W*L*W*Rm/8
W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RMI ZZ item 8
FOR DL=2"/o of PL,
W= 1.599
Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)]
1 - (2*250*144 in)/[(6*29500 ksi*1.817 in^3)+(3*250*144 in)]
= 0.832
if F= 0.95
Then F*Mn=F*Fya*Sx= 44.72 in -k
Thus, allowable load
per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W)
= 44.72 in -k * 8 * 2/(144in * 0.832 * 1.599)
= 3,735 Ib/pair allowable load based on bending stress
Mend= W*L*(1-Rm)/8
= (3735 Ib/2) * 144 in * (1-0.832)/8
= 5,647 in -Ib
= 3,780 in -Ib
@ 3735 Ib max allowable load
@ 2500 Ib imposed product load
2. Check Deflection Stress Allowable Loads
4.125 in
2.75 in
1.75 in
1IIII11I111IIIIIIIIIIIIIII1I11111UIII1111III111111II1
Dmax= Dss*Rd
Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib)
= 1 - (4*250*144 in)/[(5*250*144 in)+(10*29500 ksi*1.817 in^4)]
= 0.799 in
if Dmax= L/180 Based on L/180 Deflection Criteria
and Dss= 5*W*L^3/(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*1.817 in^4*2/[180*5*(144 in)^2*0.799)
= 2,761 Ib/pair allowable load based on deflection limits
Thus, based on the least capacity of item 1 and 2 above:
Allowable Deflection= L/180
= 0.800 in
Deflection at imposed Load= 0.724 in
Allowable load= 2,761 ib/pair
Imposed Product Load= 2,500 lb/pair
!Beam Stress= 0.91
Beam at Leve/ 1
Structural
Engineering & Design Inc.
By: S.P.
1815 Wright Ave I a Verne_ CA 91750 TeL 909.596.1351 Fax: 909.596 7186
Project: INDUSTRIAL REVOLUTION Project #: LV -041218-8
4 Pin Beam to Column Connection TYPE 2 SELECTIVE RACK 144 IN BAY S/R
1 ne beam end moments snown nereln snow the result of the maximum Induced fixed end monents torm seismic + static toads and the code
mandated minimum value of 1.5%(DL+PL)
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho
= 26,538 in -Ib Load at level 1
Connector Type= 4 Pin
Shear Capacity of Pin
P1
O
P2
P3
P4
2"TYP 6"
12"
12"
rho= 1.0000
Pin Diam= 0.44 in Fy= 55,000 psi
Ashear= (0.438 in)^2 * Pi/4
= 0.1507 inA2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.1507inA2
= 3,315 Ib
Bearing Capacity of Pin
Ecol= 0.105 in
Omega= 2.22
Fu= 65,000 psi
a= 2.22
Pbearing= alpha * Fu * diam * tcol/Omega
= 2.22 * 65000 psi * 0.438 in * 0.105 in/2.22
= 2,989 Ib < 3315 Ib
Moment Capacity of Bracket
Edge Distance=E= 1.00 in
Pin Spacing= 2.0 in Fy= 55,000 psi
c= P1+P2+P3+P4 tdip= 0.18 in
= P1+P1*(4.576.5")+P1*(2.5"/6.5")+P1*(0.5"/6.5")
= 2.154 * P1
Mcap= Sdip * Fbending
= 0.127 inA3 * 0.66 * Fy
= 4,610 in -lb
Pdip= Mcap/(2.154 * d)
= 4610.1 in-Ib/(2.154 * 0.5 in)
= 4,281 Ib
C*d= Mcap = 2.154
Thus, P1= 2,989 Ib
Mconn-allow= [P1*6.5"+P1*(4.5"/6.5")*4.5" +P1*(2.5"/6.5")2.5" +P1*(0.5"/6.5")*0.5]
= 2989 LB*[6.5"+(4.5"/6.5")*4.5"+(2.576.572.5"+(0.576.570.5"]
= 31,729 in -Ib > Mconn max, OK
Sdip= 0.127 in^3
d= E/2
= 0.50 in
INDUSTRIAL REVOLUTION -TYPE 2 SGLxIs
Page of 16 4/17/2018
Structural
Engineering & Design Inc.
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By: S.P. Project: INDUSTRIAL REVOLUTION
Project #: LV -041218-8
Transverse Brace
Configuration: TYPE 2 SELECTIVE RACK 144 IN BAY S/R
Section Properties
Diagonal Member= Sperack 1-1/2x1-1/4x14ga
Area= 0.292 inA2
r min= 0.430 in
Fy= 55,000 psi
K= 1.0
Sk= 1.92
Frame Dimensions
Horizontal Member= Sperack 1-1/2x1-1/4x14ga
Area= 0.292 in^2
r min= 0.430 in
Fy= 55,000 psi
K= 1.0
I .500 In
Bottom Panel Height=H= 48.0 in
Frame Depth=D= 44.0 in
Column Width=B= 3.0 in
Diagonal Member
Clear Depth=D-B*2= 38.0 in
X Brace= NO
rho= 1.00
0
I Load Case 6: : (if 1 ais s) .85f0.14Sds)*8*P f [0.7*rho*EJ<= .1.0, ASD Method
Vtransverse= 1,872 Ib
Vb=Vtransr*0.7*rho= 1872 Ib * 0.7 * 1
= 1,310 Ib
Ldiag= [(D-B*2)^2 + (H-6")^2]^1/2
= 56.6 in
Pmax= V*(Ldiag/D) * 0.75
= 1,2641b
axial load on diagonal brace member
Pn= AREA*Fn
= 0.292 in^2 * 16812 psi
= 4,909 Ib
Pallow= Pn/S2
= 4909 Ib /1.92
= 2,5571b
Pn/Pallow=
Horizontal brace
0.49 <= 1.0 OK
(kl/r)= (k * Ldiag)/r min
= (1 x 56.6 in /0.43 in )
= 131.6 in
Fe= pi^2*E/(Id/r)^2
= 16,812 psi
Since Fe<Fy/2,
Fn= Fe
= 16,812 psi
Typical Panel
Configuration
Vb=Vtransr*0.7*rho= 1,310 Ib
(kl/r)= (k * Lhoriz)/r min
= (1 x 44 in) /0.43 in
= 102.3 in
Since Fe>Fy/2, Fn=Fy*(1-fy/4fe)
= 27,817 psi
Pn/Pallow=
0.31 <= 1.0 OK
Fe= pi^2*E/(kl/r)^2
= 27,821 psi
Pn= AREA*Fn
= 0.292inA2*27817 psi
= 8,123 Ib
Fy/2= 27,500 psi
Pallow= Pn/12c
= 8123 Ib /1.92
= 4,231 Ib
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xls Page 16 of 16, 4/ 1 7/201 8
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: INDUSTRIAL REVOLUTION Project#: LV -041218-8
Single Row Frame Overturning Configuration: TYPE 2 SELECTIVE RACK 144 IN BAY S/R
Loads
Critical Load case(s):
1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho
Vtrans=V=E=Qe= 1,872 Ib
DEAD LOAD PER UPRIGHT=D= 225 Ib
PRODUCT LOAD PER UPRIGHT=P= 7,500 Ib
Papp=P*0.67= 5,025 Ib
Wst LC1=Wst1=(0.70986*D + 0.70986*Papp*1)= 3,726 Ib
Product Load Top Level, Ptop= 2,500 Ib
DL/LvI= 75 Ib
Seismic Ovt based on E, E(R*hi)= 425,021 in -Ib
height/depth ratio= 5.6 in
Sds= 0.9507
(0.9-0.2Sds)= 0.7099
(0.9-0.2Sds)= 0.7099
B 1:0000
rho= 1.0000
Frame Depth=Df= 44.0 in
Htop-Iv1=H= 246.0 in
# Levels= 3
# Anchors/Base= 4
hq= 72.0 in
hp
A
Tt
v
H
Df
SIDE ELEVATION
A) Fully Loaded Rack
h=H+hp/2= 282.0 in
Load case 1:
Movt= E(Fi*hi)*E*rho
= 425,021 in -Ib
Mst= Wst1 * Df/2
= 3726 Ib * 44 in/2
= 81,972 in -Ib
T= (Movl-Mst)/Df
= (425021 in -Ib - 81972 in-Ib)/44 in
= 7,797 Ib Net uplift per Column
I
Net Seismic Uplift= 7,797 Ib
B) Top Level Loaded Only
Load case 1:
0 V1=Vtop= Cs * Ip * Ptop >= 350 Ib for I -1/D >6.0
= 0.3566 * 2500 Ib
= 8921b
Vleff= 892 Ib Critical Level= 3
V2=VDL= Cs*Ip*D Cs*Ip= 0.3566
= 80 Ib
Mst= (0.70986*D + 0.70986*Ptop*1) * 44 in/2
= 42,556 in -Ib
Movt= [V1*h + V2 * H/2]*0.7*rho
= 182,890 in -Ib
T= (Movt Mst)/Df
= (182890 in -Ib - 42556 in-Ib)/44 in
= 3,189 Ib Net Uplift per Column
•
I
Net Seismic Uplift= 3,189 Ib
Anchor
Check (4) 0.5" x 3.25" Embed POWER SDII anchor(s) per base plate.
Special inspection is required per ESR 2502.
Pullout Capacity=Tcap= 1,850 Ib L.A. City Jurisdiction? NO
Shear Capacity=Vcap= 2,150 Ib Phi= 1
(1949 Ib/1850 Ib)^1 + (234 Ib/2150 Ib)^1 =
(797 lb/1850 1b)^1 + (111 Ib/2150 Ib)^1
Fully Loaded:
Top Level Loaded:
Tcap*Phi= 1,850 Ib
Vcap*Phi= 2,150 Ib
1.16 <= L2 OK
0.48 <= L2 OK
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xls Page t j of ((F,
4/ 17/20 18
Structural
Engineering & Design Inc.
1815 Wright Ave
La Verne CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: INDUSTRIAL REVOLUTION
Project #: LV -041218-8
Base Plate Configuration: TYPE 2 SELECTIVE RACK 144 IN BAY S/R
Section
Baseplate= 8x8x3/8
Eff Width=W = 8.00 in a = 3.00 in
Eff Depth=D = 8.00 in Anchor c.c. =2*a=d = 6.00 in
Column Width=b = 3.00 in N=# Anchor/Base= 4
Column Depth=dc = 4.63 in Fy = 36,000 psi
L = 2.50 in
Plate Thickness=t = 0.375 in
Down Aisle Loads Load Case 5: : (1+0.105*Sds)D + 0.75*[(1.4+0.14Sds)*B*P + 0.75*[0.7*rho*E]<= 1.0, ASD Method
Downaisle Elevation
COLUMN DL= 113 Ib
COLUMN PL= 3,750 Ib
Base Moment= 8,000 in -Ib
1+0.105*Sds= 1.0998
1.4+0.14Sds= 1.5331
B= 07004'.
Axial stress=fa = P/A = P/(D*W)
= 49 psi
Moment Stress=fb = M/S = 6*Mb/[(D*B^2]
= 49.2 psi
Moment Stress=fbl = fb-fb2
= 18.5 psi
M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2
= 64 in -Ib
S -plate = (1)(tA2)/6
= 0.023 in^3/in
fb/Fb = Mtotal/[(S-plate)(Fb)]
0.43 OK
Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
= -582 Ib No Tension
Axial=P= 1.0998235 * 112.5 Ib + 0.75 * (1.533098 * 0.7 * 3750 Ib)
= 3,1421b
Mb= Base Moment*0.75*0.7*rho
= 8000 in -Ib * 0.75*0.7*rho
= 4,200 in -lb
Axial Load P = 3,142 Ib
Mbase=Mb = 4,200 in -Ib
Cross Aisle Loads
M1= wL^2/2= fa*L^2/2
= 153 in -Ib
Moment Stress=fb2 = 2 * fb * L/W
= 30.8 psi
M2= fb1*L^2)/2
= 58 in -Ib
Mtotal = M1+M2+M3
= 275 in-Ib/in
Fb = 0.75*Fy
= 27,000 psi
Fp= 0.7*Fc
= 2,800 psi OK
Tallow= 1,850 Ib
cn alkart case RMI Sec 21,item a.•(1i0115dr)DL (1f01a.5wss)00.75+a11.75<_ LO, ASD Method
OK
Check uplift load on Baseplate
Effc
Effe
Pstatic= 3,142 Ib
Movt*0.75*0.7*rho= 223,136 in -Ib
Frame Depth= 44.0 in
P=Pstatic+Pseismic= 8,213 Ib
b =Column Depth= 4.63 in
L =Base Plate Depth -Col Depth= 2.50 in
fa = P/A = P/(D*W)
= 128 psi
Sbase/in = (1)(tA2)/6
= 0.023 in^3/in
fb/Fb = M/[(S-plate)(Fb)]
0.63 OK
Pseismic= Movt/Frame Depth
= 5,071 Ib
M= wL^2/2= fa*L^2/2
= 401 in-Ib/in
Fbase = 0.75*Fy
= 27,000 psi
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
n the base plate configuration consists or two anchor bolts located 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
e centerline of the anchor to the nearest edge of the rack column"
Ta
Elevation
Uplift per Column= 7,796 Ib
Qty Anchor per BP= 4
Net Tension per anchor=Ta= 1,949 Ib
c= 2.50 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 2,436 in -Ib
Splate= 0.188 in^3
fb Fb *0.75= 0.361 OK
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xls Page ) z of [ (,
4/17/2018
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax 909.596.7186
By: S.P.
Project: INDUSTRIAL REVOLUTION
Project #: LV -041218-8
Slab on Grade
Configuration: TYPE 2 SELECTIVE RACK 144 IN BAY S/R
1111211111111
III IIJIII II I I Ill III IIIIII11II11111111IIIIli i11111111IIII I Iillllilllll II1I1111I11111
x -►I ;
14-
L
SLAB ELEVATION
Base Plate
Effec. Baseplate width=B= 8.00 in
Effec. Baseplate Depth=D= 8.00 in
Column Loads
Baseplate Plan View
width=a= 3.00 in
depth=b= 4.63 in
midway dist face of column to edge of plate=c= 5.50 in
midway dist face of column to edge of plate=e= 6.31 in
Concrete
fc= 4,000 psi
tslab=t= 6.0 in
teff= 6.0 in
pin 0.6
Soil
fsoil= 750 psf
Movt= 297,515 in -Ib
Frame depth= 44.0 in
Sds= 0.951
0.2*Sds= 0.190
t100
R=B/D= 1.000
Fc^0.5= 63.20 psi
DEAD LOAD=D= 113 Ib per column
unfactored ASD load
PRODUCT LOAD=P= 3,750 Ib per column
unfactored ASD load
Papp= 2,513 Ib per column
P-seismic=E= (Movt/Frame depth)
= 6,761 Ib per column
unfactored Limit State load
........................
B= 0.7000
rho 1,0,,:,
Sds= 0.9507
1.2 + 0.2*Sds= 1.3901
0.9 - 0.20Sds= 0.7099
Puncture
Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5
= 1.39014*113Ib+1.39014*0.7*3750Ib+1*6761Ib
= 10,567 Ib
Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7
= 0.70986 * 113 Ib + 0.70986 * 0.7 * 2512.5 Ib + 1 * 6761 Ib
= 8,090 Ib
Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2
= 1.2*113 Ib + 1.4*3750 Ib
= 5,385 Ib
Load Case 4) 1.2*D + 1.0*P + 1.0E
= 10,647 lb
Effective Column Load=Pu= 10,647 Ib per column
ACI 318-1158- 921, E*, 9-5
Apunct=
Fpunctl=
Fpunct2=
Fpunct eff=
Slab Bending
[(c+t)+(e+t)]*2*t
285.75 in^2
[(4/3 + 8/(3*13)l * ? *(Fc^0.5)
151.7 psi
2.66 * 7. * (Fc^0.5)
100.9 psi
100.9 psi
fv/Fv= Pu/(Apunct*Fpunct)
= 0.369 < 1 OK
Pse=DL+PL+E= 10,647 Ib
Asoil= (Pse*144)/(fsoil)
= 2,044 in^2
x= (L -y)12
= 13.7 in
Fb= 5*(phi)*(fc)^0.5
= 189.74 psi
L= (Asoil)^0.5
= 45.21 in
M= w*x^2/2
= (fsoil*x^2)/(144*2)
= 485.9 in -Ib
y= (c*e)^0.5 + 2*t
= 17.9 in
S -slab= 1*teff^2/6
= 6.0 in^3
fb/Fb= M/(S-slab*Fb)
= 0.427 < 1, OK
INDUSTRIAL REVOLUTION -TYPE 2 SGL.xis
Page 13 of l 6, 4/ 17/2018
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P. Project: INDUSTRIAL REVOLUTION
Project #: LV -041218-8
Configuration & Summary: TYPE 1 SELECTIVE RACK 96 IN BAY S/R
84.E
264"
84
78"
-4-
96"
-1-
264'
60"
54"
54,.
36"
36"
44..E
**RACY COLUMN RE4C77ONS
ASO LOADS
AXIAL DL= 1131b
AXIAL LL= 3,600/b
SEISMIC AXIAL Ps=f/- 9,0421b
BASE MOMENT= 8,000int-/b
Seismic Cnteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.426, Fa=1
3
44 in
264.0 in
5
96 in
Single Row
Component
Description
STRESS
Column
Fy=55 ksi
SPCRK FH-30/3x3x12ga
P=2475 Ib, M=23678 in -Ib
0.55-0K
Column & Backer
To Level 1
SPCRK FH30-FS-8/3x3x12ga/3x1-5/8x14ga
p= 3713 Ib, M= 41691 in -Ib
0.65-0K
Beam
Fy=55 ksi
SpaceRak SB376C 3.75 in x 0.06 in
Lu=96 in
Capacity: 4177 Ib/pr
0.57 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 4 pin OK I Mconn=23403 in -Ib
Mcap=31729 in -Ib
0.74 -OK
Brace -Horizontal
Fy=55 ksi
Sperack 1-1/2x1-1/4x14ga
0.3 -OK
Brace -Diagonal
Fy=55 ksi
Sperack 1-1/2x1-1/4x14ga
0.48 -OK
Base Plate
Fy=36 ksi
8x8x3/8 1 Fixity= 8000 in -Ib
0.6 -OK
Anchor
4 per Base
0.5" x 3.25" Embed POWER SDII ESR 2502 Inspection Reqd (Net Seismic Uplift=7248 Ib)
0.858 -OK
Slab & Soil
6" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure
0.39 -OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 2,400 Ib 78.0 in 36.0 in 289 Ib 216 Ib 3,713 lb 41,691 "# 23,403 "# 4 pin OK
2
3
2,400 Ib
84.0 in
2,400 Ib 84.0 in
36.0 in
54.0 in
54.0 in
60.0 in
600 Ib
911 Ib
448 Ib
680 Ib
2,475 lb
23,678 "# 13,808 "# 4 pin OK
1,238 Ib 14,276 "# 5,521 "# 4 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 1,800 lb 1,343 lb
INDUSTRIAL REVOLUTION -TYPE I SGL.xls Page )4 of 16
4/17/2018
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By. S.P.
Project: INDUSTRIAL REVOLUTION Project#: LV -041218-8
Configuration & Summary: TYPE 1 SELECTIVE RACK 96 IN BAY D/R
1
84"
264"
84"
78"
96"
264'
60"
54"
54,E
36"
35'
44' -t 44" -+
**RACK COLUMN REACTIONS
ASD LOADS
AXL4L DL= 1131b
AXIAL LL= 3,600/b
SEISMICAXL4L Ps=f/- 9,042/,
BASEMOMENT= 8,000 in -Ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.426, Fa=1
3
44 in
264.0 in
5
96 in
Double Row
Component
Description
STRESS
Column
Fy=55 ksi
SPCRK FH-30/3x3x12ga
P=2475 Ib, M=23678 in -Ib
0.55 -OK
Column & Backer
To Level 1
SPCRK FH30-FS-8/3x3x129a/3x1-5/8x14ga
p= 3713 Ib, M= 41691 in -Ib
0.65-0K
Beam
Fy=55 ksi
SpaceRak SB376C 3.75 in x 0.06 in
Lu=96 in
Capacity: 4177 Ib/pr
0.57 -OK
Beam Connector
Fy=55 ksi
LvI 1: 4 pin OK I Mconn=23403 in -lb
Mcap=31729 in -Ib
0.74 -OK
Brace -Horizontal
Fy=55 ksi
Sperack 1-1/2x1-1/4x14ga
0.3 -OK
Brace -Diagonal
Fy=55 ksi
Sperack 1-1/2x1-1/4x14ga
0.48 -OK
Base Plate
Fy=36 ksi
8x8x3/8 1 Fixity= 8000 in -Ib
0.6 -OK
Anchor
2 per Base
0.5" x 3.25" Embed POWER SDII ESR 2502 Inspection Reqd (Net Seismic Uplift=4536 lb)
0.975 -OK
Slab & Soil
6" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure
0.39-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 2,400 Ib 78.0 in 36.0 in 289 Ib 216 Ib 1_711111 41 Aa1 "ie lq 4n/ "4
a ..,., nv
2 2,400 Ib
84.0 in
3 2,400 Ib 84.0 in
36.0 in
54.0 in
54.0 in
60.0 in
600 Ib
911 Ib
4481b
680 Ib
2,475 Ib
1,238 Ib
23,678 "# 13,808 "# 4 pin OK
14,276 "# 5,521 "# 4 pin OK
** Load defined as product weight per pair of beams
Notes
Total: 1,800 Ib 1,343 Ib
PROVIDE (3) H , R/S
INDUSTRIAL REVOLUTION -TYPE 1 .xls
Page (r of (6, 4/17/2018
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: S.P.
Project: INDUSTRIAL REVOLUTION
Project #: LV -041218-8
Configuration & Summary: TYPE 2 SELECTIVE RACK 144 IN BAY D/R
264"
84'
78"
144"
-1-
264'
60"
54.
54"
36"
y
44" x'
44"
"RAO( COLUMN RE4 CT7ONS
ASD LOADS
AXIAL DL= 113/b
AXIAL LL= 4,050/b
SEISMIC AXIAL Ps=#/- 10,1271b
BASE MOMENT= 8,000 in -Ib
Seismic Criteria
# Bm Lvls
Frame Depth
Frame Height
# Diagonals
Beam Length
Frame Type
Ss=1.426, Fa=1
3
44 in
264.0 in
5
144 in
Double Row
Component
Description
STRESS
Column
Fy=55 ksi
SPCRK FH-30/3x3x12ga
P=2775 Ib, M=26498 in -Ib
0.63 -OK
Column & Backer
To Level 1
SPCRK FH30-FS-8/3x3x12ga/3x1-5/8x14ga
p= 4163 Ib, M= 47611 in -Ib
0.74 -OK
Beam
Fy=55 ksi
SpaceRak SB416C 4.125 in x 0.06 in
Lu=144 in
Capacity: 2761 Ib/pr
0.98 -OK
Beam Connector
Fy=55 ksi
Lvl 1: 4 pin OK Mconn=28795 in -lb
Mcap=31729 in -Ib
0.91 -OK
Brace -Horizontal
Fy=55 ksi
Sperack 1-1/2x1-1/4x14ga
0.33 -OK
Brace -Diagonal
Fy=55 ksi
Sperack 1-1/2x1-1/4x14ga
0.53 -OK
Base Plate
Fy=36 ksi
8x8x3/8 ' Fixity= 8000 in -Ib
0.67 -OK
Anchor
4 per Base
0.5" x 3.25" Embed POWER SDII ESR 2502 Inspection Reqd (Net Seismic Uplift=5082 Ib)
0.667 -OK
Slab & Soil
6" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure
0.47-0K
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 2,700 Ib 78.0 in 36.0 in 324 Ib 241 Ib 4,163 ib 47,611 "# 28,795 "# 4 pin OK
2 2,700 Ib
3 2,700 ib 84.0 in
84.0 in
36.0 in
54.0 in
54.0 in
60.0 in
672 Ib
501 Ib
2,775 Ib
26,498 "# 17,724 "# 4 pin OK
1,020 Ib 761 Ib 1,388 Ib 15,977 "# 8,449 "# 4 pin OK
** Load defined as product weight per pair of beams
Total:
2,016 Ib 1,503 Ib
Notes ILOAD/COMPONENTS OK FOR INT TUNNEL BAYS 144 IN WIDE.
BEAM WITH FULL WELD.
PROVIDE 4 H D R/S.
INDUSTRIAL REVOLUTION -TYPE 2 DBL.xIs
Page .2 6, of %G,
4/17/2018
May 15, 2018
f1
City of Tukwila
Department of Community Development
CHRIS LING
9800 40TH AVE S
SEATTLE, WA 98118
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D18-0113
INDUSTRIAL REVOLUTION - 5835 SEGALE PARK C DR
Dear CHRIS LING,
Allan Ekberg, Mayor
Jack Pace, Director
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.
• 1) Please provide a detailed description of the types of commodities to be stored on the racks.
2) Please provide the total storage height and the ceiling height.
3) Smoke vents may be required. Please submit a drawing showing locations of existing/proposed smoke vents.
4) What is the sprinkler density of the existing ceiling fire sprinkler system?
5) What is the temperature rating of the existing fire sprinklers?
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.
Sincerely,
Bill Rambo
Permit Technician
File No. D18-0113
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
\ /
PERMIT NUMBER: D18-0113 DATE:
PROJECT NAME: INDUSTRIAL REVOLUTION
SITE ADDRESS: 5835 SEGALE PARK C DR
Original Plan Submittal Revision #
05/18/18
before Permit Issued
X Response to Correction Letter # 1 Revision # after Permit Issued
DEPARTMENTS:
Building Division
Public Works
n
Av' �z�t--r8
Fire Prevention
Structural
n
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable n
(no approval/review required)
REVIEWER'S INITIALS:
DATE:
05/22/18
Structural Review Required
DATE:
n
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
DUE DATE: 06/19/18
ri Approved with Conditions
❑ Denied n
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials:
12/18/2013
l
PERMIT COORD CORY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D18-0113 DATE: 04/23/18
PROJECT NAME: INDUSTRIAL REVOLUTION
SITE ADDRESS: 5835 SEGALE PARK C DR
X Original Plan Submittal
Response to Correction Letter #
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
elA !w'ic
Building Division
Public Works n
itw1 S�H�
Firc Prevention
Structural
Planning Division
riPermit Coordinator
n
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
DATE: 04/24/18
Structural Review Required
REVIEWER'S INITIALS: DATE:
n
APPROVALS OR CORRECTIONS: DUE DATE: 05/22/18
Approved ❑ Approved with Conditions
(corrections entered in Reviews) (ie: Zoning Issues)
Corrections Required
Denied
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire Ping 0 PW ❑ Staff Initials:
12/18/2013
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://www.TukwilaWA.gov
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the Permit Center.
Revisions will not be accepted through the mail, fax, etc.
Date: 5A).1)7/
Plan Check/Permit Number: 1L, L 8 — 0 113
❑ Response to Incomplete Letter #
113 Response to Correction Letter #
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
❑ Deferred Submittal #
Project Name:
Project Address:
Contact Person:
Summary of Revision:
/n/A,STri A -c, oLvt -
- 3r SEEiRL6 i e i. .1?r. S: k C
GA.I.s 1._,;—s
Phone Number: .2 4.71. )W 313
RECEIVED
CITY OF TUKWILA
MAY 18 2018
PERMIT CENTEP
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Sheet Number(s): 447i97,W7o-.Ac.
"Cloud" or highlight all areas of revision including date orevilon
Received at the City of Tukwila Permit Center by:
Entered in TRAKiT on C-1
W:\Permit Center\Templates\Forms\Revision Submittal Form.doc
Revised: August 2015
ENGINEERED PRODUCTS, A PAPE -c0
lyl,
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ENGINEERED PRODUCTS, A PAPE CO
Owner or tradesperson
Principals
SALMAN, DAVID EROL, PRESIDENT
WETLE, CHRISTOPHER THOMAS, VICE
PRESIDENT
CARNEAU, CORY SCOTT, VICE PRESIDENT
JORGENSEN, LANCE RICHARD, VICE
PRESIDENT
SMYTHE, SETH LARRY, SECRETARY
PAPE, RANDALL JORDAN, SECRETARY
CT CORP SYSTEMS, AGENT
RIECKE, ROBERT J, SECRETARY
(End: 02/04/2013)
SAYLOR, THOMAS H, TREASURER
(End: 02/04/2013)
HOLLINGSHEAD, DANNY W, VICE
PRESIDENT
(End: 02/12/2013)
PAPE, MARY SUSAN, VICE PRESIDENT
(End: 02/13/2017)
RIECKE, ROBERT JOHN, VICE PRESIDENT
(End: 02/13/2017)
Doing business as
ENGINEERED PRODUCTS, A PAPE CO
WA UBI No.
602 684 203
9800 40th AVE SO
SEATTLE, WA 98118
206-394-3300
KING County
Business type
Corporation
License
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.
ENGINPC931CO
Effective — expiration
02/20/2007— 02/20/2019
Bond
FIDELITY & DEPOSIT CO OF MD
Bond account no.
08748464
$12,000.00
Help us improve
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602684203&LIC=ENGINPC931 CO&SAW= 5/29/2018
ENGINEERED PRODUCTS, A PAPE CO
Received by L&I
02/16/2007
Insurance
..............
National Union Fire Ins of PA
Policy no.
g15180113
Effective date
02/13/2007
Expiration date
Until Canceled
$1,000,000.00
Received by L&I Effective date
02/27/2018 03/01/2018
Expiration date
03/01/2019
Insurance history
Savings
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
No lawsuits against the bond or savings accounts during the previous 6 year period.
L&I Tax debts
No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts
may be recorded by other agencies.
License Violations
No license violations during the previous 6 year period.
Workers' comp
Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums.
L&I Account ID
586,069-04
Doing business as
ENGINEERED PRODUCTS A PAPE COM
Estimated workers reported
Quarter 1 of Year 2018 "51 to 75 Workers"
L&I account contact
T2 / DALE RIUTTA (360)902-4834 - Email: RIUD235@Ini.wa.gov
Account is current.
Public Works Strikes and Debarments
Verify the contractor is eligible to perform work on public works projects.
Contractor Strikes
No strikes have been issued against this contractor.
Contractors not allowed to bid
No debarments have been issued against this contractor.
Workplace safety and health
No inspections during the previous 6 year period.
Page 2 of 2
Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington.
Help us improve
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602684203&LIC=ENGINPC931 CO&SAW= 5/29/2018
PLAN NORTH
3 11
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44"x144"
44"x96"
44"x144"
44"x144" 44"x144" 44"x144"
44"x144" 44"x144" 44"x96"
44"x144" 44"x144" 44"x96"
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44"x144" 44"x144" 44"x96"
•
44"x144" 44"x144 44"x96"
44"x144"
44"x144"
44"x144"
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44"x144"
44"x144" 44"x144"
It
44"x144" 44"x144"
44"x144" 44"x144" 44"x144" 44"x144"
44"x144"
44"x144" 44"x144"
44"x144" 44"x144"
44"x144"
ie
44"x144"
44"x144"
44"x144"
44"x144"
44"x144"
44"x144"
44"x144" 44"x144" 44"x144" 44"x144" 44"x144"
44"x144"
44"x144" 44"x144" 44"x144"
44"x144"
it
44"x144"
44"x144" 44"x144"
44"x144" 44"x144"
44"x144"
44"x144"
44"x144"
44"x144"
44"x144"
44"x144"
44"x144" 44"x144"
DLA\ VHW
SCALE: ?" = 1'-0"
'SEPARATE PERMIT
REQUIRED FOR:
CYiii1ochanical
EKlectrical
El/Plumbing
L4as Piping
City of Tukwila
B.UILDING DIVISION
FILE COPY
P ra No. X16-0113
Plan review approval is subject to errors and omissions.
t.pproval of construction documents does not authorize
the violation of any adopted code or ordinance. Receipt
of approved Field - .,,y : - (cond' ' • s acknowledged:
By:
Date: ?i. P
City of Tukwila
BUILDING DIVISION
h Fe -B•-1
REVISIONS I
1----Nc...) z ---.halt ctla igesIle. rade to the scope
_ Di i
-, « ,;s.dill require a new plan submittal
a td may i ,, ude additional plan review fee
a'
REVIEWED F•
OR.
CODE COMPLIANCE
APPROVED
MA? 25M ;8
S
City of Tukwila"
BUILDING DIVISION
RECEIVED
CITY OF TUKWIL
APR 23 2018
PERMIT CENTE
04/19/2018
THE P.E. CERTIFICATION PROVIDED HEREIN
PERTAINS TO THE
SHELVING COMPONENTS ONLY.
ALL OTHER COMPONENTS ARE OUTSIDE
THE SCOPE OF THIS CERTIFICATION.
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F—
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9883 40TH AVENUE
Fax: 206-575-6688
206-394-3300
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DRAWINGS PREPARED FOR
LL
cci
-0
5835 Segale Park Dr C
Tukwila, WA 98188
DRAWN BY:
CLING
SCALE:
STATED
DATE:
3.7.2018
JOB NO:
114931
CHECKED BY:
CL
SHEET NO./
OF 2 SHEETS
3
2 5/8"
-3/8"
3 116"
3/16"
COLUMN
3 1/8"
NOTES:
BACKER REQ'D UP TO
84" ELEV.
r
1
2'
3" X1-5/8" SECTION BEAM
VIEW A -A
NOTES:
USE @ ALL
COLUMN/BASE LOCATIONS TYP.
DESCRIPTION
NOTES:
ATTACH WITH (4) 3/8"� GR. 5 BOLTS, (2) @ EACH END
A—
NOTES:
(3) HD R/S @ TYPE 1
(4) HD R/S @ TYPE 2, TUNNEL BAY
@ BACK TO BACK UNITS.
BASE PLATE: 8" x 8"
MATERIAL
STEEL YIELD
3/8" THK
ASTM A36, Fy=36,000 PSI
DESCRIPTION COLUMN: FH30/FH2O BKR.
MATERIAL
12/14 GAGE THK.
DESCRIPTION BRACING: HORIZ. & DIAG.
MATERIAL
STEEL YIELD ASTM A570, Fy=55,000 PSI
14 GAGE THK.
DESCRIPTION
HD ROW SPACER
STEEL YIELD ASTM A570, Fy=55,000 PSI
NOTES:
USE @ ALL BRACE LOCATIONS TYP.
MATERIAL
14 GAGE
STEEL YIELD
ASTM A36, Fy = 36,000 PSI
1 3/8"
SAFETY
CLIP
NOTES:
USE @ ALL BEAM TO COLUMN
CONNECTION LOCATIONS TYP.
DESCRIPTION
MATERIAL
GENERAL PROJECT NOTES
1. DESIGNED PER REQUIREMENTS OF THE 2015 IBC, ASCE 7-10 AND THE 2012 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA Ss = 1.426, S1 = 0.532, Fa = 1.00, Fv = 1.50, fp = 1.0 (NO PUBLIC ACCESS),
Sds = 0.951, Sd1 = 0.532, OCCUPANCY CATAG. II, SITE CLASS D, SEISMIC DESIGN CATAG. D
3. STORAGE CAPACITY:
TYPE 1 = 2400# PER LEVEL TYP.
TYPE 2 S/R = 2500# PER LEVEL TYP.
TYPE 2 D/R, TUNNEL = 2700# PER LEVEL TYP.
4. ANCHORS HILT! KWIK BOLT TZ ESR #1917 OR POWER SD2 ESR#2502,
OR ICC & ENGINEER APPROVED EQUAL.
1/2" X 3-1/4" MIN. EMBEDED.
(2) ANCHOR PER BASE PLATE @ D/R UNITS
(4) ANCHOR PER BASE PLATE @ S/R UNITS
5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.
6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 6" x 4000 PSI
7. SOIL BEARING PRESSURE 750 PSF @ GRADE OR BETTER
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 CLEAR, LEGIBLE PRINT.
9. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN FIAT CONTACT
10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS
CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF
ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR.
11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN
TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR.
12. SHIMS MAY BE USED UNDER THE BASE PLATE TO MAINTAIN THE PLUMBNESS OF THE STORAGE RACK.
13. THE SHIMS SHALL BE MADE OF A MATERIAL THAT MEETS OR EXCEED THE DESIGN BEARING STRENGTH
(LRFD) OR ALLOWABLE BEARING STRENGTH (ASD) OF THE FLOOR. THE SHIM SIZE AND LOCATION UNDER
THE BASE PLATE SHALL BE EQUAL TO OR GREATER THAN THE REQUIRED BASE PLATE SIZE AND LOCATION.
SHIMS SHALL BE INTERLOCKED OR WELDED TOGETHER IN A FASHION THAT CAN TRANSFER ALL THE
SHEAR FORCES AT THE BASE. BENDING IN THE ANCHOR ASSOCIATED WITH SHIMS OR GROUT UNDER THE
BASE PLATE SHALL BE CONSIDERED IN THE DESIGN OF THE ANCHOR BOLTS.
14. THE PRODUCT SHOWN ON THE DETAILS HEREIN IS ASSUMED TO BE IN GOOD, UNDAMAGED
CONDITION. THE PRODUCT MUST BE FREE OF ANY DAMAGE AND/OR FABRICATION
DEFICIENCIES OR IRREGULARITIES. IT IS THE RESPONSIBILITY OF THE OWNER, USER,
PRODUCT PROVIDER AND/OR INSTALLER OF THE COMPONENTS TO NOTIFY SED, INC IN
WRITING, OF ANY DAMAGE, DEFICIENCIES OR IRREGULARITIES.
15. IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER OF THE COMPONENTS SHOWN
HEREIN TO NOTIFY SED, INC OF ANY DAMAGE OR DEFICIENCIES IN THE SYSTEM DURING USE.
THIS INCLUDES SUCH OCCURRENCES SUCH AS IMPACT DAMAGE TO THE COMPONENTS FROM
FORKLIFT OR HEAVY MACHINERY, IMPACT FROM DROPPED LOADS ON THE SYSTEM, DAMAGE
TO SYSTEMS BY IMPROPER USE OR INSTALLATION, ETC. THE USER OF THE PRODUCT MUST
NOTIFY SED, INC IN WRITING SHOULD ANY DAMAGE OR DEFICIENCY OCCUR TO THE
PRODUCT SHOWN HEREIN. IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER TO
MAINTAIN THE SAFETY AND PROPER USE OF THE STORAGE PRODUCT SHOWN HEREIN.
16. IT IS THE RESPONSIBILITY OF THE OWNER/USER OF THE STORAGE SYSTEM SHOWN HEREIN
TO REPAIR OR REPLACE ANY COMPONENT THAT IS DAMAGED OR OTHERWISE DEFICIENT.
17. THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER
OPERATIONAL, HOUSE KEEPING AND MAINTENANCE PROCEDURES, BUT NOT LIMITED TO THE FOLLOWING:
a. PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF OVERALL RACK SYSTEMS.
b. REGULARLY INSPECT FOR DAMAGE. IF DAMAGE IS FOUND, IMMEDIATELY UNLOAD
THE AFFECTED AREA AND REPLACE OR REPAIR ANY DAMAGED COLUMNS, BEAMS,
OR OTHER STRUCTURAL COMPONENTS.
c. REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD, SAFE, OPERATING CONDITION.
d. ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS
IN PROPERLY STACKED AND STABLE POSITION.
e. REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE.
f. PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION, INCLUDING THE TOP MOST
POSITION, UNLESS THE RACK SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING.
g. THE OWNER AND/OR USER OF THE RACK SYSTEM MUST PROVIDE MEASURES TO MITIGATE DAMAGE
TO THE STORAGE RACK BY USE OF IMPACT PROTECTIVE DEVICES IN AREAS WHERE FORKLIFT AND/OR
HEAVY MACHINERY ARE IN USE.
a
4 -PIN CONNECTOR
7 GAGE
STEEL YIELD
ASTM A570, Fy=55,000 PSI
DESCRIPTION
MATERIAL
STEEL YIELD
3-3/4" BEAM (SB376C)
16 GAGE THK.
NOTES:
USE @ TYPE 2, TUNNEL BEAM LOCATIONS TYP.
DESCRIPTION 4-1/8" BEAM (SB#416C)
MATERIAL
16 GAGE
ASTM A570, Fy=55,000 PSI
STEEL YIELD
ASTM A570, Fy=55,000 PSI
2
TYPE 1 SELECTVE RACK
6"
44" 1101'
TYPE 2 SELECTVE RACK
144"
TYPE TUNNEL BAY RACK
144"
44"
4"
\
,
84"
84"
84"
FRONT VIEW
r
REVIEWED FOR
CODE COMPLIANCE
APPROVED
n
„
MAY 252018
City of Tukwila
BUILDING DIVISION
84"
84"
F.F.
54"
54"
264"
84"
264" 84"
3 1/4"
MIN. EMBED.
54"
54"
1 /2"
RECEIVED
CITY OF TUKWILA
84"
84"
3
SIDE VIEW
NOTE:
SEE NOTE #4 ABOVE FOR ANCHOR SPECS. PERMIT CENTER
APR 23 2018
DESCRIPTION
FRONT VIEW
FRONT VIEW
SIDE VIEW
STORAGE RACK ELEVATIONS
SIZE
POWER SD2 ANCHOR
1/2"0 X 3-1/4" MIN. EMBED.
ESR#
4/19/2018
ENGINEERED PRODUCTS
JOB NO.
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DATE 04/13/18
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SHEET NO.
SED 1 OF 1