HomeMy WebLinkAboutPermit D15-0114 - SAHALE SNACKS - INSULATED METAL PANELSSAHALE SNACKS
3411 I'Amd)PL 0"'
D15-0114
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: httn://www.TukwilaWA.Itov
DEVELOPMENT PERMIT
Parcel No: 1023049069 Permit Number: D15-0114
Address: 3411 S 120TH Pl. BLDG 1 Issue Date: 6/5/2015
Permit Expires On: 12/2/2015
Project Name: SAHALE SNACKS
Owner:
Name:
SABEY CORPORATION
Address:
12201 TUKWILA INTL BLVD 4THFL ,
SEATTLE, WA, 98168
Contact Person:
Name:
ROCKYTUOMINEM Phone: (360) 695-4243
Address:
418 NE REPASS RD , VANCOUVER, WA,
98685
Contractor:
Name:
BURNS & MCDONNELL ENG CO INC Phone:
Address:
9400 WARD PARKWAY ATTN: LEGAL
DEPARTMENT, KANSAS CITY, MO,
64141
License No:
URNSME005NP Expiration Date:
Lender:
Name:
SAHALE SNACKS
Address:
3441 S 120TH PLACE, TUKWILA, WA,
98168
DESCRIPTION OF WORK:
INSTALLATION OF INSULATED METAL PANELS FOR NEW WASHROOMS AND CLEAN ROOM
Project Valuation: $177,000.00 Fees Collected: $3,686.88
Type of Fire Protection: Sprinklers: YES
Fire Alarm: YES
Type of Construction: IIIB Occupancy per IBC: F-1
Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125
Sewer District: VALLEY VIEW 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: C J
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'c`onditions attached to this permit.
Signature: �,�`� �i Date: 4 ��
Print Name: 1 irZt
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:
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)
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)
2: 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)
4: Maintain fire extinguisher coverage throughout.
5: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge
or effort. (IFC 1008.1.8.3 subsection 2.2)
6: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the
door handle is engaged from inside the tenant space. (IFC Chapter 10)
7: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10)
8: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by
Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of
the wrist to operate. (IFC 1008.1.9.1)
9: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall
comply with the requirements of this section. Aisles or aisle access ways shall be provided from all
occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or
equipment. The required width of aisles shall be unobstructed. (IFC 1017.1)
13: Fire protection systems shall be maintained in accordance with the original installation standards for that
system. Required systems shall be extended, altered or augmented as necessary to maintain and continue
protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems
shall be done in accordance with applicable standards. (IFC 901.4)
11: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
10: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory
Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire
Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence
without approved drawings. (City Ordinance No. 2436).
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)
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)
16: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required
for this project.
17: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that
set forth in Table No. 803.9 of the International Building Code.
12: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
18: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
19: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention
Bureau at (206)575-4407.
20: 'BUILDING PERMIT CONDITIONS'
21: 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.
22: 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.
23: When special inspection is required, either the owner or the registered design professional in responsible
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to
the first building inspection. The special inspector shall furnish inspection reports to the Building Official in
a timely manner.
24: A final report documenting required special inspections and correction of any discrepancies noted in the
inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the
approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition of final inspection approval.
25: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
26: 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.
27: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
28: 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.
29: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the
City of Tukwila Building Department (206-431-3670).
30: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
31: 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.
32: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center (206/431-3670).
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700
BUILDING FINAL"
1400
FIRE FINAL
0200
FOUNDATION WALL
0409
FRAMING
4046
SI-EPDXY/EXP CONC
CITY OF TUKff - A
Community Development Department
• Public Works Department
• Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
bM2://www.TukwilaWA.gov
SITE LOCATION
Building Permit No. bll� — 011 `-
Project No.
Date Application Accepted:
Date Application Expires: _
use
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"
ICIRL \ King Co Assessor's Tax No.:
Site Address: `3444 South 120th Place Suite Number: Floor:
Tenant Name: Sahale Snacks New Tenant: ❑ .....Yes O ..No
PROPERTY OWNER
Name: Sahale Snacks
Address: 3441 South 120th Place
City: Tukwila State: Wa Zip: 98168
CONTACT PERSON — person receiving all project
communication
Name: Rocky Tuominen
Address: 418 N.E. Repass Rd
City: Vancouver State: Wa Zip: 98685
Phone: (360) 695-4243 Fax: (360) 693-5921
Email: rockyt@isoquip.com
GENERAL CONTRACTOR INFORMATION
Company Name: Burns & McDonnell
Address: 9785 Maroon Circle Suite 400
City: Centennial State: Co Zip: 80112
Phone: (816) 822-3509 Fax:
Contr Reg No.: Exp Date:
Tukwila Business License No.:
ARCHITECT OF RECORD
Company Name:
Architect Name:
Address:
City: State: Zip:
Phone: Fax:
Email:
ENGINEER OF RECORD
Company Name: Miller Consulting Engineers
Engineer Name: Eric Watson
Address: 9570 S.W. Barbur Blvd. Suite 100
City: Portland State: Or Zip: 97219
Phone: (503) 246-1250 Fa": (503) 246-1395
Email: eric@pdx.miller-se.com
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name:
Address:
City: State: Zip:
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Revised: August 2011
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Page 1 of 4
BUILDING PERMIT INFORMATIOr )6-431-3670
Valuation of Project (contractor's bid price): $ 177,000 Existing Building Valuation: $ !X�%
Describe the scope of work (please provide detailed information):
Installation of insulated metal panels for new washrooms and clean room
Will there be new rack storage? ❑..... Yes O.. 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
I' Floor
uD wn
2 nd 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 El ....... 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 ofmaterials 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\2011 ApplicationsTermit Application Revised - 8-9-1 I.docx
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PUBLIC WORKS PERAUT INFOI i,TION — 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 El ... Water District #125 ❑ .. 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 aplo
❑ ...Civil Plans (Maximum Paper Size — 22" x 34")
❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechni cal Report ❑... Traffic Impact Analysis
❑ ...Bond ❑ .. 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 ❑ .. Right-of-way Use — Potential Disturbance
❑ ...Construction/Excavation/Fill - Right-of-way ❑
Non Right-of-way ❑
❑ ...Total Cut cubic yards ❑ .. Work in Flood Zone
❑ ...Total Fill cubic yards ❑ .. Storm Drainage
❑ ...Sanitary Side Sewer El.. Abandon Septic Tank ❑ .. Grease Interceptor
❑ ...Cap or Remove Utilities El.. Curb Cut ❑ .. Channelization
❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation
❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding
❑ ...Backflow Prevention - Fire Protection "
Irrigation "
Domestic Water "
❑ ...Permanent Water Meter Size... WO #
❑ ...Temporary Water Meter Size.. WO #
❑ ...Water Only Meter Size............ WO # ❑... Deduct Water Meter Size "
❑ ...Sewer Main Extension.............Public ❑ Private ❑
❑ ...Water Main Extension.............Public ❑ Private ❑
FINANCE INFORMATION
Fire Line Size at Property Line
❑ ...Water ❑ ...Sewer
Monthly Service Billing to:
Name:
Mailing Address:
Water Meter Refund/Billing:
Mailing
Number of Public Fire Hydrant(s)
❑ ...Sewage Treatment
Day Telephone:
Citv
Day Telephone:
State Zip
City
State Zip
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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 OW>ER OR AUTHORJZED AGENT:
Date: J
Print Name: ����%� 1'%9'0v2'X Day Telephone::8d _ 7 — % 63 2—
Mailing Address: � � Slice TP i.2 D r* P104eZ- auk-�.zz f�� g191100
0 C
City State Zip
H:Wpplications\Fonns-Applications On Line\20I 1 ApplicationsTennit Application Revised - 8-9-1 l.docx
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Page 4 of 4
DESCRIPTIONS
PermitTRAK
ACCOUNT QUANTITY
PAID
$2,278.91
D15-0114 Address: 3411 S 120TH Pl. BLDG 1 Apn: 1023049069
$2,278.91
DEVELOPMENT
$2,170.60
PERMIT FEE
R000.322.100.00.00
0.00
$2,166.10
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.SO
TECHNOLOGY FEE
$108.31
TECHNOLOGY FEE
TOTAL
R000.322.900.04.00 0.00
$108.31
Date Paid: Friday, June 05, 2015
Paid By: ISO QUIP
Pay Method: CHECK 48442
Printed: Friday, June 05, 2015 11:54 AM 1 of 1
l?"fSY57EM5
Date Paid: Wednesday, May 20, 2015
Paid By: ISO QUIP
Pay Method: CHECK 48422
Printed: Wednesday, May 20, 2015 11:56 AM 1 of 1 lcg?l" SYSTEMS
7 INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670
Prcject:S,,,klSVY
�S
Type of Inspection: V�OIl
I
Addres�t , S
�� I
Date Called:
Special Instructions:
Date Wanted:
`
( a.m.
I p.m.
Requester:
Phone No:
IInspector: j/ IDate: 1 F —16
$58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection.
Receipt No.: JDate:
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF" TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
S9�� �r.��S
Tyf Inspection:
15✓a� �
s
Date Called:
Special Instructions: /1
tak
Date Wanted: a.m.
Requester
Phone No:
Sid '76 r 7a 37
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Calt to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
Type of Inspection:
T/�
Date Called:
Instructions:Special
�tr �f`11
Date Wanted: / a.m.
<�--lp—/5 _ p.m.
Requester:
Phone No:
XApproved per applicable codes. L.1 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.
INSPEI
Retain a
INSPECTION NO.
MON RECORD � 6 6 I (L)
copy with permit
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
S � JA L�� 5rVh-��S
Type of Inspection:
�i
Address: �aaJJ��II
Date Called:
Special Instructions: ��j,nn ^,
Lax# 4-11
Date Wanted: 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.
& ASSOCIATES, INC.
GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
August 10, 2015
City of Tukwila
Attn: Bldg Dept
6200 South Center BLVD
Tukwila, WA 98168
RE: Final Letter
Sahale Snacks
3411 S. 120' Place Ste 100
Seattle, WA 98168
To Whom It May Concern:
KA No. 066-15141
Permit No. D15-0070
D15-0114
In accordance with your request and authorization, we have performed special testing and inspection
services for the above referenced project. The special inspections for this project were:
• Reinforcing Steel
• Proprietary Anchors
• Cast in Place Concrete
• Structural Steel Welding
To the best of our knowledge, all work which has been tested and/or inspected has been found to be in
general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of
the 2012 International Building Code.
If you have any questions, or if we can be of further assistance, please do not hesitate to contact our
office at (253) 939-2500.
Respectfully submitted,
KRA_ZAN & ASSOCIATES, INC
William B. Throne
Operations Manager
Puyallup
CC: Sahale Snacks
With Offices Serving The Western United States
922 — Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939-2500 • Fax: (253) 939-2556
A
® azan tAssociates,Inc.
Geotechnical Engineering • Environmental Engineering
Construction Testing and Inspection
PROPRIETARY ANCHOR
& BOLTING INSPECTION
REPORT NO.: 15141HSB081015-NA -2
DATE: 8/10/2015 CONTRACTOR: B nnell
PROJECT M 06615141 PERMIT #' 1
PROJECT: Sahate Snacks INSPECTOR: kcal —us Adams
LOCATION: . 1 20th PL JURISDICTION: ! Y of TukvA a
KAP.M.: F,1 rone WEATHER:indoor TEMP:6/a
❑ HIGH STRENGTH BOLTS
0 ANCHORS ❑ Visual ❑ Proof Load M Torque Test M Epoxy
❑ Bolts were not torque tested.
❑ Anchors were not load tested.
❑ A visual inspection was not performed
❑✓ NOTES ❑ DISCREPANCIES 100 % COMPLETE
Krazan & Associates representative arrived on site as requested for torque testing of 1" diameter all thread rod:
he Jib Crane Base foundation.
Installation of anchors was visually observed by another Krazan & Associates representative. Refer to Daily Field
"15141DFR060415-JB" for more details.
The torque specification for above stated anchors was 150 foot pounds. Upon inspection, all rods had achieved
i torque specification rating. Refer to ESR 3187 for more information on anchors.
To the hest of my knowledge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements.
Superintendent/Representative:
Technician:
AUG I 0 2015
PERMITCENTER
Offices Serving the Western United States
Lynnwood (425) 485-5519 - Poulsbo (360) 598-2126 - Puyallup (253) 939-2500
Bolting >nsp--
Efixbve 1 VO4/2014
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M I L L E R
CONSULTING
ENGINEERS
STRUCTURAL CALCULATIONS
Sahale Snacks Processing Room
3441 S 120th Place, Tukwila, Washington
IsoQuip Corp
April 29, 2015
Project No. 150460
31 pages
Principal Checked:
1NrV'V=VVt:L7 FOB THE CALCU , Q,NSARE, ID IF SEAL
!�,JOPOVE COMPLIANCE WAS/7!�
APPPOVED
O
MAY 2 8 2015 y
� 39251 �
CRY OfTukwila o Fcis o�
UILDINC7 D±VISI.Oi4 NAL�
AND SIGNAT OT ORIGINAL
1
*** LIMITATIONS ***
RECEIVED
CITY OF TUKWILA
MAY 2 0 2015
PERMIT CENTER
Miller Consulting Engineers, Inc. was retained in a limited capacity for this
project. This design is based upon information provided by the client, who
is solely responsible for accuracy of same. No responsibility and or liability
is assumed by or is to be assigned to the engineer for items beyond that
shown on these sheets.
Engineering Practical, Diverse, Structural Solutions Since 1978
9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219-5412
Phone (503) 246-1250 Fax (503) 246-1395 www.miller-se.com
Building Code: 2012 International Building Code
Soils Report: No Soils Report by:
N/A Dated: N/A
Soil Bearing: N/A PSF
Retaining Walls: No
Equivalent Fluid Pressure (active): N/A
PCF Passive bearing: N/A PCF Friction: N/A
Structural System: Building Structure
Vertical System: Kingspan Panels
Lateral Sys: Kingspan Panels
Element Roof
Wall
Load Type Dead
Dead
Basic Design Value (PSF) 3
2.34
Loads: Load Type Live
Live
Value (PSF) 10
5
Deflection Criteria U240
U360
Lateral Design Parameters:
Wind Design: N/A
MPH
Exposure
Importance Factors IW = N/A IE =
1.00 Is = N/A I, = N/A Risk Cat: II
(ice)
(seismic) (snow) (ice)
Seismic Design
Latitude: 47.494948
Seismic design parameters are based on published
Longitude:-122.288222
values from the USGS web site.
2% PE in 50 years, 0.2 sec SA = Ss
2% PE in 50 years, 1.0 sec SA = Si
S,= 1.512g
S, = 0.567 g
(Site class B parameters are indicated on this page, for actual site class
S., = 1.512 g
used in design, refer to seismic design summary)
S., = 0.851 g
S", = 1.008 g
Sa = 0.567 g
Design Summary:
The following calculations are for the design of two new cooler boxes located within an existing structure. The coolers are to be constructed using 4" thick 26/26 GA
Kingspan wall panels and 22/24 GA Kingspan ceiling panels. Walls will be supported at the base by an existing concrete slab on grade which is designed by others.
9570 Sw Barbur Blvd.
Project Name:
Sahale Snacks Processing Room Project #: 150460
Suite One Hundred
.'
Portland, OR97219
Location:
3441 S 120th Place, Tukwila, Washington
MILLER
(503)246-1250
Client:
IsoQuip Corp
CONSULTING
FAX:246-1395
ENGINEERS
BY:
ALB Ck'd: ffT-uj Date: 04/29/15 Pagel of 31
Box #1
Wall Panels Ceiling Panels
Wall Skin: 22/24 ga Ceiling Skin: 22/24 ga
Type of Panel: 4" Kingspan 300 Series Type of Panel: 5" Kingspan 300 Series
Geometry (overall)
Box Width, L1 = 96.67 ft
Box Length, L2 = 20.00 ft
Panel Height = 14.00 ft
Occ. Cat. = II
Outdoor Box?l No
Load Comb.: Basic Load Comb.: 0.6D+0.7E; 0.6D+W
Seismic Calculations: ASCE7-05
Loading
DL (ceiling) = 3.44 psf
DL (walls) = 2.68 psf
LL = 10 psf
Mech. Weight = 200 lb (total)
Ss =
151.20%
St =
56.70%
le =
1.00
SIDS =
1.01
R =
6.50
Cs =
0.155
ASCE 7-05, Eq 12.8-2,pg 129
Cs =
0.603
need not exceed - ASCE 7-05 Eq. 12.8-3 & 12.8-4, page 129
Cs =
0.044
shall not be less than -ASCE 7-05 Eq. 12.8-5 & 12.8-6, page 129
Cs =
0.155
(control)
Vdesign =
0.111 * Wt = 0.155 / 1.4
Affect of uplift =
0.144
* Wt = 1.01 *0.2 / 1.4
Number of shearwall lines:
Longitudinal = 2
Transverse = 3
Open end on box? No
'9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
. Suite One Hundred Project Name Project #
Portland, OR 97219 Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client lsoQuip Corp
Phone 503.246.1250
CONSULTING FaX 503.246.1395 By ALB Ck'd Date 04/28/2015 Page 2of31
ENGINEERS www.miller-se.com
Box #1
Overall Shearwall lengths
Segment Lengths, ft
Punched
Longitudinal Walls:
Seg. 1 Seg. 2 Seg. 3
Wall?
6.83
22.25
55.5
No
L, 1st = 96.67 ft
96.67
No
L, last =1 96.67 ft
Transverse Walls:
T, 1st = 20.00 ft
T, 2nd = 20.00 ft
T, last = 20.00 ft
Vertical Roof Trib.:
L, 1st = 10 ft
L, last = 10 ft
T, 1st = 1.75 Ift
T, 2nd =1 3.5 Ift
T, last =l 1.75 Ift
Total Weight =
11604
Vdesign =
0.111
Affect of uplift =
0.144
Seismic Load =
1288
W1 =
13
W2 =
64
0.2*Sds*0.7 =
0.14
W1 =
W2=
Shearwalls
L, 1st =
L, last =
T, 1st =
T, 2nd =
T, last =
Holddowns
L, 1st =
L, last =
T, 1st =
T, 2nd =
T, last =
10.08
No
it
0
Q
z
0
ft
ft 5
z
ft _J
psf
psf
Ib (total) L,
TRANSVERSE DIR.
W2 0
10.08
No
10.08
No
Longitudinal Wall Lines =
Internal Non-shearwall Long. Walls =
Transverse Wall Lines =
Internal Non-shearwall Trans. Walls =
L1 =
L2 =
H =
DL (ceiling) =
DL (walls) =
Mech. Weight =
b =(96.67*20*3.44psf)+((14/2)*(96.67*2+20*3))*2.68psf+2001b
2
J
0
3
0
96.67
20.00
14.00
3.44
F
L2
1 st L, lost
2.68
200
lb = 11604*0.111
plf = 1288/96.67
plf = 1288/20
Seismic Wind Controls
13
0
13
64
0
64
plf
plf
L, ft H, ft
Loading:
Ww m, plf Wseismic, plf
Load In -plane loads:
Trib., ft Vv i„a, plf Vseismic, plf
6.83
14.00
0
64
10.00 0
8
96.67
14.00
0
64
10.00 0
1 7
10.08
14.00
0
13
35.17
0
45
10.08
14.00
0
13
48.34
0
62
10.08
14.00
0
13
13.17
0
17
Wind
Seismic
Mot, ft-lb 0.6*Mr, ft-lb HD, lb
Mot, ft-lb
0.6*Mr, ft-lb
HD, lb
965
1006
0
57351
201630
0
6719
1327
535
9160
1511
759
2715
1327
138
See hold down design on page 7
Aspect
Allowable
shear
Ratio
< 189
OK
2.05
< 295
OK
0.14
< 150
OK
1.39
< 134
OK
1.39
F1.39
< 179
OK
*See following Page for shear capacity
9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
- Suite One Hundred Project Name Project #
® Portland, OR 97219
Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250 3 of 31
CONSULTING Fax 503.246.1395 ALB t 04/28/2015
ENGINEERS
'.miller-se.com By Ck'd Date Page
Evaluate shear wall panels by rational design*
Wall Panel width = 3.5 ft
Wall Panel height = 14.00 ft 50 ksi = Fu
Metal Skin = 0.0239 in 33 ksi = Fy
Panel In -plane Tension Stress
In -plane Panel to Ceiling stitch
Va= 62 Ibs/ft of width *Note: Panels are continuously sheathed with 26 Ga.
In -plane shear Panel to Panel side stitch Sheet metal bonded to a urethane foam interior.
Vb= 62 Ibs/ ft of height Rational analysis assumes panel acts as tension bracing
T = 900 Ibs =((62.34*3.5)^2+((62.34*14)^2)^0.5
Tension Capacity of skin
Assumed strap width =
4
in
Area =
0.1912
inA2
(Neglect Diagonal Compression Force)
Yield T„t/i)=
3778
Ibs
= Fy*Ag/1.67 (AISI EQ. C2-1)
Fracture T„tlO=
4780
Ibs
=Fu*An/2.0 (AISI EQ. C2-2)
ASD T„t/D=
3778
Ibs
> 900 LBS OK
Panel Shear Capacity 916
> 62.34 LBS OK
Metal Skin is adequate for tension load
Shear Capacity of Skin
Panel In -plane Edge Stress
a/(2*h)= 0.50
h/t = 21
E= 29000
ksi
h E- k
kv = 25.4
F = 0.60 • F
t Fy
E K = 49
Fy
E•l� h E Q60 E._k-Py 11
�F— l
F t Fyt
1.51 E ,K"�7=225
Fy
h>1.51- E k ,F=0.904-E-k
t Fy Cht \z
J
Aw = 2.0076
inA2
Fv = 19800.00
psi AISI EQ.C3.2.1-1
ASD V„JO= 24844.05
Ibs = (Aw*Fv)/1.6)
Panel Shear Capacity 7098.30
plf = (24844.05)/(3.5) > 62.34 LBS OK
Panel is adequate for shear load
Compression Capacity of Panel
Compression occuring over = 12
Compression Capacity = 2640
Compression Load at End of Shearwall = 759
Panel Shear Capacity
MILLER
CONSULTING
ENGINEERS
(AISI EQ. C3.2.1-1)
(AISI EQ. C3.2.1-2)
(AISI EQ. C3.2.1-3)
inches (only use last 12 inches of wall)
Ibs
Ibs max
Max HD Force
Allowable Shear
Longitudinal Walls:
Per Shearwall Line
L, list =
L, last =
0
0
189
295
Transverse Walls:
T, 1st =
T, 2nd =
T, last =
535
759
138
150
134
179
9570 SW Barbur Blvd
Suite One Hundred Project Name
Portland, OR 97219
Location
Sahale Snacks Processing Room
3441 S 120th Place, Tukwila, Washington
Client IsoQuip Corp
Phone 503.246.1250
Fax 503.246.1395 By
www.miller-se.com
ALB
Project # 150460
Ck'd ff'?2k) Date 04/28/2015 Page 4 of 31
Top Connection: \\\a� =>,Z•XA•X�TSGI"�Vn�
w/ up x)/.• M'AFER HEnp iEK StREw
e P• o c. (M+rcH rlrasH)
vne0c PAPPTR
�(COOLEn/EPFEZEa ON.Y)
EII1 ALL VOIDS WITH
�E%PANDIFa: fonts INSULATION
THFPMAL BPEAK
(FTELG cur)
ii � IMvp�RAH
Type of Connections = #8 SMS f
� \t' T YXY[M;i 246A Gnty IFOGEP nvH{
��F\, roKP£D W/i1/Y11—136{n.IS<.
Panel Material = 22 gaW/e9.•WAFFPtiA" EX PFW
e6.00 r0I MP.(M.xM.rO1fIN[SH)POTH SIDES
Top Connection \` j
Vc = 121 lb (#8 SMS capacity) \ r
Wall Line V, plf Max spacing Act. Spacing
L, 1st = 8 192 in o.c. 6 in o.c. Use #8 SMS @ 6" o.c. each leg
L, last = 7 219 in o.c. 6 in o.c. Use #8 SMS @ 6" o.c. each leg
T, 1st = 45 32 in o.c. 6 in o.c. Use #8 SMS @ 6" o.c. each leg
T, 2nd = 62 23 in o.c. 6 in o.c. Use #8 SMS @ 6" o.c. each leg
T, last = 17 86 in o.c. 6 in o.c. Use #8 SMS @ 6" o.c. each leg
* See page 29 for screw capacity
Chord Tie:
Max distance between:
Long. Walls =
20.00
ft
d =
96.67
ft
Trans. Walls =
96.67
ft
d =
20.00
ft
Vc =
94
lb (#8 SMS)
Tc =1
50
lb (#8 SMS)
Long. Chord (Ibs) =
33
< 94
Use min. (1) #8 SMS
Trans. Chord (Ibs) =
759
< 846
Use min. (9) #8 SMS
* See page 29 for screw capacity
Wall Panel Seam Connection
Vmax = 62 pif
Vc =1 94 Ibs/screw
Spacing =1 18 1 in o.c.
Use #8 SMS at 18" o.c. at wall seams
r See page 29 for screw capacity
Ceiling to Wall Screws (out -of -plane and uplift connection)
Combinded Shear and Tension Loading
Tact =
5
plf = 0.5psf * 10'
I
Vact =
35
plf = 5psf * 14' / 2
a=
8.1
(ACT.)
Fact =
35
lb = SQRT(5^2+35^2)
a
Tc =
59
lb
�\
T
I
VC =
121
in
(ACT.) (ACT.)
spacing =
6
in o.c.
Z'a=
122
plf=sgrt(59*(COS(8.1 deg.))^2+121*(SIN(8.1
deg.))^2))
122 > 35 OK
Use #8 SMS Screws at 6" o.c. (max)
* See page 29 for screw capacity
MILLER
CONSULTING
ENGINEERS
9570 SW Barbur Blvd
Suite One Hundred Project Name
Portland, OR 97219
Location
Sahale Snacks Processing Room
3441 S 120th Place, Tukwila, Washington
Client lsoQuip Corp
Phone 503.246.1250 I
Fax 503.246.1395 By
www.miller-se.com
ALB
Project # 150460
Ck'd f ` Date 04/28/2015 Page 5 of 31
Base Connection:
Type of Fastener to Panel: #8 SMS
Panel Material = 24 ga
COW 16 GA. GAL'/,
EASE C-4EL SECURED TO
SLAB W/ 1/8' X Y 5IW50N
72TEN ND e21' OC (MIN. EMBED 21/Y)
6 rASTENED TO WALL PANEL W/
"ID % 3/4' ZINC PAN HEAD TEK SCREW
e 6'OC
Q
CONCRETE SLAB
SEE STRUCTVRAL DRAWINGS
(Bv OTHEaS)
Wall Panel to Base Channel: ID-L. POL9ED( -
Vc = 121 lb (#8 SMS capacity) SLIP SHEET (BY OTHER)
Wall Line V, plf Max spacing Act. Spacing
L, 1st = 35 41 in o.c. 6 in o.c. Use #8 SMS @ 6" o.c.
L, last = 35 41 in o.c. 6 in o.c. Use #8 SMS @ 6" o.c.
T, 1st = 45 32 in o.c. 6 in o.c. Use #8 SMS @ 6" o.c.
T, 2nd = 62 23 in o.c. 6 in o.c. Use #8 SMS @ 6" o.c.
T, last = 35 41 in o.c. 6 in o.c. Use #8 SMS @ 6" o.c.
Base Channel to Concrete: ' See page 29 for screw capacity
Anchor Capacity: (see last page(s) for shear anchorage calculations)
Anchor Type: 3/8" Dia. Simpson Titen HD
VCUseismic = 1401 lb per anchor
Vcseismic = 392 lb =(1401 Ibs)*(0.7)/(2.5)
VCUW d = 1401 lb per anchor * See page 31 for anchor capacity
VCWind = 841 lb =(1401 Ibs)*(0.6)
Angle gage: 16ga. (min.)
cap. of 3/8" bolt on angle = 771 lb
771 > 392
Connection limited by anchor capacity, Use 16ga. Angle (min.)
Wall Line
Base Shear
Wind, plf Seismic, plf OOP, plf
Spacing (max calculated)
Wind, in Seismic, in
OOP, in
Act.
Spacing
L, 1st =
0
8
35
622
288
24
Use 3/8" Dia. Simpson Titen HD @ 24" o.c.
L, last =
0
7
35
711
288
24
Use 3/8" Dia. Simpson Titen HD @ 24" o.c.
T, 1st =
0
45
35
104
288
24
Use 3/8" Dia. Simpson Titen HD @ 24" o.c.
T, 2nd =
0
62
35
76
288
24
3/8" Dia. Simpson Titen HD @ 24" o.c.
FUsee
T, last =
0
17
35
277
288
24
3/8"Dia. Simpson Titen HD @ 24" o.c.
9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
. Suite One Hundred Project Name Project #
® Portland, OR 97219 Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250 �,• '
CONSULTING Fax 503.246.1395 ALB (ft'-\^' 04/28/2015 6 of 31
ENGINEERS
www.miller-se.com By Ck'd Date Page
Holdown Detail
Pmaxv;nd = 0 lb WALL PANEL
Pmaxseismic = 759 lb
N
UPPER SCREWS
D1 = 1.00 In STEEL ANGLE FOR REFERENCE ONLY
D2 = 0.00 In LOWER SCREWS ONLY RED.
IF D3= 3.00 In UNDER LE IS WALL TURNED
o CONCRETE ANCHOR
Connection to Wall: (E) FOUNDATION
Type of Screws: #10 SMS
Tmax = 253 lb = 759 * 1" / 3" D�
V = 759 lb
Try 7 screws per row(s)
T = 36 lb per screw = 253/7
V = 54 lb per screw = 759/2/7
Tc = 69 lb
VC = 131 lb
0.94 < 1.0 OK
Use (7) #10 SMS screws per row
Connection to Foundation:
Anchor Type: 3/8" Dia. Simpson Titen HD
TUvAnd = 0 lb
VUvAnd = 0 lb
TuC.nd = 602 lb
VUC.nd = 1401 lb
Tuseismic = 2711 lb = 759* 1 /0.7*2.5
Vuseismic = 904 lb = 759*1"/3"*1/0.7*2.5
TUcseismic = 942 lb
Vucseismic = 1352 lb
No. of anch.= 3
Use (3) 3/8" Dia. Simpson Titen HD w/ 3" o.c. spacing (4" min. edges), 3.25" embed into min 5" slab
* See page 8-9 for anchor capacity
Check Angle Bending:
Tmax = 759 lb
M = 759 in -lb
tangle = 0.19 in
Z = 0.070 in = 0. 1 875A2* 14"/4
Mc = 1516 in -lb = 36000*0.0703125/1.67
759 < 1516 OK
Use 0.1875" thick angle, min.
9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
All Suite One Hundred Project Name Project #
Portland, OR 97219
4 Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALBCk'd Date 04/28/2015
wwIN.miller-se.com By Page 7 of 31
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WALL PANEL
Load per lineal foot at top of wall
Load perpendicular to wall
Max allowable deflection
Panel Height
P=
w=
Amax = h /
h=
34.4 lb (per foot of wall)
5 psf (per foot of wall)
180
14.00 ft
Panel Width
W =
42
in
Core Thickness
tr =
4
in
4" HDU
Exterior Sheathing -
to =
0.0179
in
26 ga Steel
Interior Sheathing -
ti =
0.0179
in
26 ga Steel
ttotal= 1
4.036
lin
= to + tr + ti
Rail wr =1
42
lin
SUMMARY OF RESULTS:
Compression OK, fcmax < Allowable Compression
1795 psi < 6145 psi
Deflection OK, Amax < Aallowable
0.162 in < 0.933 in
MATERIAL PROPERTIES:
Shear Modulus - Core
Gc =
405
psi
MOE - Core
Ec =
1005
psi
MOE - Exterior skin
EQict =
2.90E+07
psi
MOE - Interior skin
Eint=
2.90E+07
psi
MOE - Rail
Erail =1
1005
psi
CALCULATIONS:
Convert Rails and interior sheathing to exterior sheathing:
n1 = 1.000 = EJEi
n2 = 28855.721 = EJEr
Normalize per foot of wall:
b1= 12.000 = (W/(n 1 *W))* 12
br = 4.159E-04 = (wr/(n2*W))*12
nPtPrminP 1 nrntinn of Neutral AYis lfrnm interinrl-
Shape
y (in)
A in2
A in3
c (in)
A*c2 (in 4)
Exterior Skin
4.027
0.215
0.865
2.009
0.867
Rails
2.018
0.002
3.357E-03
0.000
0.000
Interior Skin
8.950E-03
0.215
1.922E-03
2.009
0.867
0.431 1 0.870
'9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
- suite One Hundred Project Name Project #
_ Portland, OR 97219
Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250
CONSULTING Fax 503.246.1395 ALB 04/28/2015 10 of 31
ENGINEERS w ww.miller-se.com By Ck'd Date Page
Check Deflection:
yc= 2.018
in
= (Ayh/At
le = 5.735E-06
lin
in
= 12*te3/12
Ir = 0.002
in
= br*tr3/12
li = 5.735E-06
4
= bi*t3/12
least = 0.867
in
= le + ACe2
Iract = 0.002
in
= Ir + Acr2
liact = 0.867
in
= Ii + Ac;2
,tot =1 1.736
in
= leact + Iract + liact
St = 0.860
in
= Itot/(ttotai - Yc)
Sb = 0.860
in
= Ito t/Yc
Sfinal = 0.860
in
Min of St and Sb
hP 168
in
2
Per = 9258 Ibs/ft = )r Ee I total
1
(h J �2 1 + 1/ (� 2 E.I tots,
�L
\h 2 6 (ttota, + tr )G��
Ccr =1 11384 psi
A=J 0.161 in
Amax = 0.162 in
Aailow = 0.933 in
Check Compression:
0.53 EeEcGC,
3
Swh41728 in
ft3 + coh2
384 E J: , , 4(t.., + t,. )G, * l ft
= A / (1- P/ Pcr)
OK, Amax < Aallowable
fbmax =
1715
psi
= (1.5*w*h2+P*A)/Sfinal
Panel Buckling
fc,r,ax =
1795
psi
= (P/(12*te+ti*bi))+fbmax
P= 6145 lbs
Fc =
21551
psi
= Pcr/(12*te+ti*bi)
See page 28 for
Min. Fce=1
19760
psi
buckling capacity
Min. Fci =I
19760
psi
Allowable Compression=
1
6145
psi
OK, fcmax < Allowable Compression
9570 SW Barbur Blvd
Suite One Hundred Project Name
Portland, OR 97219
MILLER
Phone 503.246.1250
CONSULTING Fax 503.246.1395
ENS www.miller-se.com
GINEER
Location
Sahale Snacks Processing Room
3441 S 120th Place, Tukwila, Washington
Client IsoQuip Corp
Project # 150460
By ALB Ck'd E-F-Vi Date 04/28/2015 Page 11 of 31
ROOFPANEL
Ceiling Load = 13.4 plf
Core Thickness c = 5.0 in 5" HDU
Top Skin Thickness ttop = 0.0239 24 ga Steel
Bot. Skin Thickness tbot = 0.0299 in 22 ga Steel
Panel Length L = 20 ft
Panel Width W = 42 In METAL SKIN
Deflection criteria L/ 180 RAIL
Panel Thickness h=x+2*t = 5.054 In 2# URETHANE CORE
Rail Width b = 0.00 in ZZ T
Rail Depth d = 0.00 in
Rail Load Duration CD = 1.00
Rail Size Factor CF = 1.00
L w
SUMMARY OF RESULTS:
Bending max uniform 34 psf > 13.44psf OK
load =
Deflection max uniform 25 psf > 13.44psf OK
load =
MATERIAL PROPERTIES:
Core:
Bending
Shear
MOE
Area
MOI
Adhesion
Shear Modulus
Top Skin:
Bending
Shear
MOE
Area
Rail:
Bending
Shear
MOE
Area
Shear Modulus
MILLER
CONSULTING
ENGINEERS
Fb.. = 10.7 psi
Fvcore = 11.4 psi
Ecofe = 1005 psi
Amore = 210.00 in = (W-2*b)*c
IC = 437.500 in = c3*(W-2*b)/ 12
ad = 11.2 psi
Gcofe = 402 psi
Bottom Skin:
Fl = 19760 psi Bending Fbsk1n2 = 19760 psi
F sk;nl = 12375 psi Shear Fvskin2 = 12375 psi
Eskin'! = 29,000,000 psi MOE Eskln2 = 29,000,000 psi
Aswm = 1 in Area Aslant = 1 in
Fbron = 172 psi = Fb.il*CD*CF
Fvran = 74 psi = Fv.il*CD
Erall = 1,005 psi
Arai] = 0.000 in = 2*b*c
Grail = 402 psi
9570 SW Barbur Blvd Sahale Snacks Processing Room
suite One Hundred Project Name
Portland, OR 97219
Location
3441 S 120th Place, Tukwila, Washington
Client IsoQuip Corp
Phone 503.246.1250
Fax 503.246.1395 By
www.miller-se.com
ALB
Ck'd ffi-Vi Date 04/28/2015
Project # 150460
Page
12of31
CALCULATIONS:
Composite I (converted to steel with no adhesion:
NA from bottom y = 2.24899432 in
AskittlEskinl (h —
t o— +Askin2Eskinz lt2 t/ + ArailErail l2 + tbot) + AcoreEcore l2 + tbot)
Y
A E
skint s
+A E
2
+A E +A E
'tt2 rail rail core core
Core
Ioore =
0.017
in4
= E`L°5 e (W — bp)12 +
r l
cor
I— e Acore �z — Y)ZJ
Rail
Ira;i =
0.000
in4
= EEsrl by +
[EES`l Arail (z — Y)zJ
12
Top Skin
Ito =
7.830
jn4
= W Eskinl ttop +
zl
[ Eskinl A k _ ttopl
skint ( Y —
Es 12
Es 2 / J
Bottom Skin
Ibot =
6.268
jn4
= W Eskinl tbot +
zl
Eskinz A —2 l
skinz �Y —
E 12
s
E s 2 / J
Icomp =
14.114
in
= Itop+loot+lraii+lcore
Moment of Inertia
I =
4.033
in
= I00mp/(W/12)
per foot of wall
Section modulus
S =
1.596
in3
= 1*2/h
E*I =
1.169E+08
Ib*in2
Check Deflection:
Rail Stiffness:
Effective Rail width
bf =
0
in
Effective width of
to =
0.932
in
= c* (1-(ad/F')2).1
skin at rail section
I1top =
0.348
in
= Itop*(bf+2*te)/W
I'bot =
0.278
in
= Ibot*(bf+2*te)/W
11r: =
18062.923
in
= I's*(Es/Eras) + Iran
E*Iran =
1.815E+07
Ib*jn2
= Emil*l'raii
Steel and Foam Stiffness:
Panel Rigidity D = 9.630E+06 Ib*in
Gc = 402.000 psi
Total Stiffness:
E*Isf = 2.149E+08 Ib*in2
_ EtopttopEbottbotC2
Etopttop + Ebottbot
(Argil*Grail+Ac*score)
(W-C)
D(W-2*te)
192*c*D 1l
1.5*L2 *Gc(2*C)2 +1
E*ltot = 2.33E+08 Ib*jn2 = E*bail + E" Ist
Allowable uniform load from deflection:
WA = 25 psf _ 384 * Elror 1
5*W*L3*CA) 12
Check Bending:
Convert to HDU: Converted to Steel:
1' = 18062.923 in 0.626 in
S = 8031.555 in = IVY 0.278 in
Fb = 172 psi 19760 psi
wb = 8445 psf c Fb*S*8*Eltot 34 psf
L2 *W *E/rail
'9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
- Suite One Hundred Project Name Project #
Portland, OR 97219
Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250 .�1. , 13 of 31
CONSULTING Fax 503.246.1395 By ALB Ck'd ff —�k Date 04/28/2015 Page
ENGINEERS www.miller-se.com
Diaphragm Deflection Calculation
Horizontal Diaphragm Properties
w=
6=
L=
A=
E=
G=
en=
t=1
12
plf
ft
ft
in
psi
psi
in
in
20.00
55.50
0.0716
29000000
11500000
0.027
0.0239
Uniform Load to Diaphragm
Diaphragm width in feet
Diaphragm length in feet
Area of chord cross section
Elastic Modulus of chords
Modulus of rigidity of steel
Connector deformation.
Effective Skin thickness
A _ 5v-9 + vL +0.188Le„ +(Chord Splice- Slip)
8EAB 4Gt
5 vL
8 EAB 0.03 Elastic Deflection
vL _
4Gt 0.00 Shear Deflection M
0.188 Len = 0.28 Connector Slip
Diaphragm Deflection= 0.31 inches
PLAN
Ult Def
0.31*4*1.4 =
1.75
in
Allow Def
0.025*14*12 =
4.2
in
4.2 in > 1.75 in Diaphragm deflection OK
'9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
- Suite One Hundred Project Name Project #
_ Portland, OR 97219
Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250
CONSULTING Fax 503.246.1395 ALB � 04/28/2015 14 of 31
ENGINEERS
www.miller-se.com By Ck'd Date Page
Box #2
Wall Panels Ceiling Panels
Wall Skin: 26/26 ga Ceiling Skin: 22/24 ga
Type of Panel: 4" Kingspan 300 Series Type of Panel: 5" Kingspan 300 Series
Geometry (overall)
Box Width, L1 = 36.83 ft
Box Length, L2 = 23.00 ft
Panel Height = 20.00 ft
Occ. Cat. = II
Outdoor Box?l No
Load Comb.: Basic Load Comb.: 0.6D+0.7E; 0.6D+W
Loading
DL (ceiling) = 3.44 psf
DL (walls) = 2.34 psf
LL = 10 psf
Mech. Weight = 200 lb (total)
Seismic Calculations: ASCE7-05
SS =
151.20%
S, =
56.70%
le =
1.00
Sps =
1.01
R =
6.50
CS =
0.155
ASCE 7-05, Eq 12.8-2, pg 129
Cs =
0.461
need not exceed - ASCE 7-05 Eq. 12.8-3 & 12.8-4, page 129
Cs =
0.044
shall not be less than -ASCE 7-05 Eq. 12.8-5 & 12.8-6, page 129
Cs =1
0.155
(control)
Vdwign = 0.111 * W1
Affect of uplift = 0.144 * Wt
Number of shearwall lines:
Longitudinal = 2
Transverse = 2
Open end on box? No
AN9570 SWOn Hun Blvd
Suite One Hundred
® Portland, OR 97219
MILLER
= 0.155 / 1.4
= 1.01 *0.2 / 1.4
Project Name
Location
Sahale Snacks Processing Room
3441 S 120th Place, Tukwila, Washington
Client IsoQuip Corp
Phone 503.246.1250
CONSULTING Fax 503.246.1395 By
ENGINEERS www.miller-se.com
ALB
Ck'd ET-Vi Date 04/28/2015
Project # 150460
Page
15 of 31
Box #2
Overall Shearwall lengths
Longitudinal Walls:
L, 1st = 36.83 ft
L, last = 36.83 ft
Transverse Walls:
T, 1st = 23.00 ft
T, last = 23.00 ft
Vertical Roof Trib.:
L, 1st = 11.5 ft
L, last = 11.5 ft
IF, 1st = 1.75 ft
T, last =1 1.75 Ift
Iment Lengths, ft
3eg.1 Seg.2 Seg.3
Punched
Wall?
36.83
1
1
No
16.5
1 20.33
1
No
16.08
No
TRANSVERSE DIR.
W2 0
13.42
No
Longitudinal Wall Lines =
2
Internal Non-shearwall Long. Walls =
0
Transverse Wall Lines =
0
2
0
Internal Non-shearwall Trans. Walls =
J
Q
36.83
L1 =
ft z
0
J
23.00
L2 =
ft
20.00
H =
ft
DL (ceiling) =
z
psf o
3.44
2.34
DL (walls) =
psf
F
Mech. Weight =
lb (total)
200
L2
r -
1
1
Total Weight =
5914
lb
=(36.83*23*3.44psf)+((20/2)*(36.83*2+23*2))*2.34psf+2001b L, 1st L, lost
Vdesign =
0.111
Affect of uplift =
0.144
Seismic Load =
656
lb
= 5914*0.111
W1 =
18
plf
= 656/36.83
W2 =
29
plf
= 656/23
0.2*Sds*0.7 =
0.14
Seismic Wind
W1=
=
W2
18
Controls
plf
29 pif
18
0
Shearwalls
Loading:
Load
In -plane loads:
Aspect
L, ft
H, ft
WvAnd, Of
Wseismic, plf
Trib., ft
V�,ind, Of V,,is.i,, Of
Allowable
shear
Ratio
L, 1st =1
36.83
20.00
0
29
11.50
0
9
< 144
OK
0.54
L, last = r
16.50
20.00
0
29
11.50
0
9
< 124
OK
1.21
T, 1st =
< 106
OK
1.24
16.08
20.00
0
18
18.42
0
21
T, last =
13.42
20.00
0
18
18.42
0
25
< 100
OK
1.49
Holddowns
L, 1st =
L, last =
T, 1st =
T, last =
Wind
Seismic
Mot, ft-lb 0.6*Mr, ft-lb HD, lb
Mot, ft-lb
0.6*Mr, ft-lb
HD, lb
15104
4681
35143
7053
0
0
7613
7314
4097
2854
219
332
See hold down design on page
*See following Page for shear capacity
9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
MAR Suite One Hundred Project Name Project #
_ Portland, OR 97219
a,
4 Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALBS 04/28/2015
ENGINEERS
www.miller-se.com By Ck'd Date Page 16 of 31
Evaluate shear wall panels by rational design*
Wall Panel width = 3.5
ft
Wall Panel height = 20.00
ft 50
ksi = Fu
Metal Skin = 0.0179
in 33
ksi = Fy
Panel In -plane Tension Stress
In -plane Panel to Ceiling stitch
Va= 25
Ibs/ft Of width
*Note: Panels are continuously sheathed with 26 Ga.
In -plane shear Panel to Panel side
stitch
Sheet metal bonded to a urethane foam interior.
Vb= 25
Ibs/ ft Of height
Rational analysis assumes panel acts as tension bracing
T = 502
Ibs = ((24.7*3.5)12+((24.7*20)^2)^0.5
Tension Capacity of skin
Assumed strap width = 4
in
Area = 0.1432
inA2 (Neglect Diagonal Compression Force)
Yield Tnt/S2= 2830
Ibs = Fy*Ag/1.67 (AISI EQ. C2-1)
Fracture T„t/Q= 3580 Ibs=Fu*An/2.0 (AISI EQ. C2-2)
ASD T„t/Q= 2830 Ibs > 502 LBS OK
Panel Shear Capacity 488 > 24.7 LBS OK
Metal Skin is adequate for tension load
Shear Capacity of Skin
Panel In -plane Edge Stress
a/(2*h)= 0.50
h/t = 21
E= 29000
ksi
h E- k
kv = 25.4
F = 0.60 • F
t F y Y
E F K = 49
Y
<IS 1 F� __F _Q60 W 1{ F
y y /t
1.51 EFK = 225
y
h>1.51- E-k„ �F _0.904 E•k
t F — Cht lz
l J
Aw = 1.5036
inA2
Fv = 19800.00
psi AISI EQ.C3.2.1-1
ASD V„s/Q= 18607.05
Ibs = (Aw*Fv)/1.6)
Panel Shear Capacity 5316.30
plf = (18607.05)/(3.5) > 24.7 LBS OK
Panel is adequate
for shear load
Compression Capacity of Panel
Compression occuring over = 12
Compression Capacity = 2335
Compression Load at End of Shearwall = 332
Panel Shear Capacity
(AISI EQ. C3.2.1-1)
(AISI EQ. C3.2.1-2)
(AISI EQ. C3.2.1-3)
inches (only use last 12 inches of wall)
Ibs
Max HD Force
Allowable Shear
Longitudinal Walls:
Per Shearwall Line
L, 1st =
L, last =
0
0
144
124
Transverse Walls:
T, 1st =
T, last =
219
332
106
100
All9570 On Hun Blvd
Suite One Hundred
_ Portland, OR 97219
MILLER
Project Name Sahale Snacks Processing Room
Location 3441 S 120th Place, Tukwila, Washington
Client IsoQuip Corp
Phone 503.246.1250
CONSULTING Fax 503.246.1395 By
ENGINEERS I www.miller-se.com
ALB
Project # 150460
Ck'd� Date 04/28/2015 Page 17 of 31
Top Connection:
x yr xe•xzes..osc.
x *e x v. w.FEP NE+D re. sm=w
elo c. (n.TCN rmcsN�
Type of Connections = #8 SMS
Panel Material = 26 ga
Top Connection
I'
Vc = 61
lb (#8 SMS capacity)
\ 1 i
Wall Line
V, plf
Max spacing Act. Spacing
L, 1st=
9
81
in o.c. 6 in o.c.
L, last =
9
81
in o.c. 6 in o.c.
T, 1st =
21
36
in o.c. 6 in o.c.
T, last =
25
30
in o.c. 6 in o.c.
Chord Tie:
Max distance between:
tNFPixnL BPE.0
IEIELD Nn
� IMP PEA PUN
Y CONT xOd. 6 LEDeEA. IST
COVER[D w/ SVS' %i I/Y X Seb� te[.
ceCT T M P.(NP.XTE. SPEW
p e' Oc TO t MP.�ivP.HxnTSN FtNISPD YOTN SIDES
Use #8 SMS @ 6" o.c. each leg
Use #8 SMS @ 6" o.c. each leg
Use #8 SMS @ 6" o.c. each leg
Use #8 SMS @ 6" o.c. each leg
* See page 29 for screw capacity
Long. Walls =
23.00
ft
d =
36.83
ft
Trans. Walls =
36.83
ft
d =
23.00
ft
Vc =
61
lb (#8 SMS)
Tc =F
37
lb (#8 SMS)
Long. Chord =
52
< 61
Use min. (1) #8 SMS
Trans. Chord =
133
< 183
Use min. (3) #8 SMS
* See page 29 for screw capacity
Wall Panel Seam Connection
Vmax = 25 plf
Vc = 61 Ibs/screw
Spacing = 24 in o.c.
Ceiling to Wall Screws (out -of -plane and uplift connection)
Combinded Shear and Tension Loading
Tact = 6 plf = 0.5psf * 11.5'
Vact = 50 plf = 5psf * 20' / 2
a = 6.5
Fact = 50 lb = SQRT(6^2+50^2)
Tc = 37 lb
Vc = 61 in 1 (ACT.)
spacing = 6 in o.c.
Z'a = 75 plf = sgrt(37*(COS(6.5 deg .))^2+61 *(SIN(6.5 deg.))^2))
75>50OK
Use #8 SMS Screws at 6" o.c. (max)
* See page 29 for screw capacity
MILLER
CONSULTING
ENGINEERS
Use #8 SMS at 24" o.c. at wall seams
* See page 29 for screw capacity
9570 SW Barbur Blvd
Suite One Hundred Project Name
Portland, OR 97219
Location
1 (ACT.)
Sahale Snacks Processing Room
3441 S 120th Place, Tukwila, Washington
Client IsoQuip Corp
Phone 503.246.1250
Fax 503.246.1395 By
www.miller-se.com
ALB
Ck'd Ef-Vi Date 04/28/2015
Project # 150460
Page
18of31
Base Connection:
MR PER
(2) CONT, DEAD OF
SUM SEALANT, BOTH
BELOW 6 WITHIN
BASE CHANNEL
Type of Fastener to Panel: #10 SMS
Panel Material = 26 ga
CONT. 16 GA GALV,
BASE CHANNEL SECURED TO
SLAB W/ Ve %3' 5IAW5ON
TITEN HD e24' O C(.1 EMBED Z I/Z')
6 FASTENED TO WALL PANEL W/
KNIO X 3/4' ZINC PAN HEAD TEK SORE W
e 6'OC
CONCRETE SUB
SEE STRVCTURAt DRAWINGS
(BY OTHERS)
Wall Panel to Base Channel: &X%%XX%Kr S BS POLY(BY OTHER)
SLIP SHEET (BY OTHER)
Vc = 66 lb (#10 SMS capacity)
Wall Line V, pif Max spacing Act. Spacing
L, 1st = 50 16 in o.c. 6 in o.c. Use #10 SMS @ 6" o.c.
L, last = 50 16 in o.c. 6 in o.c. Use #10 SMS @ 6" o.c.
T, 1st = 50 16 in o.c. 6 in o.c. Use #10 SMS @ 6" o.c.
T, last = 50 16 in o.c. 6 in o.c. Use #10 SMS @ 6" o.c.
Base Channel to Concrete: ' See page 30 for screw capacity
Anchor Capacity: (see last page(s) for shear anchorage calculations)
Anchor Type: 3/8" Dia. Simpson Titen HD
Vcuseismic = 1401 lb per anchor
Vcseismic = 392 lb =(1401 Ibs)`(0.7)/(2.5)
Vcuwnd = 1401 lb per anchor ' See page 31 for anchor capacity
VCmnd = 841 lb =(1401 Ibs)'(0.6)
Angle gage: 16ga. (min.)
cap. of 3/8" bolt on angle = 771 lb
771 > 392
Connection limited by anchor capacity, Use 16ga. Angle (min.)
Wall Line
Base Shear
Wind, plf Seismic, plf OOP, plf
Spacing (max calculated)
Wind, in Seismic, in OOP, in
Act.
Spacing
L, 1st =
0 9 50
520 202
24
Use 3/8" Dia. Simpson Titen HD @ 24" o.c.
L, last =
0 9 50
520 202
24
Use 3/8" Dia. Simpson Titen HD @ 24" o.c.
T, 1st =
0 21 50
228 202
24
Use 3/8" Dia. Simpson Titen HD @ 24" o.c.
T, last =
1 0 25 50
191 202
24
Use 3/8" Dia. Simpson Titen HD @ 24" o.c.
' 9570 SWOn Hundred
un
. arbur Blvd
Suite One Hundredred
SPortland, OR 97219
MILLER
Phone 503.246.1250
CONSULTING Fax 503.246.1395
ENGINEERS I
www•miller-se.com
Project Name
Sahale Snacks Processing Room
Location 3441 S 120th Place, Tukwila, Washington
Client IsoQuip Corp
Project # 150460
By ALB Ck'd ffT--VJ Date 04/28/2015 Page 19 of 31
Holdown Detail
PmaxWnd = 0 lb
Pmaxseismic = 332 lb
cV
D1 = 1.00 in
D2 = 0.00 in
D3 = 3.00 in
M
O
Connection to Wall:
Type of Screws: #10 SMS
�I
Tmax = 111 lb = 332 * 1" / 3" D1
V = 332 lb
Try 6 screws per row(s)
T = 19 lb per screw = 111/6
V = t661
Ib perscrew = 332/2/6
Tc = Ib
Vc = lb
0.85 < 1.0 OK
Use (6) #10 SMS screws per row
Connection to Foundation:
Anchor Type: 3/8" Dia. Simpson Titen HD
TUvAnd = 0 lb
VUwind = 0 lb
TUCmAnd = 602 lb
VUC.nd = 1401 lb
Tuseismic = 1186 lb = 332*1/0.7*2.5
Vuseismic = 395 lb = 332*1"/3"*1/0.7*2.5
TUcseismic = 1316 lb
VUcseismie = 1713 lb
Vo. of anch. = 1
WALL PANEL
UPPER SCREWS
STEEL ANGLE FOR REFERENCE ONLY
LOWER SCREWS ONLY RED.
IF ANGLE IS TURNED
UNDER WALL
CONCRETE ANCHOR
(E) FOUNDATION
IN
Use (1) 3/8" Dia. Simpson Titen HD w/ 3" o.c. spacing (4" min. edges), 3.25" embed into min 5" slab
* See page 21-22 for anchor capacity
Check Angle Bending:
Tmax = 332 lb
M = 332 in -lb
tangle = 0.13 In
Z = 0.031 in = 0.125A2*4"/4
Mc = 674 in -lb = 36000*0.03125/1.67
332 < 674 OK
Use 0.125" thick angle, min.
MILLER
CONSULTING
ENGINEERS
9570 SW Barbur Blvd
Suite One Hundred Project Name
Portland, OR 97219
Location
Sahale Snacks Processing Room
3441 S 120th Place, Tukwila, Washington
Client lsoQuip Corp
Phone 503.246.1250 I
Fax 503.246.1395 By
www.miller-se.com
ALB
Project # 150460
Ck'd
k) Date 04/28/2015 Page 20 of 31
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WALL PANEL
Load per lineal foot at top of wall
Load perpendicular to wall
Max allowable deflection
Panel Height
P = 39.56 lb (per foot of wall)
w = 5 psf (per foot of wall)
Arnax = h / 180
h = 20.00 ft
Panel Width
W =
42
in
Core Thickness
tr =
4
in
4" HDU
Exterior Sheathing -
to =
0.0179
in
26 ga Steel
Interior Sheathing -
ti =
0.0179
in
26 ga Steel
ttotai= 1
4.036
lin
= to + tr + ti
Rail wr =1
42
lin
SUMMARY OF RESULTS:
Compression OK, fcmax < Allowable Compression
3603 psi < 5435 psi
Deflection OK, Amax < Aallowable
0.516 in < 1.333 in
MATERIAL PROPERTIES:
Shear Modulus - Core Gc =
MOE - Core EC =
MOE - Exterior skin Eext =
MOE - Interior skin Eint=
MOE - Rail Erail =1
402
psi
psi
psi
psi
psi
1005
2.90E+07
2.90E+07
1005
CALCULATIONS:
Convert Rails and interior sheathing to exterior sheathing:
n1 = 1.000 = Ee/Ei
n2 = 28855.721 = Ee/Er
Normalize per foot of wall:
bi = 12.000 = (W/(n 1 *W))* 12
br = 4.159E-04 = (wr/(n2*W))*12
determine I nratinn of Neutral AYis tfrnm interinrl-
Shape
y (in)
A in2
A in3
c (in)
A*c2 (in 4)
Exterior Skin
4.027
0.215
0.865
2.009
0.867
Rails
2.018
0.002
3.357E-03
0.000
0.000
Interior Skin
8.950E-03
0.215
1.922E-03
2.009
0.867
Ioffal 1 U.4-511 U.bfu
9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
AD Suite One Hundred Project Name Project #
_ Portland, OR 97219
a,
4 Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250
CONSULTING Fax 503.246.1395 By ALB Ck'd Date 04/28/2015 Page 23 of 31
E N G I N E E R S WYMmiller-se.corn
Check Deflection:
yc=
2.018
in
= (AyVAt
le =
5.735E-06
lin
in
= 121,93/12
Ir =
0.002
in
= br'tr3/12
li =
5.735E-06
4
= bi't3/12
leact =
0.867
in
= le + Ace
lraat =
0.002
in
= Ir + Acr2
liact =
0.867
in
= li + Aq.2
,tot =1
1.736
in
= leact + Iract + liact
St =
0.860
in
= Itot/(ttotai - Yo)
Sb =
0.860
in
= ltot/Yc
Sfinal =
0.860
lin
in
Min of St and Sb
hP
240
2
Pcr = 5970 Ibs/ft = Eel mml
1
(h )2 1 + ()z 2 Eel total
(2
h Y 6 (ttotal + t, )G,
Col =1 11356 psi
A=J 0.512 in
Amax = 0.516 In
Dallow = 1.333 in
Check Compression:
0.53 EeEcGc
3
5wh41728 in
ft 3 + wh 2
384 E J,o,Q, 4(t,a,a, + t,. )G� * 1 ft
=A/(1-P/Por)
OK, Amax < Aallowable
fbmax =
3511
psi
= (1.5`w'h2+P*A)/Sfinal
fcmax =
3603
psi
= (P/(12*te+tl`bi))+fbmax
Panel Bucklinq
Fc =
13896
psi
= P.1(12`'te+ti'bi)
P= 5435 Ibs
Min. FCe=
19760
psi
See page 28 for
Min. Fd =
19760
1 psi
buckling capacity
Allowable Compression =
5435
psi
OK, fcmax < Allowable Compression
9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
. Suite One Hundred Project Name Project #
Portland, OR 97219
Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250
CONSULTING Fax 503.246.1395 ALB 04/28/2015 24 of 31
ENGINEERS
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ROOF PANEL
Ceiling Load = 13.4 plf
Core Thickness c = 5.0 in 5" HDU
Top Skin Thickness ttop = 0.0239 24 ga Steel
Bot. Skin Thickness tbot = 0.0299 in 22 ga Steel
Panel Length L = 23 ft
Panel Width W = 42 in METAL SKIN
Deflection criteria L/ 180 RAIL
Panel Thickness h=xt2*t = 5.054 In 2# URETHANE CORE
Rail Width b = 0.00 in ZZ T
Rail Depth d = 0.00 in tk
Rail Load Duration CD = 1.00 X
Rail Size Factor CIF = 1.00
w
SUMMARY OF RESULTS:
Bending max uniform 28 psf > 13.44psf OK
load =
Deflection max uniform 18 psf > 13.44psf OK
load =
MATERIAL PROPERTIES:
Core: _
Bending
Shear
MOE
Area
MOI
Adhesion
Shear Modulus
Top Skin:
Bending
Shear
MOE
Area
Rail:
Bending
Shear
MOE
Area
Shear Modulus
MILLER
CONSULTING
ENGINEERS
Fboo,o = 10.7 psi
Fvoore = 11.4 psi
Eeo,e = 1005 psi
ACOfe = 210.00 in = (W-2*b)*c
I = 437.500 in = C"(W-2*b)/ 12
ad = 11.2 psi
Goore = 402 psi
Bottom Skin:
Fbsmnl = 19760 psi Bending Fbskln2 = 19760 psi
Fvskinl = 12375 psi Shear FvsWn2 = 12375 psi
EEskinl = 29,000,000 psi MOE EEskln2 = 29,000,000 psi
^skinl = 1 in Area ^skin2 = 1 in
Fbreil = 172 psi = Fbreu*CD*CF
F,,,aii = 74 psi = FmII*CD
Emil = 1,005 psi
Amil = 0.000 in = 2*b*c
Grail = 402 psi
9570 SW Barbur Blvd
Suite One Hundred Project Name
Portland, OR 97219
Location
Sahale Snacks Processing Room
3441 S 120th Place, Tukwila, Washington
Client IsoQuip Corp
Project # 150460
Phone 503.246.1250 25 of 31
Fax 503.246.1395 By ALB Ck'd Date 04/28/2015 Page
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CALCULATIONS:
Composite I (converted to steel with no adhesion:
NA from bottom y = 2.24899432 in
Askinl Eskinl l h —
\
o—P + Askin2Eskin2 (t2 9 +ArailErail (2 + tbot) +AcoreEcore (z + tbot)
Y
A E
skint s
+A E
+A E +A E
'n2 rail rail core core
Core
Ioore =
0.017
in°
= Ec°5 Q �W — bf� 12 +
r l
I EcEo,S e Acore (Z — Y)ZJ
Rail
Iran =
0.000
in
= Erail by +
f EEsrl Arail (2 — Y)21
12
Top Skin
ItoP =
7.830
jn4
= W Eskinl ttop +
z
[ Eskinl A h _ ttopl
skins ( Y —
Es 12
Es 2 /
Bottom Skin
Ibot =
6.268
in
= W Eskinl tbot +
Eskinl A tbotl zl
skinz (Y —
[
Es 12
Es 2 1 J
ICOmP =
14.114
in
= ltop+lbot+Iraii+Ioore
Moment of Inertia
per foot of wall
I =
4.033
in
= IComp/(w/12)
Section modulus
S =
1.596
in
= 1*2/h
E*I =
1.169E+08
Ib*in2
Check Deflection:
Rail Stiffness:
Effective Rail width
bf =
0
in
Effective width of
t.=
0.932
in
= c* (1-(ad/F f)z).s
skin at rail section
I'top =
0.348
in
= Itop*(bf+2*ta)/W
I'bot =
0.278
in
= Ibot*(bf+2*te)/W
1''aii =
18062.923
in
= 1's*(ES/E,a11) + bail
E*Iran =
1.815E+07
Ib*jn2
= Emil*I'raii
Steel and Foam Stiffness:
Panel Rigidity D = 9.630E+06 Ib*in
Gc = 402.000 psi
Total Stiffness:
E*Isf = 2.410E+08 Ib*in2
_ EtopttopEbottbotCz
Etopttop + Ebottbot
_ (Arai!*Grail+Ac*Gcore)
(W-C)
D(W-2*te)
L192*c*D +1l
5*LZ*GJ2*c)2 1
E*ltot = 2.59E+08 Ib*jn2 = E*Iran + E*Isf
Allowable uniform load from deflection:
wo psf
384 * Eltot 1
= 18 = —
5*W*L3*cA 12
Check Bending:
Convert to HDU: Converted to Steel:
1' = 18062.923 in 0.626 in
S = 8031.555 in = IVY 0.278 in
Fb= 172 psi 19760 psi
Wb = 7101 psf = Fb*S*8*EItot 28 psf
Lz *W *EI rail
' 9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
. Suite One Hundred Project Name Project #
Portland, OR 97219
Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250 �1. ,
CONSULTING Fax 503.246.1395 ALB l�i�'^' 04/28/2015 26 of 31
ENGINEERS
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Diaphragm Deflection Calculation
Horizontal Diaphragm Properties
w=
B=
L=
A=
E=
G=
en=
t=
17
plf
ft
ft
in
psi
psi
in
in
23.00
36.83
0.0716
29000000
11500000
0.027
1 0.0239
Uniform Load to Diaphragm
Diaphragm width in feet
Diaphragm length in feet
Area of chord cross section
Elastic Modulus of chords
Modulus of rigidity of steel
Connector deformation.
Effective Skin thickness
A _ 5ve + vL +0.188Le„ +(Chord Splice- Slip)
8EAB 4Gt
5 vL
8 EAB 0.01
vL _
4Gt 0.00
0.188 Le„ = 0.19
Elastic Deflection
Shear Deflection m
Connector Slip
Diaphragm Deflection= 1 0.20 inches
PLAN
Ult Def
0.2*4*1.4 =
1.11
in
Allow Def
0.025*20*12 =
6
in
6 in > 1.11 in Diaphragm deflection OK
All9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
Suite One Hundred Project Name Project #
Portland, OR 97219
4 Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250
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lZtAf—V C.YN6 'rI?-6AJ f ~i H 0 " 10AN0�1,. ; 2.6 yo / 2.6 zl v.'
190 1-cL Y F-(-r Aj /-fL
r" /-n--` `z-C vc' !_43I/r-
oo 13y)
V 1" 0.61-7 1
/-us/F7"
000)
Q) (3,vvo)
A� (2)(a,an,7")(u)(U,ol�%") 1-z')
rZ �? ((0.6�8)^ (R Fy /_))
Y - (0.3f) /{I)i (�11)_ iz.�2 4-(s.3s`)) _ (r) (o,sy) 1 (`�, r , .� tz..;�z) r(s.3r)
0) (19�' (*' iLS � II.�) ( 11,1) I1,1)a ) " 0.3S
lb) .� (I,os-?-) 1�� (s3,000) _ f
\�i 1�. (CI)(lC) (�2)(..U.o17`))�' (27,000�°0°)�(,p•7�1) t.S r
C(6)-l-(-I)(r4-) + (0.o2-yr.-�-)`I (((G)-t-o)(zg%'�) 1- (0,0-0(7-gs.1)Z)'/L-= 60,q
(o,3S')
2'6$. i
. (1,057t) ( ) LF`*)- il.osZ)/ (rz \ f 33 voo 1 r lt•`j
1 Ce) 1 (Ff)
SYNC S'
'9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
. suite One Hundred Project Name Project #
_ Portland, OR 97219
Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
Phone 503.246.1250 28 Of 31
ENGINEERS
CONSULTING Fax 503.246.1395 ALB 04/28/2015
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#8 SCREWS IN 26 GA SHEET METAL
Screw Values in Sheet metal applications
2002 AISt Standard
Material in contact with screw head/washer
t,=
0.0179
inches (thickness of member in contact with screw head)
F,,,=
65
ksi (Tensile strength of member in contact with screw head)
Material Not in contact with screw head/washer
V
0.0179
inches (thickness of member not in contact with screw head)
F„Z=
45
ksi (Tensile strength of member not in contact with screw head)
Screw
inches (penetration depth into t�)
Size
98
Washer?
No
d, =
0.272
inches, (Larger of screw head diameter, or washer)
d =
0.164
inches, (Nominal screw diameter)
tc=
0.0179
inches (lesser of depth of penetration and thickness t�)
Shear Capacity
P,,, =
183
Ibs P,,, = 4.2 (t23d)"2F„, AISI EQ. E4.3.1-1, pg 119)
P„, =
515
Ibs P1, = 2.7(tldF„ 1 equation E'4.3.1-2, AISI EQ. E4.3.1-2, pg 119 EQ. E4.3.1-4, pg 120)
P,a =
357
Ibs P,,, = 2.7(t2dFi2 , AISI EQ. E4.3.1-3, pg 119, EQ. E4.3.1-5, pg 120)
tz/tt =
1.000
P„9 =
183
Ibs (the minimum of E4.3.1-1, E4.3.1-2, E4.3.1-3 controls)
PSS =
1000
Ibs (Ultimate Screw capacity for shear)
P„9 =
800
Ibs P„, = 0.8 Pss, AISI EQ. 3.2.2-1)
PM =
183
Ibs
ASO P,,,K)=
61
Ibs
LRFD, VP.=
92
Ibs
Tension Capacity
P,,,t =
112
Ibs P,,,t =0.85t dFi2 (AISI EQ. E4.4.1-1, pg 120)
P.. =
475
Ibs P„o =1.5ttdF,,, (AISI EQ. E4.4.2-1, pg 120)
P, =
1545
Ibs (Ultimate Screw tested capacity !by manufacturer for tension)
Pnt =
1236
Ibs P„t = 0.8 Pts, AISI EQ. 4.4.3-1. pg 120)
ASD P„t/St=
37
Ibs Min. edge distance (1.5d): 0.246 inches
LRFD, qpP„,=
56
Ibs Min. spacing (3d): 0.492 inches
9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
All Suite One Hundred Project Name Project #
Portland, OR 97219
a,
4 Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client IsoQuip Corp
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ENGINEERS www.miller-se.com
#10 SCREWS IN 26 GA SHEET METAL
Screw Values in Sheet metal applications
2002 AISI Standard
Material in contact with screw headlwasher
t,=
0.0179
inches (thickness of member in contact with screw head)
lksi
F,,,=
65
(Tensile strength of member in contact with screw head)
Material Not in contact with screw head/washer
t2=
0.0179
inches (thickness of member not in contact with screw head)
F.2=
45
ksi (Tensile strength of member not in contact with screw head)
Screw
inches (penetration depth into Q)
Size
#10
Washer?
No
d,,, =
0.340
inches, (Larger of screw head diameter, or washer)
d =
0.190
inches, (Nominal screw diameter)
tc=
0.0179
inches (lesser of depth of penetration and thickness t)
Shear Capacity
Pn, =
197
lbs Pna = 4.2 (1:23d)S2F„ z AISI EQ. E4.3.1-1, pg 119)
Pns =
597
lbs P1, = 2.7(tldF„, equation E4.3.1-2, AISI EQ. E4.3.1-2, pg 119 EQ. E4.3.1-4, pg 120)
Pns =
413
lbs Pns = 2.7(t2dF„ Z , AISI IEQ. E4.3.1-3, pg 119, EQ, E4,3.1-5, pg 120)
t21t, =
1.000
Pn, =
197
lbs (the minimum of E4.3.1-1, E4-3.1-2, E4.3.1-3 controls)
Ps, =
1400
lbs (Ultimate Screw capacity for shear)
P,, =
1120
lbs Pns = 0.8 Pss, AISI EQ. 3.2.2-1)
P,,, =
197
lbs
ASD P,,,10=
66
lbs
LRFD, VP_
99
lbs
Tension Capacity
Pnoi =
130
lbs Pn,t=0.85t�dF„ 2 (AISI EQ. E4.4.1-1, pg 120)
Pnw =
593
lbs Pnav =1.5tldF,,, (AISI EQ. E4.4.2-1, pg 120)
P,� =
1936
lbs (Ultimate Screw tested capacity by manufacturer for tension)
Pn; =
1549
lbs Pnt = 0.8 Pts, AISI EQ. 4.4.3-1, pg 120)
ASD P,4[4=
43
lbs Min. edge distance (1.5d): 0.285 inches
LRFD, (pP„,=
65
lbs Min. spacing (3d): 0.57 inches
0
1 9570 SW Barbur Blvd Sahale Snacks Processing Room 150460
. Suite One Hundred Project Name Project #
_ Portland, OR 97219
Location 3441 S 120th Place, Tukwila, Washington
M I L L E R Client lsoQuip Corp
Phone 503.246.1250 �`� � 30 of 31
CONSULTING Fax 503.246.1395 By ALB Ck'd Lt—�" Date 04/28/2015 Page
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s
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31 of 31
FOR REFERENCE ONLY
WEIGHT PER SO. FT.
26 GA / 26 GA
24 GA / 26 GA
24 GA / 24 GA
PANEL THICKNESS
2"
2.05
2.20
2.35
2.5"
2.13
2.28
2.43
3"
2.21
2.36
2.51
4"
2.34
2.51
2.68
5"
2.55
2.70
2.85
6"
2.72
2.87
3.02
Kinigs n®
Insulated Panels
877-638-3266 • (386) 626-6789 • Fax (386) 626-6884
(209) 531-9091 • Fax (209) 531-9055
www.kingspanpanels.us
REF 1 OF 4
Revised 4/2010
0
Temperature Differential Not Considered
PANEL THICKNESS
SPAN CONDITION
ALLOWABLE SPAN IN FEET
U120 Deflection Design Load
2"
single span
21 %9"
2.5"
single span
25'-1"
3"
single span
28'-7"
4"
single span
33'-6"
5"
single span
36'-5"
6"
single span
40'-0"
CONDITIONS:
Panel Series:
300
Design Parameter:
Uniform Load 5 PSF
Fastening Method:
Contact Kingspan Technical Services for
fastening requirements.
Exterior Face:
26 Ga. GaManized Steel
Interior Face:
26 Ga, Galvanized Steel
Kings on.
Insulated Panels
NOTES TO TABLE:
1) Spans shov." are simple and limited by deflect`on under uniform
load only. Spans may be governed by other factors Includ ng
deflection due to temperature differentials, multiple spans,
negative wind roressire and connection points required for
fasteners. Consult Kingspan for specific project applications.
877-638-3266 • (386) 626-6789 • Fax (386) 626-6884
(209) 531-9091 • Fax (209) 531-9055
swwv. kingspanpand s. us
Revised 5/2010
REF 2 OF 4
FOR REFERENCE ONLY
JdiidIC r•d11C1 t.diLzi -
FSB Design by others
5" 300 Series 24/22 - 42"
Uniform Wind + Thermal Load*
BOX #1 CEILING PANELS
Load (psf)
Span (ft)
Shear
Diagram
Moment
Diagram
KINGSPAN
20
'r 22.5 'r
Structural Analysis for a One Foot Panel Width:
Reaction (lb/ft): 225
225
Shear (lb/ft): 225
-225
Support Moment (in-Ib/ft):
In -Span Moment (in-Ib/ft):
15188
Distance (in):
135.00
Deflection (in):
1.106
Distance (in): -4
135.03
Deflection Ratio (U?):
244
Panel Design Summary:
End Supt.
End Supt.
Int. Supt.
Int. Supt.
Deflection
Connection
Pull -Out
Connection
Pull -Out
Shear
Buckling
Ratio
(lb)
(lb)
(lb)
(lb)
psi
(psi)
(L/?)
Ultimate Value: -1232
-2296
-3992
-2296
12.32
20810
Design Safety Factor: 2.00
3.00
2.00
3.00
3.00
2.50
Design Value: -616
-765
-1996
-765
4.11
8324
_
C180;
Actual Value: N/A
N/A
N/A
N/A
3.79
10174
244'
Actual Safety Factor: N/A
N/A
N/A
N/A
3.25
2.05
NOTES:
1) Section properties, ultimate values and safety factors used to generate this table:
lc = 4.1446 In4/Ft Sbf = 1.4928 Ina/Ft Sb1 = 1.8639 Ina/Ft
Ac = 59.35 In2/Ft Gc = 402 psi E = 29,500,000 psi
2)
3) This table assumes 2 Hidden Screws with Clip Only.
4) The calculated dead weight of the panel is 3.44 psf and has not been considered in the tabulated loads shown above.
5) Panels must be checked independently for thermal stress and manufacturing and shipping considerations.
6) *Temperature differential, AT, = 400F (80Face/4OLiner).
7) This analysis was prepared on April 1, 2015 using SpanPro Release 3, Beta 12.
REF 3 OF 4
i\
FOR REFERENCE ONLY
Jditdle rdrtel GdIGS -
FSB Design by others
5" 300 Series 24/22 - 42"
Uniform Wind + Thermal Load*
BOX #2 CEILING PANELS
Load (psf)
Span (ft)
Shear
Diagram
Moment
Diagram
T
KINGSPAN
W
Structural Analysis for a One Foot Panel Width:
Reaction (lb/ft): 200
200
Shear (lb/ft): 200
-200
Support Moment (in-Ib/ft):
In -Span Moment (in-Ib/ft): 12000
Distance (in): 120.00
Deflection (in): 0.717
Distance (in): 120.02
Deflection Ratio (U?): 335
Panel Design Summary:
End Supt. End Supt. Int. Supt. Int. Supt.
Deflection
Connection Pull -Out Connection Pull -Out
Shear
Buckling
Ratio
(lb) (lb) (lb) (lb)
psi
(psi)
(L/?)
Ultimate Value: -1232 -2296 -3992 -2296
12.32
20810
Design Safety Factor: 2.00 3.00 2.00 3.00
3.00
2.50
Design Value: -616 -765 -1996 -765
4.11
8324
C180;
Actual Value: N/A N/A N/A N/A
3.37
8038
`335
Actual Safety Factor: N/A N/A N/A N/A
3.66
2.59
NOTES:
1) Section properties, ultimate values and safety factors used to generate this table:
1, = 4.1446 In4/Ft Sbf = 1.4928 Ina/Ft
Sbi = 1.8639 Ina/Ft
A c = 59.35 In2/Ft G c = 402 psi
E = 29,500,000 psi
2)
3) This table assumes 2 Hidden Screws with Clip Only.
4) The calculated dead weight of the panel is 3.44 psf and has not been considered in the tabulated loads shown above.
5) Panels must be checked independently for thermal stress and manufacturing and shipping
considerations.
6) *Temperature differential, AT, = 400F (80Face/4OLiner).
7) This analysis was prepared on April 1, 2015 using SpanPro Release 3, Beta 12.
REF 4 OF 4
City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
1 /4/2016
ROCKY TUOMINEM
418 NE REPASS RD
VANCOUVER, WA 98685
RE: Permit No. D 15-0114
SAHALESNACKS
3411 S 120 PL
Dear Permit Holder:
In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building
Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric
Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null
and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if
the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180
days. Your permit will expire on 2/6/2016.
Based on the above, you are hereby advised to:
1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each
inspection creates a new 180 day period, provided the inspection shows progress.
-or-
2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire.
Address your extension request to the Building Official and state your reason(s) for the need to extend your permit.
The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your
extension request is granted, you will be notified by mail.
In the event you do not call for an inspection and/or receive an extension prior to 2/6/2016, your permit will become null and void
and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
Bill Rambo
Permit Technician
File No: D15-0114
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: D 15-0114
DATE: 05/20/15
PROJECT NAME: SAHALE SNACKS
SITE ADDRESS: 3411 S 120 PL
X Original Plan Submittal Revision #
Response to Correction Letter #
before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
AWC 3-)--0-'S 1,WC' CPL IJIA S-A-fy
in Plann
Fire Prevention tvtsion
Building Division � � g
N
Public WorKs� Structural ❑ Permit Coordinator
PRELIMINARY REVIEW: DATE: 05/26/15
Not Applicable ❑ Structural Review Required ❑
(no approval/review required)
REVIEWER'S INITIALS:
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 06/23/15
Approved ❑ Approved with Conditions
Corrections Required ❑ Denied ❑
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
BURNS & MCDONNELL ENG CO TNC
Page 1 of 2
inWashington State Department of
Labor & Industries
Home _ Inicio en Espanol Contact Search L&I I s1.
A-L Index Help My Secure L&I
Safety Claims & Insurance Workplace Rights Trades & Licensing
BURNS & MCDONNELL ENG CO INC
Owner or tradesperson 9400 WARD PKWY
KANSAS CITY, M064114
Principals 816-822-3564
GRAVES, GREGORY MICHAEL, PRESIDENT
QUATMAN, GEORGE WILLIAM, VICE
PRESIDENT
TAYLOR, MARK HAROLD, VICE PRESIDENT
GREENWOOD, DONALD
FRANCIS, DIRECTOR
C T CORPORATION SYSTEM, AGENT
RUF, DAVE G JR, VICE PRESIDENT
(End: 06/20/2007)
BUKOWSKI, GERARD T, VICE PRESIDENT
(End: 07/17/2009)
Doing business as
BURNS & MCDONNELL ENG CO INC
WA UBI No. Business type
600 492 154 Corporation
Governing persons
BARBARA
L
GRAHAM
CHRISTINE E ALLERSON;
CLIFFORD KIRBY JR;
DANIEL A FROELICH;
DARRELL M HOSLER;
DAVE G RUF JR;
DAVID E CHRISTIANSON;
DAVID M GRIFFITH;
DENNIS M WHITNEY;
DONALD F GREENWOOD;
DOUGLAS E CRINER;
DWIGHT G ROBINSON;
GERARD T BUKOWSKI;
GREGORY M GRAVES;
HOWARD E WOLFROM JR;
J PATRICK CROKER JR;
JAMES L FOIL;
JOEL A CERWICK;
JOHN R RILEY;
JOHN A RUF;
MARK H TAYLOR;
MICHAEL W MC COMAS;
NORMA LETT;
PAUL A HUSTAD;
R BRUCE PATTY;
RICHARD B BECK;
ROBERT T BERRY;
ROBERT G JONES;
ROWLAND L NOFSINGER;
WALTER C WOMACK;
License
https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=600492154&LIC=BURNSME005NP&SAW= 6/2/2015
GENERAL NOTES:.
c0.-1RAT PEiRMIT
0 U I R E D FOR:
ClAbhanical
Detrital
U- !u bing
-as Piping
.1 of Tukwila
DIVISION)
^EVISIONS
i0 0`,. made to the ampe
approval of
'ng Division.
a new plan submittal
an -?onal plan review fees. 1
FILE COPY
1-711'ermit No.
Plan review approval is subject to errors and omissions.
Approval of construction documents does not authorize
the violation of any adopted code or ordinance. Receipt
of approved Field Co di ' is acknowledged:
By:-
Date:
City of Tukvvila
BUILDING DIVISION
�.. REVIEVVED FOR
BODE COMPLIANCE
. APPROVED
MAY 2 8 2015
A-7
Cify 0f TukwiIa
BUILDING DIVISION
MAY 2 0 2015
PERMIT CENTER
.
NOTE: MELD VERIFY ALL `!
' DIMENSIONS
KINGSPAN 300 SERIES EXTERIOR V THICK
IMP. FINISH TO BE 26-GA-GALV. W/ STD.
IMPERIAL WHITE @ EXTERIOR do INTERIOR
KINGSPAN 300 SERIES EXTERIOR W THICK
IMP. FINISH TO BE 22/24-GA-GALV. W/ STD.
IMPERIAL WHITE @ EXTERIOR A INTERIOR
NOTES:
FOUNDATION. TO BE DESIGNED FOR LOADS
DESIGNATED ON PLAN.
ALL 'FOUNDATION DIMENSIONS TO BE FIELD
VERIFIED.
ALL. CONNECTORS OR.. ELEMENT'S IN CONTACT
WI14- ALUMINUM TO -RE STAINLESS .STEEL
(STL/S11).
ALL PANEL SPANS ARE BY OTHERS.
SPECIAL INSPECTION'REQUIRED ON ALL
SIMPSON TITEN HD ANCHORS PER
MANUFACTURER'S SPECIFICATIONS. SPECIAL
INSPECTIONS IS TO BE PROVIDED- BY A
QUALIFIED THIRD PARTY AGENCY..
COPYRIGHT 2014
Censuiting Engineers, Ina
Mi=LLE
CONSULTING
ENGINEERS
9570 SW Barbur Blvd
Suite One Hundred
Portland, OR17219
Phone 503.246.1250 STRUCTURAL ONLY
Fax 503.246.1395
www.miller-se.com
0 . NO bESCRI TM* REv. WE:
AA CHANGES PER EN&rNEERING - 5/8/15-1
ISOMQUIPICORP.
COID STORAGE DESIGN & CONSTRUCTION
418 N.E. REPASS RD; SUITE Bi
VANCOUVER, WA. 98665
PHONE: (360) 6954243 FAX: (360) 693 5921
r:
I SAMALE SNACKS
!q llliiiii ®
3411 S.120TH PLACE TUKWILA, WA
FLOOR PLAN
WAISO-205
awr
5/8/20Z
WS
U
t•
It
1.
161
loll
5 Y 11�
"Am-p-ty-
IM 00" do'07 "vVe 119
120,43"Awil—a"I V1 Hill) III
GENERAL NOTES:
NOTE: FIELD VEPJFY.ALL
DIMENSIONS it
(DKINGSPAN 300 SERIES EXTERIOR 41 THICK
imp. FINISH TO BE 264A-GALV. W/ STD.
IMPERIAL WHITE e EXTERIOR &INTERIOR
W.
OxIN&SPAN 300 SERIES EXTERIOR w, THICK
IMP. FINISH TO, BE 22/24-GA-SALV. W/ STD.
IMPERIAL WHITE V Exmim a INTERIOR
NOTES:
FOUNDATION TO BE bESrGNEb FOR LOAbS
DESIGNATED ON PLAN.
ALL FOUNDATION DIMENSIONS TO BE FIELD
VERIFIED.
ALL CONNECTORS OR ELEMENTS IN CONTACT
WITHALUMINUMTO BE STAINLESS STEEL
(STL/ST4
ALL PANEL SPANS ARE BY OTHERS.
SPECIAL INSPECTION REQUIRED ON ALL
SIMPSON TITEN HD ANCHORS PER
MANUFACTURER'S SPECIFICATIONS. SPECIAL
INSPECTIONS IS TO BE PROVIDED BY A
QUALIFIED THIRb PARTY AGENCY.
COPYRIGHT 2014
Consulting Engineers, Inc.
WAA St
MILLER ftv 0
CO N.S U LT ING
ENGINEERS Rzs
9570 SW Barbur Blvd
Suite One Hundred
Portland, OR 97219
Phone 603.246.1250
Fax 503.246.1395 STRUCTURAL. ONLY
www.miller-se.com
REV. N&- bescwTroft REV. DATE:
CHANGES. PER ENGINEERING 5/8/15
isommQUIPCORP.
FREV'MVVED FOP. COLD STORAGE DESIGN & CONSTRUCTION
E COMPLIAN-
A PPRPPM
OVED 418 N.E. REPASS 1111, SUITE 81
VANCOUVER, WA. W65
MAY P. 8 2015
PHONE: (360) 695-4243 FAX (360) 60=
City of TukWifa
L'3UILDING DIVI1 l S HL SNACKS
PROCESSING ROOMS
3411 S. 120TH PLACE TUKWILA, WA
FLOOR PLAN,
-- - - - T13Fr.EIVY WAIST?-205
CITY OF TUKWILA
OCAM M c4trAw vy. CL"rNrXrV.-
MAY 2 0 2015 PwT
Da a
4=rm
5/8/2015
PERMIT CENTER I - P--1.1
ALL PANEL SPANS ARE BY OTHERS.
APFGTAI . TNSPPr-TTAh1 D>"n1 tmFh nKi Al t
81-0 Ur
M 20.
N 3411 S.120TH PLACE TUKWILA, WA
w""ONG 'mbol"� Ao"M -PLALN t JLAL BtJJLL
o '"
�aR%VJ,
FLOOR PLAN
RECEIVED
CITY OF TIJKWIL� WAISO-205
vi IMPY.• crrct rnDr, ca� rw nv
MAY 2 0 20115 awr to n
DAY D!'/! X— pp,,
PERMIT CENTER 5r8/2015
,n p•. ....ow. i 1• Imp-1.2
GENERAL NOTES:
NOTE: FIELD VERIFY ALL. {I
NMENSIONS
_.... __ ....._... ......... .......-1
Q KINGSPAN 300 SERIES EXTERIOR 4" THICK
IMP. FINISH TO BE 26-GA-GALV. W/ STD.
IMPERIAL WHITE @ EXTERIOR do INTERIOR
O2 KINGSPAN 300 SERIES EXTERIOR V THICK
IMP. FINISH TO BE 22/24-GA--GALV. W/ STD.
IMPERIAL WHITE C EXTERIOR & INTERIOR
NOTES:
: •
FOUNDATION TO BE DESIGNED FOR LOADS
DESIGNATED ON PLAN.
ALL FOUNDATION DIMENSIONS TO BE FIELD
VERIFIED.
ALL CONNECTORS OR ELEMENTS IN CONTACT
WITH ALUMINUM TO BE STAINLESS STEEL
(STL/ST4
ALL PANEL SPANS ARE BY OTHERS.
SPECIAL INSPECTION REQUIRED ON ALL
SIMPSON TITEN HO ANCHORS PER
MANUFACTURER' S SPECIFICATIONS. SPECIAL
INSPECTIONS IS TO BE PROVIDED BY A
to I, QUALIFIED THIRD PARTY AGENCY.
21' 1 23, 14'
2'-3" 4'-8" 16'-1" 7'-8 V2"
Lu
- — --Eli
—
ZiE5/3tIP12l7Nfft OA '
Q CHANGES°PER'"INESUM 5/8/15
ASHROOWM
5
ul
10
20 �►P-o
t o► __-
0
ISOMQUIP cORP,
---- ------
COLD STORAGE DESIGN & CONSTRUCTION
418 NE. REPASS RD; SU17E 81
t t VANCOUVER, WA.. 98665
� t
cL
PHONE: (360) 6�-4243 FAX (360) M4WI
ts` cumr.
i-
REWED FOR S . _ - LE SNACKS
tV, ODE COMPLIANCE
APPROVED j
t MP-4. -04 -04 MP-4. -Q -
MAY 2 8 2015 PROCESSING ROO S
t _.
City Of TUkWila
lJ
3411 S. lZOTH PLACE TUKWILA, WA
25_PL BUILDING DIVISION
t 2'-3' 4'-8" 13'-W
.---�-^.,-�-- .,.-....- _..... - .__ ter_ ...�,,..,,,.....�....,....... ..,-..,..--.�.-....�...-�..-t,..-....., - -
- FLOOR PLAN
t - CITY OF TUKWIL WAIS.O-205
j MAY 2 0 2015 crmrr" On :orv,
Rwr 'A
PERMIT CENTER Dxrprtwt 3/8/2015 lA R T I A L El I L b"Im N G F L Ou"a Rlb' P L A, N
:
_ -.00 a Poo 0, AIMP.1.3
n
58'
EVA
zo�
__________________ ______—_—___— �� s
t
!
r � r
! !
r �t
s s t
! s
! -- 4 i
1
! I f
rr
r � !
s t
!
f ! t
t !
! I 1 !
TF
R9`kE'FLE(";TEup*,�k C;EILING Fg"kLAN-
M
GENERAL NOTES:
�o��,,MEWIONS
FIELD VERIFY ALL
fL— '
t (DKINGSPAN 300 SERIES EXTERIOR 4" THICK
r
IMP. FINISH TO BE 26-GA-GALV. W/ STD.
IMPERIAL WHITE @ EXTERIOR & INTERIOR
@2 KIIGSPAN 300 SERIES EXTERIOR 5" THICK
IMP. FINISH TO BE 22/24-GA-GALV. W/ STD.
IMPERIAL WHITE @ EXTERIOR & INTERIOR
NOTES:
FOUNDATION TO BE DESIGNED FOR LOADS
DESIGNATED ON PLAN.
ALL FOUNDATION DIMENSIONS TO BE FIELD
VERIFIED.
ALL CONNECTORS OR ELEMENTS IN CONTACT
i WITH ALUMINUM TO BE STAINLESS STEEL
s (STL/STL).
ALL PANEL SPANS ARE BY OTHERS.
r
t SPECIAL INSPECTION REQUIRED ON ALL
SIMPSON TITEN HO ANCHORS PER
MANUFACTURER'S SPECIFICATIONS. SPECIAL
s INSPECTIONS IS TO BE PROVIDED BY A.
QUALIFIED THIRD PARTY AGENCY.
s
t
r
0 s
t
t
o r
0
t
REVIEWED FOR
CODE COMPLIAN
APPROVED r
MAY P82015
!
City of'Tukrila
BUILDING DIVIS10
If v_-- fl
r
T
p)
=r{0
I.:` Y` r
SAHALE SNACKS
PROCESSING ROOMS
....... ....... ...... •...
16.1
fl
PL
An #%A
tE
— — — — — — — — — — — —
— — — — — — — — — —1 +- — — —
0
T_
GENERAL NOTES:
L
NOTE; FIELD VERIFY ALL
DIMENSIONS
L
@KZI&SPAN 300 SERIES EXTERIOR 4" THICK
IMP. FINISH TO BE 26-GA-GALV. W/ STD.
IMPERIAL WHITE @ EXTERIOR a INTERIOR
OKINGSPAN 300 SERIES EXTERIOR 5" THICK
IMP. FINISH TO BE 22/24-GA-GALV. W/ STD.
IMPERIAL WHITE @ EXTERIOR & INTERIOR
NOTES:
FOUNDATION TO BE. DESIGNED FOR LOADS
DESIGNATED ON PLAN.
ALL FOUNDATION DIMENSIONS TO BE FIELD
VERIFIED.
ALL CONNECTORS OR ELEMENTS IN CONTACT
WITH ALUMINUM TO BE STAINLESS STEEL
(STL/ST4
ALL PANEL SPANS ARE BY OTHERS.
SPECIAL INSPECTION REQUIRED ON ALL
SIMPSON TITEN HO ANCHORS PER
MANUFACTURER'S SPECIFICATIONS. SPECIAL
INSPECTIONS IS TO BE PROVIDED BY A
QUALIFIED THIRD PARTY AGENCY.
AAA.AAA.AAA
-
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 2 8 2015
City offukwifa
BUILDING DIVISION
TL
RECEIVED
CITY OF TUKWIL
MAY 2 0 2015 1
PERMIT CENTER
9670 SW Barbur Blvd
COW STORAGE DESIGN & CONSTRUCTION
418 N.E. REPASS RD; SUITE B1
VANCOUVER W.A. 98665
PHONE: (360) 695-4243 FAX. (360) 68M21
SAHALE SNACKS
PR O-CESSING ROOMS
3411 S. 120TH PLACE TUKWILA, WA
REFLECTED CEILING PLAN
owl
WAISO-205
.....__ .. - ... ...:........ ..... ,............:.s._..... ,.,. � x.� r- r<.: srr. ✓.a< � :'6:•�P-s' <�daM:':.....,C�. ' ��.e�P'r.',iairr,r'"k..xa;cAr �ra� , r'r�.c°� � v�°rya��'n��..+�`.r'`°�as����''�,6`'s''��ea•n'°•raF'+��.xas" �0.e"s'ef'fi.°»'°'1" ,�,e"�r��..11����ii��55.;�" ���i�'` �� .: :; �v:R
'� '�� FPP PPF •One: F�. .. i .,:A:+tc�`h•� S P- <':)
GENERAL NOTES:
A BUILDING SECTION
IMP-03
K'8' BUILDING SECTION.
{4AP-03
py. • •.
�l M
MAY 8 2015
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
MAY 2 0 2015
NOTE: MELD VERIFY ALL
DIMENSIONS
KINGSPAN 300 SERIES EXTERIOR 4" THICK
IMP. FINISH TO BE 26-GA-GALV..W/ STD.
IMPERIAL WHITE @ EXTERIOR & INTERIOR
KINGSPAN 300 SERIES EXTERIOR 5" THICK
IMP. FINISH TO BE 22/24-GA-GALV. ` W/ STD.
IMPERIAL WHITE @ EXTERIOR & INTERIOR
NOTES:
FOUNDATION TO BE DESIGNED FOR LOADS
DESIGNATED ON PLAN.
ALL FOUNDATION. DIMENSIONS TO BE FIELD
VERIFIED.
ALL CONNECTORS OR ELEMENTS IN CONTACT
WITH ALUMINUM TO BE STAINLESS STEEL
(STL/STL).
ALL PANEL SPANS ARE BY OTHERS.
SPECIAL INSPECTION REQUIRED ON ALL
SIMPSON TITEN HD ANCHORS PER
MANUFACTURER'S SPECIFICATIONS. SPECIAL
INSPECTIONS r5 TO BE PROVIDED BY A
QUALIFIED THIRD PARTY AGENCY.
COPYRIGHT 2014
Miller Consulting Engineers, Ina
I L L E R
CONSULTING
EN.GINEE.R.S-
WAS O
3W 1 _ A
9570 SW Barber Blvd
Suite One Hundred
Portland, OR 97219
Phone 503.246.1250
Fax 503.246.1395 STRUCTURAL OKY
www.miller-se.com
mv1 No- QESbRtPTIOM REV. DATE'
Q CHANGES PER ENGINEERING 5/8/15
isommQuil-p-CORPM
418 N.E. REPASS RD; SUITE 131
VANCOUVER, WA. 98665
PHONE: (360) 6954243
FAX: (360) 693-5921
3411 S.120TH PLACE TUKWILA, WA
BUILDING SECTIONS
WAISO-205
A
6aC.EEi�.S�".!�'�:.+E€axaa''s.,^":.� �•4`�"���.f:�.°:Y 3�itiax���:�:f.Y+a"3»���J".�2.:.�»��.-..:°»'..°2ra✓.r.:.Y�'f^'x,J:vsorwuoosaCa-w2nrw�,.+..�m �rr,�ssew»e»s«erawve....w,...eess.-.w.rt.-.,�.,.re•.+.wewaeed.........,..._a..-.-, :.�«�. ......-. ..
PERMIT CENTER
5/8/2015
• ,: CONT.16 GA. GALV.
`'. BASE CHANNEL SECURED TO
SLAB W13/8" X 3" SIMPSON
IMP PER PLAN `;� TI7EN ND 024" O.C. (MIN. EMBED 21/Y)
3 FASTENED TO WALL PANEL W/
< #10 X 3/4" ZINC PAN HEAD TEK SCREW 0 6" O.C.
(2) CONY. BEAD OF
BUTYL SEALANT, BOTH B
ELOW & WITHIN . CONC. CURB (BY OTHERS)
BASE CHANNEL \,
(E) CONCRETE SLAB
rf
i"�P NEL BASE CONNECTION DETAIL
21/2" X 6" X 26-GA. O.S.C.
W/ #8 X 31V WAFER HEAD TEK SCREW
E' 6" O.C. (MATCH FINISH)
CONT.INSULWRAP
VAPOR:9ARR ER.
(COOLER/FREEZER OWY)
FILL ALL VOIDS WITH
EXPANOU46 FOAM INSULATION
WALL TO CEILING CONNECTION DETAIL
1. -1" X 611W' X 1" 16 GA. CHANNEL
.2.. UND STRUT A1033 BRACKET (WOOD BEAM & STEEL
GIRDERS)
3. 3/8" FLAT WASHER
4. 3/8" NUT
5. 3/8" ALL THREAD (CUT 21/2" ABOVE CEILING HT.)
6. 3/8" ROD COUPLER
7. 1/2" BOLT (LENGTH TO SUITE)
8. 1/2" FLAT WASHER
9. 1/2" NY -LOCK
.4. a A A A A" I ""A* \ t AS A f t M/%A. "S "i�"' /"+w�lR " A 9'0-0- A--P-d
IMP PER PLAN
21/2" X 21/2" X 26-GA, I.S.C.
Wt #8.X 31C WAFER HEAD.TEK SCREW
0 6"O.C. (MATCH FINISH)
1" THERMAL BREAK
IMP PER PLAN
_ 2" X 2" CONr. 20-GA. GALV LEDGER ANGLE
COVERED W/ 21/2' X 2 Vr X 26=6A. Z.S.C.
W/ #8 3/4" WAFER HEAD TEK SCREW
@ 6' O.C. TO T.MP-(M.XMATCH FINISH) BOTH SIDES
,MALL
SIDES
5 WITH
CAM INSULATION
fRMAL BREAK
) CUT)
NSULWRAP
ARRIER
VFREEZER ONLY)
6" X 6" X 26-GA. O.S.C-
W/ ##8 X.314" WAFER HEADTEK SCREW
6" O.C. (MATCH FINISH)
5 SCORNER CONNECTION DETAIL
21/2" X 21/2" X 26—GA. I.S.C.
W/ #8 X 3/4- WAFER HEAD TEK SCREW
0 6" O.C. (MATCH FINISH)
It41P PER PLAN--
,
CONT. STRIP SUBSEAL
VAPOR BARTER
CONT. STRIP SUBSEAL.
VAPOR BARIER
1,
21/2" X 21/2" X 26-GA. I.S.C.
W/ #8 X 3/4" WAFER HEAD TEK SCREW
0 W O.C. (MATCH FINISH)_
GOUT: STRIP. SUBSEAL . .
VAPOR BARIER
`:
thy'
FII.I. VOID W/FOAM
L
(E) ccam* IMP
2" X 2".CONT. 16-GA, GALV LEDGER ANGLE
• i
COVERED W/ 21/2" X 21/2" X 26=6A. LSX.
W/ #8 3/4" WAFER HEAD TEK SCREW
0 6" O.C. TO LMP.(TVP.XMATCH FINISH)
2' X 2' CONT . 20-&A. GALV LEDGER ANGLE
COVERED W/ 21/2' X 21/2" X 26-GA. L.S.C.
W/ 48 3/4" WAFER HEAD TEK SCREW
E' 6" O.C. TO LMP.(TYP;XMATCH FINISH)
IAM PER PLAN
IMP PER PLAN
TEMP CEILING SUPPORT- CONNECTION DETAIL � 8 _�(E) CEILING TO NEW IMP CONNECTION DETAILS
IMP PER PLAN
OPENING
1.1/2" X V X.1.1/2* 26 GA. JAMB TRIM
ATTACHED W/ #8 x 3/4 WAFER HEAD
TEK SCREW @ 6" Q.C. (MATCH FINISH)
2X PLASTIC/WOOD
BLOCKING AROUND
PERIMETER OF OPENrW
— CONT. SEALANT ALL EDGES (TYP.)
FRP PERSONAL DOOR
AND FRAME
'JAMB -CONNECTION DETAIL
EXTERIOR
CONT.. BEAD OF BUTYL CAULK
. _._.. _.__.. _ ..._ ,.. -,
(MATCH FINISH)
�6ANEL TO PANEL. CONNECTION DETAIL
SEAL AROUND PENETRATION
— W/ POLYURETHANE CAULK
ANY PENiETRAIONS LARGER.THEN 1/,r
AROUND PIPEICONDUIT WILL .
REQUIRE 'TRIM PLATE OR ESCUTCHEON'
(BY OTHER) NO SEALANT REQUIRED
WARM SIDE
pi/ CONDUIT
-,,— BUTYL WAm SIDE
rau. vvava vvt r.i r. rvnm
100% THROUGH I M.P.
FREEZER
PENETRATION CONNECTION DETAIL
26 GA. BATTEN STRIP
ATTACHED TO (E) CE.IIZNG
INTERIOR
PANEL TO PANEL CONNECTION DETAIL
REV WED FOR
CODE COMPLIANCE
APPROVED
MAY 282015
City of Tukwila
" of's m1NG DIVISIOiV
RECEIVED
CITY OF TLIKV1/ILA
MAY 2 0 203
PERMIT CENTER
GENERAL NOTES:
NOTE: FIELD VERIFY ALL
iR DIMENSIONS
'I
QKINGSPAN 300 SERIES EXTERIOR 4" THICK
IMP. FINISH TO BE 26—GA—GALV. W/ STD.
IMPERIAL WHITE @ EXTERIOR & INTERIOR
KINGSPAN 300 SERIES EXTERIOR 5" THICK
IMP. FINISH TO BE 22/2"A—GALV. W/ STD.
iMPERIAL. WHITE @ EXTERIOR.:& INTERIOR.
NOTES:
FOUNDATION TO BE DESIGNED FOR LOADS
DESIGNATED ON PLAN.
ALL FOUNDATION DIMENSIONS TO BE FIELD
VERIFIED.
ALL CONNECTORS OR ELEMENTS IN CONTACT
WITH ALUMINUM TO BE STAINLESS STEEL
(STL/STL).
ALL PANEL SPANS ARE BY OTHERS.
SPECIAL INSPECTION REQUIRED. ON ALL
SIMPSON TITEN HD ANCHORS PER
MANUFACTURER'S SPECIFICATIONS. SPECIAL
.INSPECTIONS IS TO BE PROVIDED BY A
QUALIFIED THIRD PARTY AGENCY.
EXISTING ROOF STRUCTURE TO BE DESIGNED
BY OTHERS FOR LOADS INDUCED FROM NEW
BOXES WHERE SHOWN ON PLANS.
MILLER
CONSULTING
ENGINEERS
C R- W4
pf WAS1y/,t,"
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1.
9251 A
9570 SW Baftr Blvd
Suite One Hundred
Portland. OR 97219
Phone 503.246.1250
Fax 503.246.1395 STRUMRAL ONLY
www.miller-se.com
REV. NO: DEsadmoN: REV. OATS:
CHANGES "PER ENGINEERING 5/8/15
ISO QUIPCORP..
COLD STORAGE DESIGN & CONSTRUCTION
t N.E. REPASS RD; SUITE R
t • ~
x 98665
i i
A 11 is
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PROCESSINIG ROOM
3411 S.120TH PLACE TUKW1LA, WA
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*'%%—fE).CADNC.SLAB
REEVED
VIEWED FOR
CODE COMPLIANCE
APPROVED
MAY ? 8 2015
City of Tukwila
LBUILDING DIVISION
GENERAL NOTES:
NOTE: FIELD VERIFY A"
.4
DIMENSIONS
(DWSIGSPAN 300 SERIES EXTERIOR 4"'THICK
1A0. FINISH -`Tb..6E 964A-6ALV. W-/ M.
IMPERIAL WHITE @ EXTERWR& INTERIOR
2 MIGSPAN 300SERIES EXTERIOR v THICK
IMP. FINISH TO BE 22/24-GA-GALV. W1 STD.
EXTERIOR & INTERIOR
IMPERIAL WHITE @
NOTES:
FOUNDATION TO BE DESIGNED FOR -LOADS
DESIGNATED ON PLAN.
ALL FOUNDATION DIMENSIONS Tor BE FIELD
VERIFIED,
ALL CONNECTORS OR ELEMENTS INCONTACT
WITH ALUMINUM ,LrT0,4E STAINLESS STEEL
ALL PANEL SPANS ARE BY OTHERS.
SPECIAL INSPECTION REQUIRED ON ALL
SIMPSON TITEN HD ANCHORS PER
A -s Spe S08aAL
INSPECTIONS IS Tor Be PROWDEDBY A
COPYMW 2014
IllerConmfting-Enginsers, Inc.
�-
"M- AfLLE
R
CONSULTING
E K 91 N E I R S
NAL
9670,SW saftw:BW
Suite One Hundred
Portland.. OR L 9*12.19,
Pl*nb S03,246A2W
STIRIMR& ONLY,
Fax. 503.246.1396
I A -ICHANGES -m- ENGINEERING Is/6
A
ISO —QUIP CORP.
A SAHALE SNACKS
RECEIVED WAISO-205
CITY OF TUKWILA -p4m, 17jW
py. I
A
MAY 2 0 ?rn
DAMMAM10 MAMNot
ANN
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