HomeMy WebLinkAboutPermit D11-186 - PROFESSIONAL PLASTICS - STORAGE RACKSPROFESSIONAL
PLASTICS
6233 SEGALE PARK
DR D
EXPIRED
01 -14.12
D11-186
City (*Tukwila
•
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Inspection Request Line: 206 - 431 -2451
Web site: http: / /www.TukwilaWA.gov
DEVELOPMENT PERMIT
Parcel No.: 3523049112
Address: 6233 SEGALE PARK DR D TUKW
Suite No:
Project Name: PROFESSIONAL PLASTICS
Permit Number: D11 -186
Issue Date: 07/08/2011
Permit Expires On: 01/04/2012
Owner:
Name: SEGALE PROPERTIES LLC
Address: PO BOX 88028 , TUICWILA WA 98138
Contact Person:
Name: ROGER STUESSI
Address: 9883 40 AV S , SEATTLE WA 98118
Contractor:
Name: ENGINEERED PRODUCTS
Address: 18271 ANDOVER PK W , TUKWILA WA 98188
Contractor License No: ENGINPC931CO
Phone: 206 - 394 -3331
Phone: 206 - 394 -3300
Expiration Date: 02/20/2013
DESCRIPTION OF WORK:
INSTALL PALLET STORAGE RACKS
Value of Construction: $0.00 Fees Collected: $1,215.02
Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009
Type of Construction: Occupancy per IBC: 0024
Electrical Service Provided by: PUGET SOUND ENERGY
* *continued on next page **
doc: IBC -7/10
D11-186 Printed: 07 -08 -2011
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant:
Flood Control Zone:
Hauling:
Land Altering:
Landscape Irrigation:
Moving Oversize Load:
N
N
•
Number: 0 Size (Inches): 0
Start Time:
Volumes: Cut 0 c.y.
End Time:
Fill 0 c.y.
Start Time: End Time:
Sanitary Side Sewer:
Sewer Main Extension: Private: Public:
Storm Drainage:
Street Use: Profit: N Non - Profit: N
Water Main Extension: Private: Public:
Water Meter: N
Permit Center Authorized Signature:
Date: 0*t t
I hereby certify that I have read and ed this permit and know the same to be true and correct. All provisions of law and ordinances
governing this work will be complies whether specified herein or not.
The granting of this permit does not pre e to give authority to violate or cancel the provisions of any other state or local laws regulating
construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached
to this permit.
Signature:
Date: 2
Print Name:
This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended
or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ** *BUILDING DEPARTMENT CONDITIONS * **
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available until final inspection approval is
granted.
4: 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.
5: 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.
doc: IBC -7/10
D11 -186 Printed: 07 -08 -2011
6: All construction shall be done in conforne with the approved plans and the require of the International
Building Code or International Residential C , International Mechanical Code, Washingt ate Energy Code.
7: 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.
8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building
inspector. No exception.
9: Manufacturers installation instructions shall be available on the job site at the time of inspection.
10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building
Department (206- 431 - 3670).
11: 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.
12: ** *FIRE DEPARTMENT CONDITIONS * **
13: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the
following concerns:
14: All new sprinlder 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 sprinlder
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. 2050). (THE CHANGE OUT OF THE
SPRINKLER HEADS, REQUIRES A SEPARATE FIRE DEPARTMENT SPRINKLER PERMIT.)
15: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following
methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinlder
at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire
Prevention Bureau. (NFPA 13)
16: Storage shall be maintained 2 feet or more below the ceiling in nonsprinldered areas of buildings or a minimum of 18
inches below sprinlder head deflectors in sprinklered areas of buildings. (IFC 315.2.1)
17: Flue spaces shall be provided in accordance with International Fire Code Table 2308.3. Required flue spaces shall be
maintained.
18: 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)
19: The total number of fire extinguishers required for an extra hazard occupancy with Class A fire hazards is calculated
at one extinguisher for each 1,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (4A 40 B:C) dry
chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1)
20: 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)
21: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot
be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6)
22: 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)
23: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that
doc: IBC -7/10
D11 -186 Printed: 07 -08 -2011
indicates the month and year that the inspec was performed and shall identify the compa r person performing the
service. Every six years stored pressure ext. shers shall be emptied and subjected to th licable recharge
procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the
inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these
required surveys. (NFPA 10, 4 -3, 4 -4)
24: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and
#2051)
25: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of
such condition or violation.
26: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at
(206)575 -4407.
doc: IBC -7/10
D11-186 Printed: 07 -08 -2011
,c-43/Z4 -- 2 if--e-
CITY OF TUKI�A
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Building Pe No. 1
Mechanical Permit No.
Plumbing/Gas Permit No.
Public Works Permit No.
Project No.
For office use on
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 6-'2' 33 - Sc y/g C e
King Co Assessor's Tax No.:
Site Address: 6 2-33 — c--,7 4 4 e A iZ-t /%/4 -- 0 Suite Number: — Floor.
Tenant Name: ,9,La-f �.ss / "Ai .,c L.- Pe-4 4 mss- New Tenant: .GT Yes I=1.. No
Property Owners Name: -sew 4 Le �/y 7:2e, _ (-i �1
O O eJ X c.�d 2- �I `�i�e. 4-z-1.> , L,¢
Mailing Address: f
City
1.4/Q
State
SF/
Zip
CONTACT PERSON - who do we contact when your permit is ready to be issued
Name: ss ■
Mailing Address: 9Jt3 T4 ' -
E -Mail Address: Pelf �2@ e 4 i- y u� r t f,p . c: a ti-i
Day Telephone: .Z- d 6- 3 l y -3 3 3/
City State
&/ «1
Zip
Fax Number: d ( - 5-7 > -6 ? 2
GENERAL CONTRACTOR INFORMATION -
(Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5))
Company Name:i-7.7/ .1c- e2e o/ P/Lo d --r-s
Mailing Address: 7C-F3 - 416 i; / . � S •
Contact Person: / 4 of e-,-- T e t (
G✓�
City State
Zip
Day Telephone: a- b - 3"7 4 -3 3 3 /
E -Mail Address: / 7€ -( e-4 s 77-7 u J 4 . —o Fax Number: 2--- d (- 5-7 y - 6 r Z7
Expiration Date: X/2.- d/3 — 13
Contractor Registration Number: £/),? / N 7 C. `l 3 / G o
ARCHITECT OF RECORD - All plans must be stamped by Architect of Record
Company Name:
Mailing Address:
Contact Person:
E -Mail Address:
City
Day Telephone:
Fax Number:
State
Zip
ENGINEER OF RECORD - All plans must be stamped by Engineer of Record
Company Name:
Mailing Address: 7 3 6 L R ST 141.1 / i✓ S r FT / 0 Y AZ /// e 3 /44T -1/ 6 5
City State Zip
Contact Person: -')-f-- / ?/ k L Day Telephone: 4v tS - 2- 5 6 - 3 6 11
E -Mail Address: Ze- H /' / &h 4 e / Api. 7 . ›, Fax Fax Number:
H:\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc
Revised: May 2011
bh
Page 1 of 6
BUILDING PERMIT INFORMATIO- 206 - 431 -3670
Valuation of Project (contractor's bid price): $ 3 $ d c v
•
Existing Building Valuation: $
Scope of Work (please provide detailed information):
Will there be new rack storage? , ....Yes
❑ ..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:
,,k1 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 c� GOB z rt- �° GU E (-J7-7
❑ 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 Line12010 Applications \7 -2010 - Permit Application.doc
Revised: May 2011
bh
Page 2 of 6
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
1st Floor
Z F-6
Al /9
N/9
N/Q
2nd Floor
3`d Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
,,k1 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 c� GOB z rt- �° GU E (-J7-7
❑ 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 Line12010 Applications \7 -2010 - Permit Application.doc
Revised: May 2011
bh
Page 2 of 6
PERMIT APPLICATION NOTES — Al likcable to all permits in this application •
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
Building and Mechanical Permit
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
Plumbing Permit
The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested
in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition).
I HEREBY CERTIFY THAT 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 OWN AU7IZED
Signature:
Print Name: �� Ciz J T [mil fs
Mailing Address: l 3 — Z'6 1— S'
IDate Application Accepted:
Date: 6 7/2 /
Day Telephone: or- 3 r 4( 33.3 /
W/t 7fr/' /,'
City State Zip
Date Application Expires:
(1 -,)-)- r(
Staff Initials:
H:\Applications\Fonns- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc
Revised: May 2011
bh
Page 6 of 6
PLUMBING AND GAS PIPING PER]' INFORMATION — 206 - 431 -3670
•
PLUMBING AND GAS PIPING CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City State Zip
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
Contractor Registration Number: Expiration Date:
Valuation of Plumbing work (contractor's bid price): $
Valuation of Gas Piping work (contractor's bid price): $
Scope of Work (please provide detailed information):
l/
Building Use (per Int'l Building Code):
Occupancy (per Int'l Building Code):
Utility Purveyor: Water: Sewer:
Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below:
Fixture Type:
Qty
Fixture Type:
Qty
Fixture Type:
Qty
Fixture Type:
Qty
Bathtub or combination
bath/shower
Bidet
Clothes washer, domestic
Dental unit, cuspidor
Dishwasher, domestic,
with independent drain
Drinking fountain or
water cooler (per head)
Food -waste grinder,
commercial
Floor Drain
Shower, single head trap
Lavatory
Wash fountain
Receptor, indirect waste
Sinks
Urinals
Water Closet
Building sewer and each
trailer park sewer
Rain water system — per
drain (inside building)
Water heater and/or vent
Industrial waste treatment
interceptor, including trap
and vent, except for kitchen
type grease interceptors
Each grease trap
(connected to not more
than 4 fixtures - <750
gallon capacity)
Grease interceptor for
commercial kitchen ( >750
gallon capacity)
Repair or alteration of
water piping and/or water
treatment equipment
Repair or alteration of
drainage or vent piping
Medical gas piping
system serving 1 -5
inlets/outlets for a
specific gas
Each additional medical
gas inlets /outlets greater
than 5
Backflow protective
device other than
atmospheric -type vacuum
breakers 2 inch (51 mm)
diameter or smaller
Backflow protective device
other than atmospheric -type
vacuum breakers over 2
inch (51 mm) diameter
Each lawn sprinkler
system on any one meter
including backflow
protection devices
Atmospheric -type vacuum
breakers not included in
lawn sprinkler backflow
protections (1 -5)
Atmospheric -type
vacuum breakers not
included in lawn
sprinkler backflow
protections over 5
Gas piping outlets
H•1Applications\Forms- Applications On Line12010 Applications17 -2010 - Permit Application.doc
Revised: May 2011
bh
Page 5 of 6
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.TukwilaWA.gov
RECEIPT
Parcel No.: 3523049112 Permit Number: D11 -186
Address: 6233 SEGALE PARK DR D TURIN Status: APPROVED
Suite No: Applied Date: 06/22/2011
Applicant: PROFESSIONAL PLASTICS Issue Date:
Receipt No.: R11 -01399
Payment Amount: $738.15
Initials: JEM Payment Date: 07/08/2011 09:32 AM
User ID: 1165 Balance: $0.00
Payee: ROGER H STEUSSI
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Credit Crd VISA
Authorization No. 03511B
ACCOUNT ITEM LIST:
Description
738.15
Account Code Current Pmts
BUILDING - NONRES
STATE BUILDING SURCHARGE
000.322.100 733.65
640.237.114 4.50
Total: $738.15
doc: Receiot -06 Printed: 07 -08 -2011
wqs City of Tukwila
s� �y Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206-431-3665
Web site: http: / /www.TukwilaWA.gov
RECEIPT
ParcelNo.: 3523049112 Permit Number: D11 -186
Address: 6233 SEGALE PARK DR D TUKW Status: PENDING
Suite No: Applied Date: 06/22/2011
Applicant: PROFESSIONAL PLASTICS Issue Date:
Receipt No.: R11 -01279
Initials:
User ID:
Payee:
WER
1655
Payment Amount: $476.87
Payment Date: 06/22/2011 01:35 PM
Balance: $738.15
ROGER STUESSI
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Credit Crd VISA
Authorization No. 133434
ACCOUNT ITEM LIST:
Description
476.87
Account Code Current Pmts
PLAN CHECK - NONRES
000.345.830 476.87
Total: $476.87
doc: Receiot -06 Printed: 06 -22 -2011
.,:•n +TI: .o.— ��y W� 0. qp w , , ysv 7.7".`%. T�.: ,.•,.,
-j—
INSPECTION NO.
INSPECTION RECORD 4-
Retain a copy permit
i —
Reta py p
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION IP—
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670
Permit Inspection Request Line (206) 431 -2451
Pro'ect: T
Type of Inspecti n:
1)....zeotvt I_ ;‘,,Nc,V.ze-ricN \DA-1 A. PN. 2_ ---
A dress: D
Date Called:
Special Instructions: D
Date Wanted: `
`aim.
Requester:
`'1 r cteoNAtt.1t'o - 1.Ot.ie e
Phone No:
b t.L -co Lt t b R Redd. 64 t4
Approved per applicable codes.
ElCorrections required prior to approval.
COMMENTS:. A
p
1)....zeotvt I_ ;‘,,Nc,V.ze-ricN \DA-1 A. PN. 2_ ---
t- ■•.1" 1e{A,✓ V-i t W t• R1AAo(, -r-r-)
I 0 $\ k C1t t \ , ,rJ .L.K �' ` �0`..J
H the t- t. IAt - t.1(.6 F -
`'1 r cteoNAtt.1t'o - 1.Ot.ie e
A -
b t.L -co Lt t b R Redd. 64 t4
—t- r, VI ak- At, id.lt,
'1 '
.
r Nk.
•'
Inspe or:
An/W-7
Date:
x'14`1/
E - Et SPECTION FEE REQUIRED. Prior to ext inspection, fee must be •
p d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
•
az
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
— fry'
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
444 Andover Park East Tukwila, Wa. 98188 206 - 575 -4407
Project: Prof s• /47 a i •
Type of Inspection:
3)pPi4JC1c4.• 'Cis,*
7ALi / 1I
Address: GZ 3 3 Se q k. Pam ae o
Suite #:
Contact Person:
AciasaA a2° -17.,.
i
Special Instructions:
Phone No.:
Z�6. 39*— 333 1
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
Sprinklers:
7ALi / 1I
Fire Alarm:
0
i€4€ •Y.110/ C41»19 / 4.2.
Monitor:
spp.,i) Mi - �C°Z - -4o 101, J /,r / A) A, s¢;-- s
//L49_ Qrfres 0,4"-
. (%
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
.Q /1 - 186,
/1- .S - /LV.
/1 -5 -o83
PERMIT NUMBERS
CITY_OF TUKWILA FIRE DEPARTMENT
444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407
Project: A 0;4 S s j.i., 4 (f)1.1-. c S
. 4
Sprinklers:
Type of Inspection+:
5pi f." I.P.L t".'^ a 1
Address: (, 2 33
Suite #:
Se. 5 a 1 . Pr.•44 ''
D.
Contact Person:
4,14-11.. � y
Special Instructions:
..
Phone No.:
2 ( 3 - 7 2 - 7Z2-2_
Approved peapplicable codes.
Corrections required prior to approval.
'COMMENTS:
() 5%o, ea A- c ‘, yZ e01.44 4 ,/s ,e1- •
1
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector:
5-5,
Date:
7 /iy/i1
Hrs.:
/
$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Company Name:.
Address:
City:
State: 1 Zip:
Word /Inspection Record Form.Doc 6/11/10
T.F.D. Form F.P. 113
s
Fireproofing
Aggregates
Shotcrete
Concrete
M a s o n r y
A s p h a l t
R o o f i n g
P i l i n g
S t e e l
S o i l s
W o o d
December 16, 2011
File: 11 -221
Building Official
City of Tukwila Building Department
6300 Southcenter Blvd.
Tukwila, WA 98188
Project: Professional Plastics
Address: 6233 Segale Park Drive
Permit No.: D11 -186
A.A.R. TESTING
LABORATORY, INC.
CONSTRUCTION INSPECTION AND MATERIAL TESTING
NATIONALLY ACCEPTED LABORATORY
This is to advise you that special inspections are completed on the above
referenced project. The following inspection was required and a copy of our
inspection report has already been sent.
CITYRSAINfILA
1. Proprietary anchor installation IJkl: 2 0 7011
PERMIT CENTER
To the best of our knowledge all work inspected conformed to Tukwila Building
Department approved plans, specifications, IBC and related codes and /or verbal
or written instructions from the Engineer of Record.
Sincerely,
A.A.R. TESTING LABORATORY, INC.
&d,05r.
Kimberle Anderson
President
cc: Easy Up Storage -Roger Stuessi
Tel: (425) 881 -5812 Fax: (425) 881 -5441 • 7126 180th Ave. NE • P.O. Box 2523 * Redmond, WA 98073
RECEIVED
JUL 2.6 20111
COMMUNITY
r ELOPMEP T
Field Report
Report #: 52624
ATA R TestI g Laboratory; in 7126118Uth' AyijN:E Park 180 ,oltirC101; Red no d WA 98052,
'r`'.>E?�..v.. tvi '' s'�;j Fri .._+:i i. •ol a^ s5wF
ne,425,881w58l2 Fax_425 881 5441
Client: Easy Up Storage
9883 40th Ave. S.
Seattle, WA 98118
Contact: Roger Stuessi
Project Number: 11 -221
Permit #: D11 -186
Project Name: Professional Plastics
Address: 6233 Segale Park Dr.
Inspection Performed: Proprietary Anchors
Date: 7/14/2011
Time:
Temperature:
Verified anchors to be Hilti KB -TZ 1/2" x 4 1/2" wedge type. Verified hole cleanliness and
minimum embedment of 3 1/4". Torque was tested with calibrated wrench #132A and found
meeting or exceeding 40 ft. lbs. All work was found in conformance with approved plans,
manufacturer's recommendations and ESR #1917.
Areas inspected include all racking noted on sheet #1 of plans.
Distribution:
Distribute Client ❑ Distribute Contractor
❑ Distribute Engineer ❑ Distribute Owner
Distribute Municipality ❑ Distribute Other
❑ Distribute Architect ❑ Distribute Other
Inspector: Chandler, Loren
Reviewed by: Mike Blackwell
All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc.
Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden
Calculations for :
PROFESSIONAL PLASTICS
TU KWI LLA, WA
06/16/2011
Loading: 2400 # load levels @ 86, 120, 144
1000 # load level @ 6"
Seismic per IBC 2009 100% Utilization
Sds = 0.927 Sdl = 0.480
I = 1.00
108 " Load Beams
Uprights: 36 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.500x 0.075 Braces
5.00x 8.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer WA# 21008
b i H 8 (,,
ECE9VE
JUN 22 2011
PERMIT CENTER
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 47.4353
Longitude = - 122.257
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa= 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 1.385 (Ss, Site Class B)
1.0 0.473 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 47.4353
Longitude = - 122.257
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 = Fv x S1
Site Class D - Fa = 1.0 ,Fv = 1.527
Period Sa
(sec) (g)
0.2 1.385 (SMs, Site Class D)
1.0 0.723 (SM1, Site Class D)
IBC 2009 LOADING
SEISMIC: Ss= 138.5 % g
S1= 47.3 % g
Soil Class D
Modified Design spectral response parameters
Sms= 138.5 % g Sds= 92.3 % g
Sm1= 72.3 %g Sd1= 48.2 %g
Seismic Use Group 2
Seismic Design Category D
or D
le = 1
R= 4 R= 6
Cs = 0.2308 W Cs = 0.1539 W
Using Working Stress Design
V = Cs *W11.4
V= 0.1649 W'
_' 0.109? W*
Depth
Flange
Lip
Thickness
R
Blank =
A =
Ix =
Iy =
a
a bar
b
b bar
c
c bar
u
gamma
R'
Cold Formed Channel
3.000 in
3.000 in
0.750 in
0.0750 in
0.1000 in
9.96 in
0.747 in2
1.191 in4
0.935 in4
2.6500
2.9250
2.6500
2.9250
0.5750
0.7125
0.2160
1.0000
0.1375
Fy = 55 ksi
COLUMN SECTION
wt = 2.5 plf
Sx = 0.794 in3 Rx = 1.263 in
Sy = 0.544 in3 Ry = 1.119 in
Web w/t 35.3333
Flg w/t 35.3333
x bar 1.2423
m 1.6690
x0 - 2.9114
J 0.0014
x web 1.2798
x lip 1.7202
h/t 38.0000
Section Removing:
0.640 inch slot
0.375 inch hole
A- = 0.152 in2
I'x =
I'y =
Depth
Flange
Lip
Thickness
R
Blank =
A =
Ix =
Iy =
a
a bar
b
b bar
c
c bar
u
gamma
R'
0.75 inches each side of center on web
0.87 inches from web in each flange
A' = 0.595 in2
x bar = 1.478 in
1.014 in4 S'x= 0.676 in3 R'x= 1.305 in
0.743 in4 S'y= 0.476 in3 R'y= 1.117 in
Cold Formed Channel
1.500 in
1.500 in
0.000 in
0.0750 in
0.1000 in
4.23 in
0.31.7 in2
0.125 in4
0.075 in4
1.1500
1.4250
1.3250
1.4625
0.0000
0.0000
0.2160
0.0000
0.1375
Fy = 55 ksi
BRACE SECTION
wt = 1.1 plf
Sx = 0.166 in3 Rx = 0.627 in
Sy = 0.079 in3 Ry = 0.487 in
Web w/t 15.3333
Flg w/t 17.6667
x bar 0.5060
m 0.6531
x0 - 1.1592
J 0.0006
x web 0.5435
x lip 0.9565
h/t 18.0000
Cold Formed Section
HEIGHT OF BEAM
MAT'L THICKNESS
INSIDE RADIUS
WIDTH
STEEL YIELD
4.000 INCHES
0.075 INCHES
0.100 INCHES
2.750 INCHES
55.0 KSI
STEP 1.625 INCHES HIGH
L
LONG SIDE 3.6500
TOP 1.4000
STEP SIDE 1.3500
STEP BOTT 0.7250
SHORT SID 2.0250
BOTTOM 2.4000
CORNERS
2
3
4
5
6
LOAD BEAM
1.000 INCHES WIDE
ABOUT THE HORIZONTAL AXIS
Y LY LY2 Ii
2.0000 7.3000 14.6000 4.0523
3.9625 5.5475 21.9820 0.0000
3.1500 4.2525 13.3954 0.2050
2.3375 1.6947 3.9613 0.0000
1.1875 2.4047 2.8556 0.6920
0.0375 0.0900 0.0034 0.0000
ABOUT THE VERTIC
X LX
0.0375 0.1369
0.8750 1.2250
1.7125' 2.3119
2.2125 1.6041
2.7125 5.4928
1.3750 3.3000
0.2160 3.9125 0.8450 3.3063 0.0004 0.0875 0.0189
0.2160 3.9125 0.8450 3.3063 0.0004 1.6625 0.3591
0.2160 2.3875 0.5157 1.2311 0.0004 1.8000 0.3888
0.2160 2.2875 0.4941 1.1302 0.0004 2.6625 0.5751
0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751
0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189
TOTALS 12.8459 25.3500 24.0270 65.7748
AREA =
CENTER GRAVITY =
Ix =
Sx =
Rx =
0.963 IN2
1.870 INCHES TO BASE
1.934 IN4 Iy =
0.908 IN3 Sy =
1.417 IN Ry =
4.9516 17.8875 16.0064
1.246 INCHES TO LONG SIDE
1.039 IN4
0.691 IN3
1.039 IN
RIVETS
BEAM END CONNECTOR
COLUMN MATERIAL THICKNESS = 0.075 IN
LOAD BEAM DEPTH = 4 IN
TOP OF BEAM TO TOP OF CONN= 0.000 IN
WELD @ BTM OF BEAM = 0.000 IN
LOAD = 2400 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 600 LBS EACH
3 RIVETS @ 2 " oc 0.4375 " DIA A502 -2
1st @ 1 "BELOW TOP OF CONNECTOR
AREA = 0.150 IN2 EACH Fv = 22.0 KSI
Vcap = 3.307 KIPS EACH RIVET
BEARING Fb = 65.0 KSI
BRG CAP= 2.133 KIPS EACH RIVET
TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS 9%
CONNECTOR
6 " LONG CONNECTOR ANGLE
1.625 " x
WELDS
3 11
Fy = 50 KSI
x 0.1875 " THICK
S = 0.131 IN3 Mcap = 3.924 K -IN
W/ 1/3 INCREASE = 5.232 K -IN
RIVET MOMENT RESULTANT @ 1.25 IN FROM BTM OF CONN
M = PL L = 0.75 IN
Pmax = Mcap /L = 6.975 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 3.750 10.664 RIVET OK
P2 1.327 1.750 2.322
P3 0.000 0.000 0.000
P4 0.000 0.000 0.000
TOTAL 4.171 12.986 CONNECTOR OK
0.125 " x 4.000 " FILLET WELD UP OUTSIDE
0.125 " x 2.375 " FILLET WELD UP INSIDE
0.125 " x 1.625 " FILLET WELD UP STEP SIDE
0 " x 1.000 " FILLET WELD STEP BOTTOM
0 " x 2.750 " FILLET WELD ACROSS BOTTOM
0 " x 1.750 " FILLET WELD ACROSS TOP
USE EFFECTIVE 0.075 " THICK WELD
L = 8.00 IN A = 0.600 IN2
S = 0.400 IN3 Fv = 26.0 KSI
Mcap = 10.40 K -IN W /1/3 INCR= 13.87 K -IN
In Upright Plane
Seismic Load Distribution
per 2009 IBC
Weight
I =
Sds = 0.927
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1 *.67
60 # per level frame weight
Columns @
36 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
144 2460 354 535 77
120 2460 295 446 54
86 2460 212 320 27 KLx = 6 in
6 1060 6 10 0 KLy = 41 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 21334 lbs
- - -- - - -- - - -- ====
8440 - - -- - - -- - - --
8440 867 1310 158 Column
43% Stress
Max column load = 8611 #
Min column load = -2111 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL -
REQUIRED HOLD DOWN =
- 3040 # MIN
9155 # MAX
- 3040 #
Anchors: 1
T = 3040 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 3068 # 99% Stressed
V =
Braces:
655 # per leg Vcap = 5322 # =
COMBINED =
Brace height =
Brace width =
Length =
P =
Use :
41 "
36 "
55 "
1985 #
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 112
Pcap = 5111 #
39%
OK
12% Stressed
102% Stressed
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1
60 # per level frame weight
Columns @ 36 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
144 2460 354 590 85
120 60 7 12 1
86 60 5 9 1 KLx = 6 in
6 60 0 1 0 KLy = 41 in
0 0 0 0 0 A= 0.595 in
0 0 0 0 0 Pcap = 21334 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
2640 367 612 87 Column
18% Stress
Max column load = 3742 #
Min column load = -1273 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
-1642 # MIN
3754 # MAX
-1642 #
Anchors: 1
T = 1642 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 3068 # 54% Stressed
V =
Braces:
306 # per leg Vcap = 5322 # =
COMBINED =
Brace height =
Brace width =
Length =
P =
Use :
41 "
36 "
55 "
927 #
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 112
Pcap = 5111 #
18%
OK
6% Stressed
36% Stressed
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:08:54
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane
Type Plane Frame
Number of Joints 18
Number of Supports 10
Number of Members 20
Number of Loadings 1
Joint Coordinates
1 0.0 6.0 S
2 0.0 86.0 S
3 0.0 120.0 S
4 0.0 144.0 S
5 55.5 0.0 S
6 55.5 6.0
7 55.5 86.0
8 55.5 120.0
9 55.5 144.0
10 166.5 0.0 S
11 166.5 6.0
12 166.5 86.0
13 166.5 120.0
14 166.5 144.0
15 222.0 6.0 S
16 222.0 86.0 S
17 222.0 120.0 S
18 222.0 144.0 S
Joint Releases
5 Moment Z
10 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
4 Force X Moment Z
15 Force X Moment Z
16 Force X Moment Z
17 Force X Moment Z
18 Force X Moment Z
Member Incidences
1 1 6
2 2 7
3 3 8
4 4 9
5 5 6
6 6 7
7 7 8
8 8 9
9 10 11
10 11 12
11 12 13
4 Levels
4 9
3 8
2 7
1 6
5
14
13
12
11
10
18
17
16
15
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:08:54
12 13 14
13 6 11
14 11 15
15 7 12
16 12 16
17 8 13
18 13 17
19 9 14
20 14 18
Member Properties
1 Thru 4 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
5 Thru 12 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
13 Thru 20 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
' Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
6 Force Y -0.530
7 Force Y -1.230
8 Force Y -1.230
9 Force Y -1.230
11 Force Y -0.530
12 Force Y -1.230
13 Force Y -1.230
' 14 Force Y -1.230
6 Force X 0.002
7 Force X 0.065
8 Force X 0.091
9 Force X 0.108
11 Force X 0.002
12 Force X 0.065
13 Force X 0.091
14 Force X 0.108
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
1060 0.0132 0 4 0.1
2460 0.5682 794 130 73.9
2460 0.6428 1016 182 117.0
2460 0.6621 1078 216 143.0
0 0.0000 0 0 0.0
0 0.0000 0 0 0.0
8440 2889
g = 32.2 ft /sec2
I = 1.00
Sdl = 0.480
R = 6
532 333.9
T = 0.9402 sec
Cs = 0.0851 or
Cs min = 0.092666 or 1.5%
Cs = 0.0927
V = (Cs *I) *W *.67
V = 0.0927 W *.67
532 #
2 4
65 130
91 182
108 216
0 0
0 0
0.1544
532
100%
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:08:54
Structure Storage Rack in Load Beam Plane 4 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE
1 1 0.000 -0.108
1 6 0.000 0.108
2 2 0.000 -0.103
2 7 0.000 0.103
3 3 0.000 -0.028
3 8 0.000 0.028
4 4 0.000 -0.001
4 9 0.000 0.001
5 5 4.171 0.265
5 6 -4.171 -0.265
6 6 3.643 0.261
6 7 -3.643 -0.261
7 7 2.425 0.174
7 8 -2.425 -0.174
8 8 1.214 0.053
8 9 -1.214 -0.053
9 10 4.171 0.267
9 11 -4.171 -0.267
10 11 3.643 0.267
10 12 -3.643 -0.267
11 12 2.425 0.224
11 13 -2.425 -0.224
12 13 1.214 0.163
12 14 -1.214 -0.163
13 6 -0.002 -0.110
13 11 0.002 0.110
14 11 0.000 -0.111
14 15 0.000 0.111
15 7 -0.022 -0.115
15 12 0.022 0.115
16 12 0.000 -0.128
16 16 0.000 0.128
17 8 -0.030 -0.046
17 13 0.030 0.046
18 13 0.000 -0.065
18 17 0.000 0.065
19 9 0.055 -0.018
19 14 -0.055 0.018
20 14 0.000 -0.034
20 18 0.000 0.034
MOMENT
0.00
- 6.02
0.00
- 5.71
0.00
- 1.53
0.00
- 0.07
0.00
1.59
10.52
10.38
1.84
4.09
0.09
1.20
0.00
1.60
10.67
10.67
2.72
4.88
1.21
2.69
- 6.10
-6.10
- 6.18
0.00
- 6.50
- 6.30
x.00
- 2.64
- 2.49
-3.60
0.00
- 1.12
- 0.82
-1.87
0.00
/444-01 1 A)Ah
fril c &vr
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:08:54
JOINT
6
7
8
9
`11
12
13
"14
APPLIED JOINT LOADS, FREE JOINTS
FORCE X FORCE Y
0.002 -0.530
0.065 -1.230
0.091 -1.230
0.108 -1.230
0.002 -0.530
0.065 -1.230
0.091 -1.230
0.108 -1.230
MOMENT Z
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y
i 1 0.000 -0.108
2 0.000 -0.103
3 0.000 -0.028
4 0.000 -0.001
5 -0.265 4.171
-0.267 4.171
0.000 0.111
0.000 0.128
0.000 0.065
0.000 0.034
10
15
16
17
18
MOMENT Z
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT
! 6 0.0132
7 0.5682
8 0.6428
9 0.6621
11 0.0132
12 0.5683
13 0.6430
14 0.6619
Y- DISPLACEMENT
- 0.0015
- 0.0183
- 0.0231
- 0.0248
- 0.0015
- 0.0183
- 0.0231
- 0.0248
SUPPORT JOINT DISPLACEMENTS
ROTATION
- 0.0020
- 0.0022
- 0.0009
- 0.0005
- 0.0020
- 0.0020
- 0.0008
- 0.0002
PAGE 5
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:08:54
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.0132 0.0000 0.0010
2 0.5682 0.0000 0.0006
3 0.6428 0.0000 - 0.0002
4 0.6621 0.0000 - 0.0004
5 0.0000 0.0000 - 0.0022
10 0.0000 0.0000 - 0.0022
15 0.0132 0.0000 0.0010
16 0.5683 0.0000 0.0015
17 0.6430 0.0000 0.0010
18 0.6619 0.0000 0.0008
Point
Beam - Column Check
C 3.000x 3.000x 0.075
A = 0.595 in2
Sx = 0.676 in3
Rx = 1.305 in
kx = 1.00
Stress Factor 1.333
Fy =
Ry =
ky =
55 ksi
1.117 in
1.00
P M Lx Ly Pcap Mcap Ratio
11 4.2 1.6 6.0 41.0 21.33 29.73 25%
12 3.0 10.7 80.0 41.0 18.74 29.73 52%
13 1.8 4.9 34.0 41.0 21.33 29.73 25%
14 0.6 2.7 24.0 41.0 21.33 29.73 12%
0 0.0 0.0 6.0 41.0 21.33 29.73 0%
0 0.0 0.0 6.0 41.0 21.33 29.73 0%
Load Beam Check
4.00x 2.750x 0.075
A = 0.963 in2
Sx = 0.908 in3
Length = 108 inches
Fy =
E =
Ix =
55 ksi
29,500 E3 ksi
1.934 in4
'Pallet Load 2400 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 16.20 k -in
fb = 17.84 ksi Fb = 33 ksi
Mcap = 29.97 k -in
39.96 k -in with 1/3 increase
Defl = 0.34 in = L/ 313
54%
w/ 25% added to one pallet load
M = .232 PL = 15.03 k -in 50%
Base Plate Design
Column Load
Allowable Soil
Assume Footing
Soil Pressure
6.9 kips
1500 psf basic
25.7 in square on side
1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1"2/3
Use 5 "square base plate
w =
Load factor =
Shear
10.4 psi
1.67
1 =
M =
6 in thick slab f'c =
s = 6.00 in3 fb =
Fb = 5(phi)(f'cA.5) _
Beam fv =
Punching fv =
Base Plate Bending
1 =
fb =
21 psi Fv =
35 psi Fv =
7.34 in
312 # -in
3000 psi
52 psi
178 psi
93 psi
186 psi
Use 0.375 " thick
1.5 in w = 275 psi
13155 psi Fb = 37500 psi
OK !!
OK !!
OK !!
OK !!
Calculations for :
PROFESSIONAL PLASTICS
TUKWILLA, WA
06/13/2011
Loading: 1000 # load levels
6 pallet levels @ 6,36,66,96,126,144
Seismic per IBC 2009 100% Utilization
Sds = 0.927 Sdl = 0.480
I = 1.00
106 " Load Beams
Uprights: 44 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.500x 0.075 Braces
5.00x 8.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer WA# 21008
2
0
In Upright Plane
Seismic Load Distribution
per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1 *.67
60 # per level frame weight
Columns @ 44 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
144 1060 153 300 43
126 1060 134 262 33
96 1060 102 200 19 KLx = 6 in
66 1060 70 137 9 KLy = 41 in
36 1060 38 75 3 A = 0.595 in
6 1060 6 12 0 Pcap = 21334 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
6360 502 987 107 Column
28% Stress
Max column load = 5618 #
Min column load = -720 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
- 1404 # MIN
6026 # MAX
- 1404 #
Anchors: 1
T = 1404 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 3068 # 46% Stressed
V =
Braces:
494 # per leg Vcap = 5322 # =
COMBINED =
Brace height = 41 "
Brace width = 44 "
Length = 60 "
P = 1349 #
Use :
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 124
Pcap = 4207 #
32%
2 1
OK
9% Stressed
29% Stressed
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC
Weight
I =
Sds = 0.927
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1
60 # per level frame weight
Columns @ 44 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
144 1060 153 279 40
126 60 8 14 2
96 60 6 11 1 KLx = 6 in
66 60 4 7 0 KLy = 41 in
36 60 2 4 0 A = 0.595 in
6 60 0 1 0 Pcap = 21334 lbs
- - -- =Z.= - - -- - - --
---- - - -- - - -- - - --
1360 172 315 44 Column
8% Stress
Max column load = 1669 #
Min column load = -398 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
- 600 # MIN
1688 # MAX
- 600 #
Anchors: 1
T = 600 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 3068 # 20% Stressed
V =
Braces:
158 # per leg Vcap = 5322 # =
COMBINED =
Brace height =
Brace width =
Length =
P =
Use :
41 "
44 "
60 "
431 #
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 124
Pcap = 4207 #
OK
10%
2Z
3% Stressed
7% Stressed
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:15:38
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane
Type Plane Frame
Number of Joints 26
Number of Supports 14
Number of Members 30
Number of Loadings 1
Joint Coordinates
1 0.0 6.0 S 6 1
2 0.0 36.0 S
3 0.0 66.0 S 5 1
4 0.0 96.0 S
5 0.0 126.0 S 4 11
6 0.0 144.0 S 3 10
7 54.5 0.0 S
8 54.5 6.0 2 9
9 54.5 36.0 1 8
10 54.5 66.0
11 54.5 96.0 7
12 54.5 126.0
13 54.5 144.0
14 163.5 0.0 S
15 163.5 6.0
16 163.5 36.0
17 163.5 66.0
18 163.5 96.0
19 163.5 126.0
20 163.5 144.0
21 218.0 6.0 S
22 218.0 36.0 S
23 218.0 66.0 S
24 218.0 96.0 S
25 218.0 126.0 S
26 218.0 144.0 S
Joint Releases
7 Moment Z
14 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
4 Force X Moment Z
5 Force X Moment Z
6 Force X Moment Z
21 Force X Moment Z
22 Force X Moment Z
23 Force X Moment Z
24 Force X Moment Z
25 Force X Moment Z
26 Force X Moment Z
6 Levels
3
20
2
19
18
17
16
15
14
26
25
24
23
22
21
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:15:38
Member Incidences
1 1 8
2 2 9
3 3 10
4 4 11
5 5 12
6 6 13
7 7 8
8 8 9
9 9 10
10 10 11
11 11 12
12 12 13
13 14 15
14 15 16
15 16 17
16 17 18
17 18 19
18 19 20
19 8 15
20 9 16
21 10 17
22 11 18
23 12 19
24 13 20
25 15 21
26 16 22
27 17 23
28 18 24
29 19 25
30 20 26
Member Properties
1 Thru 6 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
7 Thru 18 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
19 Thru 30 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
Constants E 29000. All G 12000. All
Tabulate All
• Loading Dead + Live + Seismic
Joint Loads
8 Force Y -0.53
9 Force Y -0.53
10 Force Y -0.53
11 Force Y -0.53
12 Force Y -0.53
13 Force Y -0.53
15 Force Y -0.53
16 Force Y -0.53
17 Force Y -0.53
18 Force Y -0.53
19 Force Y -0.53
20 Force Y -0.53
2 Li
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:15:38
8 Force X 0.005
9 Force X 0.025
10 Force X 0.047
11 Force X 0.067
12 Force X 0.089
13 Force X 0.102
15 Force X 0.005
16 Force X 0.025
17 Force X 0.047
18 Force X 0.067
19 Force X 0.089
20 Force X 0.102
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
1060 0.0085 0 10 0.1
1060 0.0765 6 50 3.8
1060 0.1450 22 94 13.6
1060 0.2032 44 134 27.2
1060 0.2444 63 178 43.5
1060 0.2543 69 204 51.9
6360 204 670 140.1
g = 32.2 ft /sec2 T = 0.3858 sec
I = 1.00 Cs = 0.2073 or
Sdl = 0.480 Cs min = 0.092666 or 1.5%
R = 6 Cs = 0.1544
V = (Cs *I) *W *.67
V = 0.1544 W *.67
= 668 #
5 10
25 50
47 94
67 134
89 177
102 203
0.1544
668
100%
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:15:38
Structure Storage Rack in Load Beam Plane 6 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.065 0.00
1 8 0.000 0.065 -3.57
2 2 0.000 -0.079 0.00
2 9 0.000 0.079 -4.30
3 3 0.000 -0.069 0.00
3 10 0.000 0.069 -3.74
4 4 0.000 -0.050 0.00
4 11 0.000 0.050 -2.75
. 5 5 0.000 -0.022 0.00
5 12 0.000 0.022 -1.19
6 6 0.000 -0.004 0.00
6 13 0.000 0.004 -0.19
7 7 3.135 0.333 0.00
7 8 -3.135 -0.333 2.00
8 8 2.606 0.326 5.20
8 9 -2.606 -0.326 4.57
9 9 2.081 0.295 4.31
9 10 -2.081 -0.295 4.54
10 10 1.558 0.243 3.38
10 11 -1.558 -0.243 3.92
11 11 1.038 0.174 2.15
11 12 -1.038 -0.174 3.08
12 12 0.520 0.056 -0.01
12 13 -0.520 -0.056 1.03
13 14 3.135 0.337 0.00
13 15 -3.135 -0.337 2.02
14 15 2.606 0.334 5.29
14 16 -2.606 -0.334 4.74
15 16 2.081 0.315 4.59
15 17 -2.081 -0.315 4.87
16 17 1.558 0.273 3.80
16 18 -1.558 -0.273 4.38
' 17 18 1.038 0.208 2.66
' 17 19 -1.038 -0.208 3.57
18 19 0.520 0.148 0.69
18 20 -0.520 -0.148 1.97
19 8 -0.002 -0.067 -3.63
19 15 0.002 0.067 -3.63
20 9 -0.006 -0.083 -4.57
9 20 16 0.006 0.083 -4.53
21 10 -0.004 -0.076 -4.18
21 17 0.004 0.076 -4.11
1 (a
PAGE 5
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:15:38
22 11 -0.002 -0.060
22 18 0.002 0.060
23 12 -0.029 -0.034
23 19 0.029 0.034
24 13 0.046 -0.014
24 20 -0.046 0.014
25 15 0.000 -0.068
25 21 0.000 0.068
26 16 0.000 -0.088
26 22 0.000 0.088
27 17 0.000 -0.084
27 23 0.000 0.084
28 18 0.000 -0.070
28 24 0.000 0.070
29 19 0.000 -0.045
29 25 0.000 0.045
30 20 0.000 -0.024
30 26 0.000 0.024
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
8 0.005 -0.530 0.00
9 0.025 -0.530 0.00
10 0.047 -0.530 0.00
11 0.067 -0.530 0.00
12 0.089 -0.530 0.00
13 0.102 -0.530 0.00
15 0.005 -0.530 0.00
16 0.025 -0.530 0.00
17 0.047 -0.530 0.00
18 0.067 -0.530 0.00
19 0.089 -0.530 0.00
20 0.102 -0.530 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.065 0.00
2 0.000 -0.079 0.00
3 0.000 -0.069 0.00
4 0.000 -0.050 0.00
5 0.000 -0.022 0.00
6 0.000 -0.004 0.00
7 -0.333 3.135 0.00
14 -0.337 3.135 0.00
21 0.000 0.068 0.00
22 0.000 0.088 0.00
23 0.000 0.084 0.00
24 0.000 0.070 0.00
25 0.000 0.045 0.00
- 3.32
-3.23
- 1.88
- 1.79
- 0.83
-0.66
-3.69
- 4.56
0.00
- 3.80
0.00
- 2.47
0.00
- 1.30
0.00
2 7
vb1 I I c -
c4ertetovr
PAGE 6
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/13/;1 - -- TIME OF DAY: 11:15:38
26
0.000
0.024 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT
8 0.0085
9 0.0765
0 0.1450
X1o11 0.2032
12 0.2444
13 0.2543
15 0.0085
16 0.0765
17 0.1450
18 0.2032
19 0.2445
0.2541
"?c)
Y- DISPLACEMENT
- 0.0011
- 0.0056
- 0.0092
- 0.0119
- 0.0138
- 0.0143
- 0.0011
- 0.0056
- 0.0092
- 0.0119
- 0.0138
- 0.0143
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT
1 0.0085
2
3
14
5
6
!7
14
21
22
23
24
25
26
0.0765
0.1450
0.2032
0.2444
0.2543
0.0000
0.0000
0.0085
0.0765
0.1450
0.2032
0.2445
0.2541
Y- DISPLACEMENT
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
• 0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
ROTATION
- 0.0012
- 0.0015
- 0.0014
- 0.0011
- 0.0006
- 0.0003
- 0.0012
- 0.0015
- 0.0013
- 0.0010
- 0.0006
- 0.0002
ROTATION
0.0005
0.0006
0.0004
0.0002
- 0.0001
- 0.0002
- 0.0014
- 0.0014
0.0006
0.0009
0.0009
0.0008
0.0006
0.0005
Beam - Column Check
C 3.000x 3.000x 0.075
A = 0.595 in2
Sx = 0.676 in3
Rx = 1.305 in
kx = 1.00
Stress Factor 1.333
Fy = 55 ksi
Ry =
ky =
1.117 in
1.00
Point P M Lx Ly Pcap Mcap Ratio
15 3.2 2.0 6.0 41.0 21.33 29.73 22%
16 2.7 5.3 30.0 41.0 21.33 29.73 30%
17 2.2 4.9 30.0 41.0 21.33 29.73 27%
18 1.7 4.4 30.0 41.0 21.33 29.73 230
19 1.2 3.6 30.0 41.0 21.33 29.73 18%
20 0.7 2.0 18.0 41.0 21.33 29.73 10%
Load Beam Check
4.00x 2.750x 0.075
A = 0.963 in2
Sx = 0.908 in3
Length = 106 inches
Fy =
E _
Ix =
55 ksi
29,500 E3 ksi
1.934 in4
Pallet Load 1000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 6.63 k -in
fb = 7.30 ksi Fb = 33 ksi
Mcap = 29.97 k -in
39.96 k -in with 1/3 increase
Defl = 0.14 in = L/ 780
w/ 25% added to one pallet load
M = .232 PL = 6.15 k -in
22%
21%
Base Plate Design
Column Load
Allowable Soil
Assume Footing
Soil Pressure
4.5 kips
1500 psf basic
20.8 in square on side
1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1 "2/3
Use 5 "square base plate
w =
Load factor =
Shear :
10.4 psi
1.67
1 =
M =
6 in thick slab f'c =
s = 6.00 in3 fb =
Fb = 5(phi)(f'c ".5) =
Beam fv =
Punching fv =
Base Plate Bending
14 psi Fir =
21 psi Fv =
4.91 in
140 # -in
3000 psi
23 psi
178 psi
93 psi
186 psi
Use 0.375 " thick
1 = 1.5 in w = 181 psi
fb = 8677 psi Fb = 37500 psi
OK !!
OK !!
OK !!
OK !!
Calculations for :
PROFESSIONAL PLASTICS
TU KWI LLA, WA
06/16/2011
Loading: 2500 # load levels
6 pallet levels ® 6,56,84,108,156,186
Seismic per IBC 2009 100% Utilization
Sds = 0.927 Sdl = 0.480
I = 1.00
108 " Load Beams
Uprights: 44 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.500x 0.075 Braces
8.00x 8.00x 0.375 Base Plates
with 4- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer WA# 21008
In Upright Plane
Seismic Load Distribution
per 2009 IBC
3
Weight
I =
Sds = 0.927
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1 *.67
60 # per level frame weight
Columns @ 44 "
Levels Load WiHi Fi FiHi Column:
' (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
186 2560 476 698 130
156 2560 399 586 91
108 2560 276 405 44 KLx = 6 in
84 2560 215 315 26 KLy = 43 in
56 2560 143 210 12 A = 0.595 in
6 1560 9 14 0 Pcap = 21190 lbs
14360 1520 2229 303 Column
71% Stress
Max column load = 14076 #
Min column load = -3016 # Uplift
Overturning
Anchors:
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
T = 4600 #
4 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
4957 # 93% Stressed
Tcap =
- 4600 # MIN
15002 # MAX
- 4600 #
V = 1114 # per leg Vcap = 5322 # =
COMBINED =
Braces:
Brace height = 43 "
Brace width = 44 "
Length = 62 "
'P = 3117 #
Use :
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 126
Pcap = 4020 #
OK
78%
1
21% Stressed
96% Stressed
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1
60 # per level frame weight
Columns Q 44 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
186 2560 476 630 117
156 60 9 12 2
108 60 6 9 1 KLx = 6 in
84 60 5 7 1 KLy = 43 in
56 60 3 4 0 A = 0.595 in
6 60 0 0 0 Pcap = 21190 lbs
2860 501 663 121 Column
20% Stress
Max column load = 4177 #
Min column load = -1502 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1+0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
-1907 # MIN
4195 # MAX
-1907 #
Anchors: 1
T = 1907 #
4 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 4957 # 38% Stressed
V =
Braces:
331 # per leg Vcap = 5322 # =
COMBINED =
Brace height =
Brace width =
Length =
P =
Use :
43 "
44 "
62 "
926 #
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 126
Pcap = 4020 #
OK
23%
6% Stressed
21% Stressed
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:51:13
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 6 Levels
Type Plane Frame
Number of Joints 26
Number of Supports 14
Number of Members 30
Number of Loadings 1
Joint Coordinates
1 0.0 6.0 S
2 0.0 56.0 S
3 0.0 84.0 S
4 0.0 108.0 S
5 0.0 156.0 S
6 0.0 186.0 S
7 55.5 0.0 S
8 55.5 6.0
9 55.5 56.0
10 55.5 84.0
11 55.5 108.0
12 55.5 156.0
13 55.5 186.0
14 166.5 0.0 S
15 166.5 6.0
16 166.5 56.0
17 166.5 84.0
18 166.5 108.0
19 166.5 156.0
20 166.5 186.0
21 222.0 6.0 S
22 222.0 56.0 S
23 222.0 84.0 S
24 222.0 108.0 S
25 222.0 156.0 S
26 222.0 186.0 S
Joint Releases
7 Moment Z
14 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
4 Force X Moment Z
5 Force X Moment Z
6 Force X Moment Z
21 Force X Moment Z
22 Force X Moment Z
23 Force X Moment Z
24 Force X Moment Z
25 Force X Moment Z
26 Force X Moment Z
6
5
4
3
2
1
13
20
12
19
11
18
10
17
9
16
8
7
15
1A
26
25
24
23
22
21
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:51:13
Member Incidences
1 1 8
2 2 9
3 3 10
4 4 11
5 5 12
6 6 13
7 7 8
8 8 9
9 9 10
10 10 11
11 11 12
12 12 13
13 14 15
14 15 16
15 16 17
16 17 18
17 18 19
18 19 20
19 8 15
20 9 16
21 10 17
22 11 18
23 12 19
24 13 20
25 15 21
26 16 22
27 17 23
28 18 24
29 19 25
30 20 26
Member Properties
1 Thru 6 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
7 Thru 18 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
19 Thru 30 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
8 Force Y -0.78
9 Force Y -1.28
10 Force Y -1.28
11 Force Y -1.28
12 Force Y -1.28
13 Force Y -1.28
15 Force Y -0.78
16 Force Y -1.28
17 Force Y -1.28
18 Force Y -1.28
19 Force Y -1.28
20 Force Y -1.28
3
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:51:13
` 8 Force X 0.003
9 Force X 0.045
10 Force X 0.067
11 Force X 0.086
12 Force X 0.124
13 Force X 0.149
15 Force X 0.003
16 Force X 0.045
17 Force X 0.067
18 Force X 0.086
19 Force X 0.124
20 Force X 0.149
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
1560 0.0167 0 6 0.1 3 6
2560 0.3204 263 90 28.8 45 90
2560 0.4148 440 134 55.6 67 134
2560 0.4749 577 172 81.7 86 172
2560 0.6392 1046 248 158.5 124 248
2560 0.6802 1184 298 202.7 149 298
14360 3511 948 527.4
g = 32.2 ft /sec2 T = 0.8248 sec
I = 1.00 Cs = 0.0970 or
Sdl = 0.480 Cs min = 0.092666 or 1.5%
R = 6 Cs = 0.0970
V = (Cs *I) *W *.67
V = 0.0970 W *.67
= 947 #
0.1544
947
100%
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:51:13
Structure Storage Rack in Load Beam Plane 6 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.131 0.00
1 8 0.000 0.131 -7.27
2 2 0.000 -0.135 0.00
2 9 0.000 0.135 -7.47
3 3 0.000 -0.077 0.00
3 10 0.000 0.077 -4.29
4 4 0.000 -0.071 0.00
4 11 0.000 0.071 -3.92
5 5 0.000 -0.043 0.00
5 12 0.000 0.043 -2.37
6 6 0.000 0.000 0.00
6 13 0.000 0.000 -0.03
7 7 7.055 0.471 0.00
7 8 -7.055 - 0.471 2.83
8 8 6.278 0.464 11.84
8 9 -6.278 -0.464 11.38
9 9 5.013 0.388 4.49
9 10 -5.013 -0.388 6.39
10 10 3.756 0.300 3.57
10 11 -3.756 -0.300 3.64
11 11 2.502 0.250 5.77
11 12 -2.502 -0.250 6.25
12 12 1.253 0.074 0.39
12 13 -1.253 -0.074 1.84
13 14 7.055 0.477 0.00
13 15 -7.055 -0.477 2.86
14 15 6.278 0.478 12.06
14 16 -6.278 -0.478 11.82
15 16 5.013 0.464 5.53
15 17 -5.013 -0.464 7.44
16 17 3.756 0.418 4.87
16 18 -3.756 -0.418 5.16
17 18 2.502 0.296 6.83
17 19 -2.502 -0.296 7.36
18 19 1.253 0.224 2.41
18 20 -1.253 -0.224 4.30
19 8 -0.003 -0.133 -7.40
19 15 0.003 0.133 -7.40
20 9 -0.031 -0.150 -8.40
20 16 0.031 0.150 -8.21
21 10 - 0.021 -0.100 -5.66
21 17 0.021 0.100 -5.47
2.7
PAGE 5
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:51:13
X22 11 0.036 -0.096
22 18 -0.036 0.096
'23 12 -0.052 -0.074
23 19 0.052 0.074
1 24 13 0.075 -0.028
:24 20 -0.075 0.028
25 15 0.000 -0.136
25 21 0.000 0.136
26 16 0.000 -0.165
26 22 0.000 0.165 '.00
27 17 0.000 -0.123 -6.84
27 23 0.000 0.123 0.00
128 18 0.000 -0.122 -6.78
'28 24 0.000 0.122 0.00
29 19 0.000 -0.105 -5.83
29 25 0.000 0.105 0.00
30 20 0.000 -0.055 -3.04
30 26 0.000 0.055 0.00
- 5.49
- 5.21
- 4.27
- 3.94
- 1.81
- 1.26
-7.53
0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
8 0.003 -0.780 0.00
9 0.045 -1.280 0.00
10 0.067 -1.280 0.00
11 0.086 -1.280 0.00
12 0.124 -1.280 0.00
13 0.149 -1.280 0.00
15 0.003 -0.780 0.00
16 0.045 -1.280 0.00
17 0.067 -1.280 0.00
18 0.086 -1.280 0.00
19 0.124 -1.280 0.00
20 0.149 -1.280 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.131 0.00
2 0.000 -0.135 0.00
3 0.000 -0.077 0.00
4 0.000 -0.071 0.00
5 0.000 -0.043 0.00
°6 0.000 0.000 0.00
7 -0.471 7.055 0.00
14 -0.477 7.055 0.00
21 0.000 0.136 0.00
22 0.000 0.165 0.00
23 0.000 0.123 0.00
24 0.000 0.122 0.00
25 0.000 0.105 0.00
PAGE 6
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:51:13
26 0.000 0.055 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
8 0.0167 - 0.0025 - 0.0025
9 0.3204 - 0.0206 - 0.0029
10 0.4148 - 0.0288 - 0.0019
11 0.4749 - 0.0340 - 0.0019
12 0.6392 - 0.0410 - 0.0015
13 0.6802 - 0.0431 - 0.0008
15 0.0167 - 0.0025 - 0.0025
16 0.3205 - 0.0206 - 0.0027
17 0.4149 - 0.0288 - 0.0018
18 0.4747 - 0.0340 - 0.0016
19 0.6394 - 0.0410 - 0.0012
20 0.6799 - 0.0431 - 0.0002
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.0167 0.0000 0.0011
2 0.3204 0.0000 0.0008
3 0.4148 0.0000 0.0002
4 0.4749 0.0000 0.0000
5 0.6392 0.0000 - 0.0004
6 0.6802 0.0000 - 0.0008
7 0.0000 0.0000 - 0.0027
14 0.0000 0.0000 - 0.0027
21 0.0167 0.0000 0.0013
22 0.3205 0.0000 0.0019
23 0.4149 0.0000 0.0016
24 0.4747 0.0000 0.0017
25 0.6394 0.0000 0.0017
26 0.6799 0.0000 0.0013
Beam - Column Check
C 3.000x 3.000x 0.075
A = 0.595 in2
Sx = 0.676 in3
Rx = 1.305 in
kx = 1.00
Stress Factor 1.333
Fy = 55 ksi
Ry =
ky =
1.117 in
1.00
Point P M Lx Ly Pcap Mcap Ratio
15 7.2 2.9 6.0 43.0 21.19 29.73 44%
16 5.9 12.1 50.0 43.0 21.19 29.73 69%
17 4.7 7.4 28.0 43.0 21.19 29.73 47%
18 3.4 5.2 24.0 43.0 21.19 29.73 34%
19 2.2 7.4 48.0 43.0 21.19 29.73 35%
20 0.9 4.3 30.0 43.0 21.19 29.73 19%
Load Beam Check
4.00x 2.750x 0.075
A = 0.963 in2
Sx = 0.908 in3
Length = 108 inches
Fy =
E =
Ix =
55 ksi
29,500 E3 ksi
1.934 in4
Pallet Load 2500 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 16.88 k -in
fb = 18.58 ksi Fb = 33 ksi
Mcap = 29.97 k -in
39.96 k -in with 1/3 increase
Defl = 0.36 in = L/ 301
56%
w/ 25% added to one pallet load
M = .232 PL = 15.66 k -in 52%
Base Plate Design
Column Load
Allowable Soil
Assume Footing
Soil Pressure
11.3 kips
1500 psf basic
32.9 in square on side
1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1'2/3
Use 8 "square base plate
w =
Load factor =
Shear :
10.4 psi
1.67
1 =
M =
6 in thick slab f'c =
s = 6.00 in3 fb =
Fb = 5(phi)(f'c ".5) =
Beam fv =
Punching fv =
Base Plate Bending
1 =
fb =
27 psi Fv =
46 psi Fv =
9.43 in
516 # -in
3000 psi
86 psi
178 psi
93 psi
186 psi
Use 0.375 " thick
2.5 in w = 176 psi
23441 psi Fb = 37500 psi
OK !!
OK !!
OK !!
OK !!
Calculations for :
PROFESSIONAL PLASTICS
TUKWILLA, WA
06/16/2011
Loading: 1000 # load levels
6 pallet levels @ 6,48,78,98,118,144
Seismic per IBC 2009 100% Utilization
Sds = 0.927 Sdl = 0.480
I = 1.00
106 " Load Beams
Uprights: 36 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.500x 0.075 Braces
5.00x 8.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer WA# 21008
In Upright Plane
Seismic Load Distribution
per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1 *.67
60 # per level frame weight
Columns Q 36 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
144 1060 153 289 42
118 1060 125 237 28
98 1060 104 197 19 KLx = 6 in
78 1060 83 157 12 KLy = 41 in
48 1060 51 96 5 A = 0.595 in
6 1060 6 12 0 Pcap = 21334 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
6360 522 987 106 Column
31% Stress
Max column load = 6117 #
Min column load = -1219 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
- 1902 # MIN
6524 # MAX
- 1902 #
Anchors: 1
T = 1902 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 3068 # 62% Stressed
V =
Braces:
494 # per leg Vcap = 5322 # =
COMBINED =
Brace height =
Brace width =
Length =
P =
Use :
41 "
36 "
55 "
1496 #
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 112
Pcap = 5111 #
29%
OK
9% Stressed
47% Stressed
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
f per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1
60 # per level frame weight
Columns @ 36 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
144 1060 153 277 40
118 60 7 13 2
98 60 6 11 1 KLx = 6 in
78 60 5 8 1 KLy = 41 in
48 60 3 5 0 A = 0.595 in
6 60 0 1 0 Pcap = 21334 lbs
- - -- - - -- - - -- ====
1360 - - -- - - -- - - --
1360 174 315 43 Column
9% Stress
Max column load = 1885 #
Min column load = -614 # Uplift
Overturning
Anchors:
V =
Braces:
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
T = 816 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
3068 # 27% Stressed
Tcap =
- 816 # MIN
1904 # MAX
- 816 #
158 # per leg Vcap = 5322 # =
COMBINED =
Brace height =
Brace width =
Length =
P =
Use :
41 "
36 "
55 "
478 #
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 112
Pcap = 5111 #
OK
9%
yd
1
3% Stressed
11% Stressed
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:06:37
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 6 Levels
Type Plane Frame
Number of Joints 26
Number of Supports 14
Number of Members 30
Number of Loadings 1
Joint Coordinates 6
1 0.0 6.0 S
2 0.0 48.0 S
3 0.0 78.0 S
4 0.0 98.0 S
5 0.0 118.0 S
6 0.0 144.0 S
7 54.5 0.0 S
8 54.5 6.0
9 54.5 48.0
10 54.5 78.0
11 54.5 98.0
12 54.5 118.0
13 54.5 144.0
14 163.5 0.0 S
15 163.5 6.0
16 163.5 48.0
17 163.5 78.0
18 163.5 98.0
19 163.5 118.0
20 163.5 144.0
21 218.0 6.0 S
22 218.0 48.0 S
23 218.0 78.0 S
24 218.0 98.0 S
25 218.0 118.0 S
26 218.0 144.0 S
Joint Releases
7 Moment Z
14 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
4 Force X Moment Z
5 Force X Moment Z
6 Force X Moment Z
21 Force X Moment Z
22 Force X Moment Z
23 Force X Moment Z
24 Force X Moment Z
25 Force X Moment Z
26 Force X Moment Z
5
4
3
2
1
13
20
12
19
11
18
10
17
9
16
8
15
1.4
26
25
24
23
22
21
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:06:37
' Member Incidences
1 1 8
2 2 9
3 3 10
4 4 11
5 5 12
6 6 13
7 7 8
8 8 9
9 9 10
10 10 11
11 11 12
12 12 13
13 14 15
14 15 16
15 16 17
16 17 18
17 18 19
18 19 20
19 8 15
20 9 16
21 10 17
22 11 18
23 12 19
24 13 20
25 15 21
26 16 22
27 17 23
28 18 24
29 19 25
30 20 26
Member Properties
1 Thru 6 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
7 Thru 18 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
19 Thru 30 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
' Joint Loads
8 Force Y -0.53
9 Force Y -0.53
10 Force Y -0.53
11 Force Y -0.53
12 Force Y -0.53
13 Force Y -0.53
• 15 Force Y -0.53
16 Force Y -0.53
17 Force Y -0.53
18 Force Y -0.53
19 Force Y -0.53
20 Force Y -0.53
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:06:37
8 Force X 0.005
9 Force X 0.028
10 Force X 0.054
11 Force X 0.067
12 Force X 0.081
13 Force X 0.099
15 Force X 0.005
16 Force X 0.028
17 Force X 0.054
18 Force X 0.067
19 Force X 0.081
20 Force X 0.099
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
1060 0.0103 0 10 0.1
1060 0.1508 24 56 8.4
1060 0.2195 51 108 23.7
1060 0.2453 64 134 32.9
1060 0.2629 73 162 42.6
1060 0.2786 82 198 55.2
6360 295 668 162.9
g = 32.2 ft /sec2 T = 0.4299 sec
I = 1.00 Cs = 0.1861 or
Sdl = 0.480 Cs min = 0.092666 or 1.5%
R = 6 Cs = 0.1544
V = (Cs *I) *W *.67
V = 0.1544 W *.67
668 #
5 10
28 56
54 108
67 134
81 162
99 198
0.1544
L(1
668
100%
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:06:37
Structure Storage Rack in Load Beam Plane 6 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.082 0.00
1 8 0.000 0.082 -4.49
2 2 0.000 -0.092 0.00
2 9 0.000 0.092 -5.01
3 3 0.000 -0.055 0.00
3 10 0.000 0.055 -2.99
4 4 0.000 -0.031 0.00
4 11 0.000 0.031 -1.66
5 5 0.000 -0.017 0.00
5 12 0.000 0.017 -0.90
6 6 0.000 -0.004 0.00
6 13 0.000 0.004 -0.24
7 7 3.131 0.332 0.00
7 8 -3.131 -0.332 1.99
8 8 2.602 0.326 7.04
8 9 -2.602 -0.326 6.64
9 9 2.078 0.288 3.74
9 10 -2.078 -0.288 4.91
10 10 1.557 0.220 1.61
10 11 -1.557 -0.220 2.79
11 11 1.038 0.151 1.18
11 12 -1.038 -0.151 1.84
12 12 0.520 0.069 0.67
12 13 -0.520 -0.069 1.13
13 14 3.131 0.336 0.00
13 15 -3.131 -0.336 2.02
14 15 2.602 0.332 7.13
14 16 -2.602 -0.332 6.82
15 16 2.078 0.314 4.12
15 17 -2.078 -0.314 5.30
16 17 1.557 0.274 2.15
16 18 -1.557 -0.274 3.33
17 18 1.038 0.209 1.75
17 19 -1.038 -0.209 2.42
18 19 0.520 0.129 1.33
18 20 -0.520 -0.129 2.02
19 8 -0.001 -0.083 -4.55
19 15 0.001 0.083 -4.55
20 9 -0.009 -0.098 -5.36
20 16 0.009 0.098 -5.29
21 10 -0.014 -0.064 -3.53
21 17 0.014 0.064 -3.45
PAGE 5
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:06:37
22 11 -0.002 -0.042 -2.30
22 18 0.002 0.042 -2.22
23 12 -0.001 -0.029 -1.61
23 19 0.001 0.029 -1.52
24 13 0.030 -0.014 -0.88
24 20 -0.030 0.014 -0.69
25 15 0.000 -0.084 -4.60
25 21 0.000 0.084 0.00
26 16 0.000 -0.104 -.64
26 22 0.000 0.104 0.00
27 17 0.000 -0.073 -3.99
27 23 0.000 0.073 0.00
28 18 0.000 -0.053 -2.86
28 24 0.000 0.053 0.00
29 19 0.000 -0.041 -2.23
29 25 0.000 0.041 0.00
30 20 0.000 -0.024 -1.33
30 26 0.000 0.024 0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
8 0.005 -0.530 0.00
9 0.028 -0.530 0.00
10 0.054 -0.530 0.00
11 0.067 -0.530 0.00
12 0.081 -0.530 0.00
13 0.099 -0.530 0.00
15 0.005 -0.530 0.00
16 0.028 -0.530 0.00
17 0.054 -0.530 0.00
18 0.067 -0.530 0.00
19 0.081 -0.530 0.00
20 0.099 -0.530 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.082 0.00
2 0.000 -0.092 0.00
3 0.000 -0.055 0.00
4 0.000 -0.031 0.00
5 0.000 -0.017 0.00
6 0.000 -0.004 0.00
7 -0.332 3.131 0.00
14 -0.336 3.131 0.00
21 0.000 0.084 0.00
22 0.000 0.104 0.00
23 0.000 0.073 0.00
24 0.000 0.053 0.00
25 0.000 0.041 0.00
P IC''-.-c T-
PAGE 6
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:06:37
26 0.000 0.024 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
8 0.0103 - 0.0011 - 0.0015
9 0.1508 - 0.0074 - 0.0018
10 0.2195 - 0.0110 - 0.0012
11 0.2453 - 0.0128 - 0.0008
12 0.2629 - 0.0140 - 0.0006
13 0.2786 - 0.0148 - 0.0004
15 0.0103 - 0.0011 - 0.0015
16 0.1509 - 0.0074 - 0.0017
17 0.2196 - 0.0110 - 0.0011
18 0.2453 - 0.0128 - 0.0007
19 0.2629 - 0.0140 - 0.0005
20 0.2785 - 0.0148 - 0.0002
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.0103 0.0000 0.0007
2 0.1508 0.0000 0.0007
3 0.2195 0.0000 0.0003
4 0.2453 0.0000 0.0000
5 0.2629 0.0000 - 0.0001
6 0.2786 0.0000 - 0.0002
7 0.0000 0.0000 - 0.0017
14 0.0000 0.0000 - 0.0017
21 0.0103 0.0000 0.0008
22 0.1509 0.0000 0.0010
23 0.2196 0.0000 0.0008
24 0.2453 0.0000 0.0007
25 0.2629 0.0000 0.0006
26 0.2785 0.0000 0.0005
Beam - Column Check
C 3.000x 3.000x 0.075
A = 0.595 in2
Sx = 0.676 in3
Rx = 1.305 in
kx = 1.00
Stress Factor 1.333
Fy = 55 ksi
Ry =
ky =
1.117 in
1.00
Point P M Lx Ly Pcap Mcap Ratio
15 3.2 2.0 6.0 41.0 21.33 29.73 22%
16 2.7 7.1 42.0 41.0 21.33 29.73 36%
17 2.2 5.3 30.0 41.0 21.33 29.73 28%
18 1.7 3.3 20.0 41.0 21.33 29.73 19%
19 1.2 2.4 20.0 41.0 21.33 29.73 14%
20 0.7 2.0 26.0 41.0 21.33 29.73 10%
Load Beam Check
4.00x 2.750x 0.075
A = 0.963 in2
Sx = 0.908 in3
Length = 106 inches
Fy =
E _
Ix =
55 ksi
29,500 E3 ksi
1.934 in4
Pallet Load 1000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 6.63 k -in
fb = 7.30 ksi Fb = 33 ksi
Mcap = 29.97 k -in
39.96 k -in with 1/3 increase
Defl = 0.14 in = L/ 780
w/ 25% added to one pallet load
M = .232 PL = 6.15 k -in
22%
21%
Base Plate Design
Column Load
Allowable Soil
Assume Footing
Soil Pressure
4.9 kips
1500 psf basic
21.7 in square on side
1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w12/3
Use 5 "square base plate
w =
Load factor =
Shear :
10.4 psi
1.67
1
M =
6 in thick slab f'c =
s = 6.00 in3 fb =
Fb = 5(phi) (f'c'.5) =
Beam fv =
Punching fv =
Base Plate Bending
15 psi Fv =
23 psi Fv =
5.34 in
165 # -in
3000 psi
28 psi
178 psi
93 psi
186 psi
Use 0.375 " thick
1 = 1.5 in w = 196 psi
fb = 9395 psi Fb = 37500 psi
OK !!
OK !!
OK !!
OK !!
Calculations for :
PROFESSIONAL PLASTICS
TU KW I LLA, WA
06/16/2011
Loading: 2000 # load levels
6 pallet levels @ 6,61,81,108,144,186
Seismic per IBC 2009 100% Utilization
Sds = 0.927 Sdl = 0.480
I = 1.00
106 " Load Beams
Uprights: 36 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.500x 0.075 Braces
8.00x 8.00x 0.375 Base Plates
with 4- 0.500in x 3.25in Embed Anchor /Column
6.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer WA# 21008
In Upright Plane
Seismic Load Distribution
per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1 *.67
60 # per level frame weight
Columns @ 36 "
,Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
186 2060 383 562 105
144 2060 297 435 63
108 2060 222 327 35 KLx = 6 in
81 2060 167 245 20 KLy = 43 in
61 2060 126 184 11 A = 0.595 in
6 1060 6 9 0 Pcap = 21190 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
11360 1201 1763 234 Column
61% Stress
Max column load = 12173 #
Min column load = -3424 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
-4670 # MIN
12905 # MAX
-4670 #
Anchors: 1
T = 4670 #
4 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 4957 # 94% Stressed
V =
Braces:
882 # per leg Vcap = 5322 # =
COMBINED =
Brace height = 43 "
Brace width = 36 "
Length = 56 "
P = 2747 #
Use :
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 115
Pcap = 4838 #
57%
OK
5i/
17% Stressed
96% Stressed
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC
Weight
I =
Sds = 0.927
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1
60 # per level frame weight
Columns @ 36 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
186 2060 383 515 96
144 60 9 12 2
108 60 6 9 1 KLx = 6 in
81 60 5 7 1 KLy = 43 in
61 60 4 5 0 A = 0.595 in
6 60 0 0 0 Pcap = 21190 lbs
2360 407 547 99 Column
19% Stress
Max column load = 3934 #
Min column load = -1727 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
-2064 # MIN
3952 # MAX
-2064 #
Anchors: 1
T = 2064 #
4 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 4957 # 42% Stressed
V =
Braces:
273 # per leg Vcap = 5322 #
COMBINED=
Brace height =
Brace width =
Length =
P =
Use :
43 "
36 "
56 "
852 #
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 115
Pcap = 4838 #
18%
OK
s5
5% Stressed
24% Stressed
PAGE 1
MS�U STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:59:37
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 6 Levels
Type Plane Frame
Number of Joints 26
Number of Supports 14
' Number of Members 30
Number of Loadings 1
Joint Coordinates
1 0.0 6.0 S 6
2 0.0 61.0 S 5
3 0.0 81.0 S
4 0.0 108.0 S 4
5 0.0 144.0 S 3
6 0.0 186.0 S
7 54.5 0.0 S 2
8 54.5 6.0
9 54.5 61.0 1
10 54.5 81.0
11 54.5 108.0
12 54.5 144.0
13 54.5 186.0
14 163.5 0.0 S
15 163.5 6.0
16 163.5 61.0
17 163.5 81.0
18 163.5 108.0
19 163.5 144.0
20 163.5 186.0
21 218.0 6.0 S
22 218.0 61.0 S
23 218.0 81.0 S
24 218.0 108.0 S
25 218.0 144.0 S
26 218.0 186.0 S
Joint Releases
7 Moment Z
14 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
4 Force X Moment Z
5 Force X Moment Z
6 Force X Moment Z
21 Force X Moment Z
22 Force X Moment Z
23 Force X Moment Z
24 Force X Moment Z
25 Force X Moment Z
26 Force X Moment Z
13
20
12
19
11
18
10
17
9
16
8
15
14
56
26
25
24
23
22
21
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:59:37
Member Incidences
1 1 8
2 2 9
3 3 10
4 4 11
5 5 12
6 6 13
7 7 8
8 8 9
9 9 10
10 10 11
11 11 12
12 12 13
13 14 15
14 15 16
15 16 17
16 17 18
17 18 19
18 19 20
19 8 15
20 9 16
21 10 17
22 11 18
23 12 19
24 13 20
25 15 21
26 16 22
27 17 23
28 18 24
29 19 25
30 20 26
Member Properties
1 Thru 6 Prismatic Ax 1.263 Ay 0.884 Iz 5.410
7 Thru 18 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
19 Thru 30 Prismatic Ax 1.263 Ay 0.884 Iz 5.410
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
8 Force Y -0.53
9 Force Y -1.03
10 Force Y -1.03
11 Force Y -1.03
12 Force Y -1.03
13 Force Y -1.03
15 Force Y -0.53
16 Force Y -1.03
17 Force Y -1.03
18 Force Y -1.03
19 Force Y -1.03
20 Force Y -1.03
7
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:59:37
8 Force X 0.006
9 Force X 0.051
10 Force X 0.068
11 Force X 0.091
12 Force X 0.121
13 Force X 0.155
15 Force X 0.006
16 Force X 0.051
17 Force X 0.068
18 Force X 0.091
19 Force X 0.121
20 Force X 0.155
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
1060 0.0078 0 12 0.1 6 12
2060 0.2983 183 102 30.4 51 102
2060 0.3266 220 136 44.4 68 136
2060 0.3655 275 182 66.5 91 182
2060 0.4237 370 242 102.5 121 242
2060 0.4725 460 310 146.5 155 310
11360 1508 984 390.5
g = 32.2 ft /sec2 T = 0.6282 sec
I = 1.00 Cs = 0.1274 or
Sdl = 0.480 Cs min = 0.092666 or 1.5%
R = 6 Cs = 0.1274
V = (Cs *I) *W *.67
V = 0.1274 W *.67
= 984 #
0.1544
984
100%
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:59:37
Structure Storage Rack in Load Beam Plane 6 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.146 0.00
1 8 0.000 0.146 -7.93
2 2 0.000 -0.127 0.00
2 9 0.000 0.127 -6.93
3 3 0.000 -0.050 0.00
3 10 0.000 0.050 -2.70
4 4 0.000 -0.044 0.00
4 11 0.000 0.044 -2.38
5 5 0.000 -0.023 0.00
5 12 0.000 0.023 -1.26
6 6 0.000 0.009 0.00
6 13 0.000 -0.009 0.52
7 7 5.466 0.482 0.00
7 8 -5.466 -0.482 2.89
8 8 4.940 0.478 13.23
8 9 -4.940 -0.478 13.04
9 9 3.940 0.342 2.82
9 10 -3.940 -0.342 4.03
10 10 2.951 0.295 4.04
10 11 -2.951 -0.295 3.93
11 11 1.968 0.221 3.93
11 12 -1.968 -0.221 4.03
12 12 0.989 0.100 1.98
12 13 -0.989 -0.100 2.21
13 14 5.466 0.502 0.00
13 15 -5.466 -0.502 3.01
14 15 4.940 0.494 13.55
14 16 -4.940 -0.494 13.64
15 16 3.940 0.528 4.65
15 17 -3.940 -0.528 5.90
16 17 2.951 0.439 5.86
16 18 -2.951 -0.439 5.98
17 18 1.968 0.331 5.84
17 19 -1.968 -0.331 6.08
18 19 0.989 0.210 4.15
18 20 -0.989 -0.210 4.68
19 8 0.001 -0.150 -8.19
19 15 -0.001 0.150 -8.15
20 9 -0.084 -0.157 -8.93
20 16 0.084 0.157 -8.15
21 10 0.021 -0.091 -5.37
21 17 -0.021 0.091 -4.55
PAGE 5
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:59:37
22 11 0.017 -0.090
22 18 -0.017 0.090
23 12 0.000 -0.074
23 19 0.000 0.074
24 13 0.055 -0.032
24 20 -0.055 0.032
25 15 0.000 -0.154
25 21 0.000 0.154
26 16 0.000 -0.186
26 22 0.000 0.186
27 17 0.000 -0.132
27 23 0.000 0.132
28 18 0.000 -0.137
28 24 0.000 0.137
29 19 0.000 -0.126
29 25 0.000 0.126
30 20 0.000 -0.073
30 26 0.000 0.073
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
8 0.006 -0.530 0.00
9 0.051 -1.030 0.00
10 0.068 -1.030 0.00
11 0.091 -1.030 0.00
12 0.121 -1.030 0.00
13 0.155 -1.030 0.00
15 0.006 -0.530 0.00
16 0.051 -1.030 0.00
17 0.068 -1.030 0.00
18 0.091 -1.030 0.00
19 0.121 -1.030 0.00
20 0.155 -1.030 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.146 0.00
2 0.000 -0.127 0.00
3 0.000 -0.050 0.00
4 0.000 -0.044 0.00
5 0.000 -0.023 0.00
6 0.000 0.009 0.00
7 -0.482 5.466 0.00
14 -0.502 5.466 0.00
21 0.000 0.154 0.00
22 0.000 0.186 0.00
23 0.000 0.132 0.00
24 0.000 0.137 0.00
25 0.000 0.126 0.00
- 5.48
- 4.36
- 4.74
- 3.37
- 2.73
- 0.72
- 8.41
0.00 A'
-10.10 -" , Ai
0.0-0 2 ,L, , ts`
- 7.2 �"
0.00
- 7.46
0.00
- 6.85
0.00
-3.96
0.00
PAGE 6
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:59:37
26 0.000 0.073 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
8 0.0078 - 0.0019 - 0.0010
9 0.2983 - 0.0176 - 0.0011
10 0.3266 - 0.0222 - 0.0007
11 0.3655 - 0.0268 - 0.0008
12 0.4237 - 0.0309 - 0.0007
13 0.4725 - 0.0333 - 0.0006
15 0.0078 - 0.0019 - 0.0010
16 0.2985 - 0.0176 - 0.0009
17 0.3265 - 0.0222 - 0.0004
18 0.3655 - 0.0268 - 0.0004
19 0.4237 - 0.0309 - 0.0002
20 0.4723 - 0.0333 0.0001
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.0078 0.0000 0.0004
2 0.2983 0.0000 0.0001
3 0.3266 0.0000 - 0.0003
4 0.3655 0.0000 - 0.0004
5 0.4237 0.0000 - 0.0005
6 0.4725 0.0000 - 0.0006
7 0.0000 0.0000 - 0.0013
14 0.0000 0.0000 - 0.0013
21 0.0078 0.0000 0.0005
22 0.2985 0.0000 0.0009
23 0.3265 0.0000 0.0008
24 0.3655 0.0000 0.0009
25 0.4237 0.0000 0.0010
26 0.4723 0.0000 0.0008
Beam - Column Check
C 3.000x 3.000x 0.075
A = 0.595 in2
Sx = 0.676 in3
Rx = 1.305 in
kx = 1.00
Stress Factor 1.333
Fy =
Ry =
ky =
55 ksi
1.117 in
1.00
t
Point P M Lx Ly Pcap Mcap Ratio
15 5.7 3.0 6.0 43.0 21.19 29.73 37%
16 4.7 13.6 55.0 43.0 20.87 29.73 68%
17 3.7 5.9 20.0 43.0 21.19 29.73 37%
18 2.7 6.0 27.0 43.0 21.19 29.73 33%
19 1.7 6.1 36.0 43.0 21.19 29.73 28%
20 0.7 4.7 42.0 43.0 21.19 29.73 19%
Load Beam Check
6.00x 2.750x 0.075
A = 1.263 in2
Sx = 1.742 in3
Length = 106 inches
Fy =
E =
Ix =
55 ksi
29,500 E3 ksi
5.410 in4
Pallet Load 2000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 13.25 k -in
fb = 7.61 ksi Fb = 33 ksi
Mcap = 57.48 k -in
76.64 k -in with 1/3 increase
Defl = 0.10 in = L/ 1091
23%
w/ 25% added to one pallet load
M = .232 PL = 12.30 k -in 21%
Base Plate Design
Column Load
Allowable Soil
Assume Footing
Soil Pressure
9.7 kips
1500 psf basic
30.5 in square on side
1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1'2/3
Use 8 "square base plate
w =
Load factor =
Shear :
10.4 psi
1.67
1 =
M =
6 in thick slab f'c =
s = 6.00 in3 fb =
Fb = 5(phi)(f'c ".5) =
Beam fv =
Punching fv =
Base Plate Bending
1 =
fb =
24 psi Fv =
38 psi Fv =
8.24 in
394 # -in
3000 psi
66 psi
178 psi
93 psi
186 psi
Use 0.375 " thick
2.5 in w = 151 psi
20122 psi Fb = 37500 psi
OK !!
OK !!
OK !!
OK !!
Calculations for :
PROFESSIONAL PLASTICS
TUKWILLA, WA
06/16/2011
Loading: 2000 # load levels
6 pallet levels @ 28,56,84,108,140,186
Seismic per IBC 2009 100% Utilization
Sds = 0.927 Sdl = 0.480
I = 1.00
120 " Load Beams
Uprights: 36 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.500x 0.075 Braces
8.00x 8.00x 0.375 Base Plates
with 4- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer WA# 21008
In Upright Plane
Seismic Load Distribution
per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1 *.67
60 # per level frame weight
Columns @ 36 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
186 2060 383 557 104
140 2060 288 420 59
108 2060 222 324 35 KLx = 28 in
84 2060 173 252 21 KLy = 43 in
56 2060 115 168 9 A = 0.595 in
28 1060 30 43 1 Pcap = 21190 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
11360 1212 1763 229 Column
60% Stress
Max column load = 12044 #
Min column load = -3295 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
-4542 # MIN
12776 # MAX
-4542 #
Anchors: 1
T = 4542 #
4 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 4957 # 92% Stressed
V = 882 # per leg Vcap = 5322 # =
COMBINED =
Braces:
Brace height = 43 "
Brace width = 36 "
Length = 56 "
P = 2747 #
Use :
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 115
Pcap = 4838 #
OK
57%
17% Stressed
91% Stressed
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1
60 # per level frame weight
Columns @ 36 "
Levels Load WiHi Fi FiHi Column:
'(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
186 2060 383 513 95
140 60 8 11 2
108 60 6 9 1 KLx = 28 in
84 60 5 7 1 KLy = 43 in
56 60 3 5 0 A = 0.595 in
28 60 2 2 0 Pcap = 21190 lbs
2360
408 547 99 Column
19% Stress
Max column load = 3926 #
Min column load = -1719 # Uplift
Overturning
'Anchors:
V =
Braces:
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
T = 2057 #
4 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
4957 # 41% Stressed
Tcap =
- 2057 # MIN
3945 # MAX
- 2057 #
273 # per leg Vcap = 5322 # =
COMBINED =
Brace height =
Brace width =
Length =
P =
Use :
43 "
36 "
56 "
852 #
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 115
Pcap = 4838 #
OK
18%
(06
1
5% Stressed
24% Stressed
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 10:09:11
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 6 Levels
Type Plane Frame
Number of Joints 26
Number of Supports 14
Number of Members 30
Number of Loadings 1
Joint Coordinates
1 0.0 28.0 S
2 0.0 56.0 S
3 0.0 84.0 S
4 0.0 108.0 S
5 0.0 140.0 S
6 0.0 186.0 S
7 61.5 0.0 S
8 61.5 28.0
9 61.5 56.0
10 61.5 84.0
11 61.5 108.0
12 61.5 140.0
13 61.5 186.0
14 184.5 0.0 S
15 184.5 28.0
16 184.5 56.0
17 184.5 84.0
18 184.5 108.0
19 184.5 140.0
20 184.5 186.0
21 246.0 28.0 S
22 246.0 56.0 S
23 246.0 84.0 S
24 246.0 108.0 S
25 246.0 140.0 S
26 246.0 186.0 S
Joint Releases
7 Moment Z
14 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
4 Force X Moment Z
5 Force X Moment Z
6 Force X Moment Z
21 Force X Moment Z
22 Force X Moment Z
23 Force X Moment Z
24 Force X Moment Z
25 Force X Moment Z
26 Force X Moment Z
6
5
4
3
2
13
20
12
19
11
18
10
17
9
16
8
7
15
1A
26
25
24
23
22
21
PAGE 2
MSV STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 10:09:11
Member Incidences
1 1 8
2 2 9
3 3 10
4 4 11
5 5 12
6 6 13
7 7 8
8 8 9
9 9 10
10 10 11
11 11 12
12 12 13
13 14 15
14 15 16
15 16 17
16 17 18
17 18 19
18 19 20
19 8 15
20 9 16
21 10 17
22 11 18
23 12 19
24 13 20
25 15 21
26 16 22
27 17 23
28 18 24
29 19 25
30 20 26
Member Properties
1 Thru 6 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
+ 7 Thru 18 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
19 Thru 30 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
8 Force Y -0.53
9 Force Y -1.03
10 Force Y -1.03
11 Force Y -1.03
12 Force Y -1.03
• 13 Force Y -1.03
15 Force Y -0.53
16 Force Y -1.03
17 Force Y -1.03
18 Force Y -1.03
19 Force Y -1.03
20 Force Y -1.03
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 10:09:11
8 Force X 0.011
9 Force X 0.040
10 Force X 0.060
11 Force X 0.078
12 Force X 0.100
13 Force X 0.133
15 Force X 0.011
16 Force X 0.040
17 Force X 0.060
18 Force X 0.078
19 Force X 0.100
20 Force X 0.133
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
1060 0.1936 40 22 4.3 11 22
2060 0.2946 179 80 23.6 40 80
2060 0.3734 287 120 44.8 60 120
2060 0.4245 371 156 66.2 78 156
2060 0.4899 494 200 98.0 100 200
2060 0.5707 671 266 151.8 133 266
11360 2042 844 388.6
g = 32.2 ft /sec2 T = 0.7327 sec
I = 1.00 Cs = 0.1092 or
Sdl = 0.480 Cs min = 0.092666 or 1.5%
R = 6 Cs = 0.1092
V = (Cs *I) *W *.67
V = 0.1092 W *.67
= 843 #
0.1544
843
100%
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 10:09:11
Structure Storage Rack in Load Beam Plane 6 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.130 0.00
1 8 0.000 0.130 -7.97
2 2 0.000 -0.083 0.00
2 9 0.000 0.083 -5.11
3 3 0.000 -0.060 0.00
3 10 0.000 0.060 -3.66
4 4 0.000 -0.045 0.00
4 11 0.000 0.045 -2.79
5 5 0.000 -0.035 0.00
5 12 0.000 0.035 -2.17
6 6 0.000 -0.013 0.00
6 13 0.000 0.013 -0.81
7 7 5.601 0.419 0.00
7 8 -5.601 -0.419 11.72
8 8 5.076 0.395 4.56
8 9 -5.076 -0.395 6.49
9 9 4.056 0.347 4.40
9 10 -4.056 -0.347 5.30
10 10 3.040 0.272 2.96
10 11 -3.040 -0.272 3.57
11 11 2.027 0.203 3.10
11 12 -2.027 -0.203 3.40
12 12 1.015 0.106 2.16
12 13 -1.015 -0.106 2.74
13 14 5.601 0.425 0.00
13 15 -5.601 -0.425 11.91
14 15 5.076 0.427 4.97
14 16 -5.076 -0.427 6.99
15 16 4.056 0.395 5.05
15 17 -4.056 -0.395 6.02
16 17 3.040 0.350 3.85
16 18 -3.040 -0.350 4.54
17 18 2.027 0.263 4.01
17 19 -2.027 -0.263 4.40
18 19 1.015 0.160 3.22
18 20 -1.015 -0.160 4.12
19 8 -0.013 -0.135 -8.32
19 15 0.013 0.135 -8.26
20 9 -0.008 -0.093 -5.78
20 16 0.008 0.093 -5.69
21 10 -0.014 -0.074 -4.59
21 17 0.014 0.074 -4.47
-10
PAGE 5
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 10:09:11
22 11 0.009 -0.062
22 18 -0.009 0.062
23 12 0.003 -0.054
23 19 -0.003 0.054
24 13 0.027 -0.028
24 20 -0.027 0.028
25 15 0.000 -0.140
25 21 0.000 0.140
26 16 0.000 -0.103
26 22 0.000 0.103
27 17 0.000 -0.088
27 23 0.000 0.088
28 18 0.000 -0.078
28 24 0.000 0.078
29 19 0.000 -0.072
29 25 0.000 0.072
30 20 0.000 -0.043
30 26 0.000 0.043
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
8 0.011 -0.530 0.00
9 0.040 -1.030 0.00
10 0.060 -1.030 0.00
11 0.078 -1.030 0.00
12 0.100 -1.030 0.00
13 0.133 -1.030 0.00
15 0.011 -0.530 0.00
16 0.040 -1.030 0.00
17 0.060 -1.030 0.00
18 0.078 -1.030 0.00
19 0.100 -1.030 0.00
20 0.133 -1.030 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.130 0.00
2 0.000 -0.083 0.00
3 0.000 -0.060 0.00
4 0.000 -0.045 0.00
5 0.000 -0.035 0.00
6 0.000 -0.013 0.00
7 -0.419 5.601 0.00
14 -0.425 5.601 0.00
21 0.000 0.140 0.00
22 0.000 0.103 0.00
23 0.000 0.088 0.00
24 0.000 0.078 0.00
25 0.000 0.072 0.00
7
- 3.88
-3.73
- 3.39
-3.20
-1.93
-1.50
0-00
-6.36
0.00
- 5.40
0.00
- 4.82
0.00
-4.42
0.00
- 2.62
0.00
vYf A- 2° , (&,c),c./.
PAGE 6
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 10:09:11
26 0.000 0.043 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
8 0.1936 - 0.0091 - 0.0031
9 0.2946 - 0.0173 - 0.0022
10 0.3734 - 0.0239 - 0.0017
11 0.4245 - 0.0281 - 0.0015
12 0.4899 - 0.0319 - 0.0013
13 0.5707 - 0.0346 - 0.0009
15 0.1937 - 0.0091 - 0.0030
16 0.2946 - 0.0173 - 0.0021
17 0.3734 - 0.0239 - 0.0016
18 0.4244 - 0.0281 - 0.0013
19 0.4899 - 0.0319 - 0.0011
20 0.5706 - 0.0346 - 0.0004
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.1936 0.0000 0.0013
2 0.2946 0.0000 0.0006
3 0.3734 0.0000 0.0003
4 0.4245 0.0000 0.0000
5 0.4899 0.0000 - 0.0001
6 0.5707 0.0000 - 0.0004
7 0.0000 0.0000 - 0.0087
14 0.0000 0.0000 - 0.0087
21 0.1937 0.0000 0.0017
22 0.2946 0.0000 0.0014
23 0.3734 0.0000 0.0014
24 0.4244 0.0000 0.0013
25 0.4899 0.0000 0.0013
26 0.5706 0.0000 0.0010
Beam - Column Check
C 3.000x 3.000x 0.075
A = 0.595 in2
Sx = 0.676 in3
Rx = 1.305 in
kx = 1.00
Stress Factor 1.333
Fy = 55 ksi
Ry =
ky =
1.117 in
1.00
Point P M Lx Ly Pcap Mcap Ratio
15 5.7 11.9 28.0 43.0 21.19 29.73 67%
16 4.7 7.0 28.0 43.0 21.19 29.73 46%
17 3.7 6.0 28.0 43.0 21.19 29.73 38%
18 2.7 4.5 24.0 43.0 21.19 29.73 28%
19 1.7 4.4 32.0 43.0 21.19 29.73 23%
20 0.7 4.1 46.0 43.0 21.19 29.73 17%
Load Beam Check
4.00x 2.750x 0.075
A = 0.963 in2
Sx = 0.908 in3
Length = 120 inches
Fy =
E =
Ix =
55 ksi
29,500 E3 ksi
1.934 in4
Pallet Load 2000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 15.00 k -in
fb = 16.52 ksi Fb = 33 ksi
Mcap = 29.97 k -in
39.96 k -in with 1/3 increase
Defl = 0.39 in = L/ 304
50%
w/ 25% added to one pallet load
M = .232 PL = 13.92 k -in 46%
Base Plate Design
Column Load
Allowable Soil
Assume Footing
Soil Pressure
9.6 kips
1500 psf basic
30.3 in square on side
1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1'2/3
Use 8 "square base plate
w = 10.4 psi
Load factor = 1.67
Shear :
1 =
M =
6 in thick slab f'c =
s = 6.00 in3 fb =
Fb = 5(phi)(f'c".5) =
Beam fv =
Punching fv =
Base Plate Bending
1 =
fb =
24 psi Fv =
37 psi Fv =
8.16 in
387 # -in
3000 psi
64 psi
178 psi
93 psi
186 psi
Use 0.375 " thick
2.5 in w = 150 psi
19963 psi Fb = 37500 psi
OK !!
OK !!
OK !!
OK !!
Calculations for :
PROFESSIONAL PLASTICS
TU KW I LLA, WA
06/16/2011
Loading: 1000 # load levels
8 pallet levels @ 6,24,42,60,78,96,114,144
Seismic per IBC 2009 100% Utilization
Sds = 0.927 Sdl = 0.480
I = 1.00
108 " Load Beams
Uprights: 42 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.500x 0.075 Braces
5.00x 8.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer WA# 21008
In Upright Plane
Seismic Load Distribution
' per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1 *.67
60 # per level frame weight
Columns Q 42 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
144 1060 153 336 48
114 1060 121 266 30
96 1060 102 224 22
78 1060 83 182 14
60 1060 64 140 8 KLx = 6 in
42 1060 45 98 4 KLy = 41 in
24 1060 25 56 1 A = 0.595 in
6 1060 6 14 0 Pcap = 21334 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
8480 598 1316 128 Column
37% Stress
Max column load = 7297 #
Min column load = -766 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
-1688 # MIN
7842 # MAX
-1688 #
Anchors: 1
T = 1688 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 3068 # 55% Stressed
V =
'Braces:
658 # per leg Vcap = 5322 # =
COMBINED =
Brace height = 41 "
Brace width = 42 "
Length = 59 "
P = 1839 #
Use :
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 121
Pcap = 4417 #
""7
42%
OK
12% Stressed
40% Stressed
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC
Weight
I =
Sds = 0.927
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1
60 # per level frame weight
Columns @ 42 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
144 1060 153 291 42
78 60 5 9 1
60 60 4 7 0 KLx = 6 in
42 60 3 5 0 KLy = 41 in
24 60 1 3 0 A = 0.595 in
6 60 0 1 0 Pcap = 21334 lbs
- - -- - - -- - - -- ====
1360 - - -- - - -- - - --
1360 165 315 43 Column
8% Stress
Max column load = 1711 #
Min column load = -439 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
-641 # MIN
1729 # MAX
-641 #
Anchors: 1
T = 641 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 3068 # 21% Stressed
V =
Braces:
158 # per leg Vcap = 5322 # =
COMBINED =
Brace height =
Brace width =
Length =
P =
Use :
41 "
42 "
59 "
440 #
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 121
Pcap = 4417 #
10%
7 7
OK
3% Stressed
8% Stressed
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:19:08
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 8 Levels
Type Plane Frame
Number of Joints 34
Number of Supports 18
Number of Members 40
Number of Loadings 1
Joint Coordinates 8
1 0.0 6.0 S
2 0.0 24.0 S
3 0.0 42.0 S
4 0.0 60.0 S
5 0.0 78.0 S
6 0.0 96.0 S
7 0.0 114.0 S
8 0.0 144.0 S
9 55.5 0.0 S
10 55.5 6.0
11 55.5 24.0
12 55.5 42.0
13 55.5 60.0
14 55.5 78.0
15 55.5 96.0
16 55.5 114.0
17 55.5 144.0
18 166.5 0.0 S
19 166.5 6.0
20 166.5 24.0
21 166.5 42.0
22 166.5 60.0
23 166.5 78.0
24 166.5 96.0
25 166.5 114.0
26 166.5 144.0
27 222.0 6.0 S
28 222.0 24.0 S
29 222.0 42.0 S
30 222.0 60.0 S
31 222.0 78.0 S
32 222.0 96.0 S
33 222..0 114.0,S
34 222.0 144.0 S
Joint Releases
9 Moment Z
18 Moment Z
1 Force X
2 Force X
3 Force X
4 Force X
7
6
5
4
3
2
1
17
26
16
25
15
24
14
23
13
22
12
21
11
20
10
0
19
8
1
34
33
32
31
30
29
28
27
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:19:08
5 Force X
6 Force X
7 Force X
8 Force X
27 Force X
28 Force X
29 Force X
30 Force X
31 Force X
32 Force X
33 Force X
34 Force X
1 Moment Z
2 Moment Z
3 Moment Z
4 Moment Z
5 Moment Z
6 Moment Z
7 Moment Z
8 Moment Z
27 Moment Z
28 Moment Z
29 Moment Z
30 Moment Z
31 Moment Z
32 Moment Z
33 Moment Z
34 Moment Z
Member Incidences
1 1 10
2 2 11
3 3 12
4 4 13
5 5 14
6 6 15
7 7 16
8 8 17
9 9 10
10 10 11
11 11 12
12 12 13
13 13 14
14 14 15
15 15 16
16 16 17
17 18 19
18 19 20
19 20 21
20 21 22
21 22 23
22 23 24
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:19:08
23 24 25
24 25 26
25 10 19
26 19 27
27 11 20
28 20 28
29 12 21
30 21 29
31 13 22
32 22 30
33 14 23
34 23 31
35 15 24
36 24 32
37 16 25
38 25 33
39 17 26
40 26 34
Member Properties
1 Thru 8 Prismatic Ax 1.040 Ay 0.520 Iz 1.787
9 Thru 24 Prismatic Ax 0.748 Ay 0.249 Iz 1.193
25 Thru 40 Prismatic Ax 1.040 Ay 0.520 Iz 1.787
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
10 Force Y -0.53
11 Force Y -0.53
12 Force Y -0.53
13 Force Y -0.53
14 Force Y -0.53
15 Force Y -0.53
16 Force Y -0.53
17 Force Y -0.53
19 Force Y -0.53
20 Force Y -0.53
21 Force Y -0.53
22 Force Y -0.53
23 Force Y -0.53
24 Force Y -0.53
25 Force Y -0.53
26 Force Y -0.53
10 Force X 0.006
11 Force X 0.019
12 Force X 0.033
13 Force X 0.041
14 Force X 0.062
15 Force X 0.076
16 Force X 0.089
17 Force X 0.114
19 Force X 0.006
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:19:08
20 Force X 0.019
21 Force X 0.033
22 Force X 0.041
23 Force X 0.062
24 Force X 0.076
25 Force X 0.089
26 Force X 0.114
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
1060 0.0091 0 12 0.1 6 12
1060 0.0406 2 38 1.5 19 38
1060 0.0722 6 66 4.8 33 66
1060 0.1017 11 92 9.4 46 92
1060 0.1279 17 124 15.9 62 124
1060 0.1495 24 152 22.7 76 152
1060 0.1665 29 178 29.6 89 178
1060 0.1901 38 228 43.3 114 228
8480 127 890 127.3
g = 32.2 ft /sec2 T = 0.3193 sec
I = 1.00 Cs = 0.2506 or
Sdl = 0.480 Cs min = 0.092666 or 1.596
R = 6 Cs = 0.1544
V = (Cs *I) *W *.67
V = 0.1544 W *.67
= 891 #
0.1544
891
100%
PAGE 5
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:19:08
Structure Storage Rack in Load Beam Plane 8 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE
1 1 0.000 -0.060
1 10 0.000 0.060
2 2 0.000 -0.063
2 11 0.000 0.063
3 3 0.000 -0.058
3 12 0.000 0.058
4 4 0.000 -0.051
4 13 0.000 0.051
5 5 0.000 -0.041
5 14 0.000 0.041
6 6 0.000 -0.030
6 15 0.000 0.030
7 7 0.000 -0.022
7 16 0.000 0.022
8 8 0.000 -0.010
8 17 0.000 0.010
9 9 4.188 0.437
9 10 -4.188 -0.437
10 10 3.659 0.428
10 11 -3.659 -0.428
11 11 3.132 0.403
11 12 -3.132 -0.403
12 12 2.607 0.364
12 13 -2.607 -0.364
13 13 2.084 0.319
13 14 -2.084 -0.319
14 14 1.562 0.253
14 15 -1.562 -0.253
15 15 1.042 0.175
15 16 -1.042 -0.175
16 16 0.522 0.092
16 17 -0.522 -0.092
17 18 4.188 0.443
17 19 -4.188 -0.443
18 19 3.659 0.440
18 20 -3.659 -0.440
19 20 3.132 0.427
19 21 -3.132 -0.427
20 21 2.607 0.400
20 22 -2.607 -0.400
21 22 2.084 0.363
21 23 -2.084 -0.363
MOMENT
0.00
-3.32
0.00
- 3.49
0.00
- 3.23
0.00
- 2.82
0.00
- 2.30
0.00
- 1.69
0.00
- 1.21
0.00
- 0.55
0.00
2.62
4.08
3.63
3.54
3.71
3.07
3.49
2.56
3.17
1.91
2.65
1.28
1.88
1.12
1.64
0.00
2.66
4.14
3.77
3.74
3.96
3.37
3.83
2.95
3.59
PAGE 6
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:19:08
22 23 1.562 0.305
22 24 -1.562 -0.305
23 24 1.042 0.231
23 25 -1.042 -0.231
24 25 0.522 0.136
24 26 -0.522 -0.136
25 10 -0.003 -0.061
25 19 0.003 0.061
26 19 0.000 -0.062
26 27 0.000 0.062
27 11 -0.007 -0.066
27 20 0.007 0.066
28 20 0.000 -0.069
28 28 0.000 0.069
29 12 -0.005 -0.064
29 21 0.005 0.064
30 21 0.000 -0.069
30 29 0.000 0.069
31 13 -0.004 -0.058
31 22 0.004 0.058
32 22 0.000 -0.065
32 30 0.000 0.065
33 14 -0.004 -0.050
33 23 0.004 0.050
34 23 0.000 -0.058
34 31 0.000 0.058
35 15 -0.002 -0.040
35 24 0.002 0.040
36 24 0.000 -0.049
36 32 0.000 0.049
37 16 0.006 -0.032
37 25 -0.006 0.032
38 25 0.000 -0.042
38 33 0.000 0.042
39 17 0.022 -0.018
39 26 -0.022 0.018
40 26 0.000 -0.026
40 34 0.000 0.026
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
10 0.006 -0.530 0.00
11 0.019 -0.530 0.00
12 0.033 -0.530 0.00
13 0.041 -0.530 0.00
14 0.062 -0.530 0.00
15 0.076 -0.530 0.00
16 0.089 -0.530 0.00
17 0.114 -0.530 0.00
19 0.006 -0.530 0.00
20 0.019 -0.530 0.00
21 0.033 -0.530 0.00
2.36
3.13
1.77
2.38
1.67
2.41
- 3.38
- 3.37
- 3.43
0.00
- 3.68
- 3.66
- 3.85
0.00
- 3.54
- 3.51
0.00
-3.23
- 3.19
- 3.59
0.00
- 2.78
-2.73
- 3.22
0.00
-2.24
- 2.18
- 2.72
0.00
- 1.79
- 1.73
-2.32
0.00
- 1.09
- 0.94
- 1.47
0.00
t
PAGE 7
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:19:08
22 0.041 -0.530 0.00
23 0.062 -0.530 0.00
24 0.076 -0.530 0.00
25 0.089 -0.530 0.00
26 0.114 -0.530 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.060 0.00
2 0.000 -0.063 0.00
3 0.000 -0.058 0.00
4 0.000 -0.051 0.00
5 0.000 -0.041 0.00
6 0.000 -0.030 0.00
7 0.000 -0.022 0.00
8 0.000 -0.010 0.00
9 -0.437 4.188 0.00
18 -0.443 4.188 0.00
27 0.000 0.062 0.00
28 0.000 0.069 0.00
29 0.000 0.069 0.00
30 0.000 0.065 0.00
31 0.000 0.058 0.00
32 0.000 0.049 0.00
33 0.000 0.042 0.00
34 0.000 0.026 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
10 0.0091 - 0.0012 - 0.0012
11 0.0406 - 0.0042 - 0.0013
12 0.0722 - 0.0068 - 0.0013
13 0.1017 - 0.0090 - 0.0012
14 0.1279 - 0.0107 - 0.0010
15 0.1495 - 0.0120 - 0.0008
16 0.1665 - 0.0128 - 0.0007
17 0.1901 - 0.0136 - 0.0004
19 0.0091 - 0.0012 - 0.0012
20 0.0406 - 0.0042 - 0.0013
21 0.0723 - 0.0068 - 0.0013
22 0.1017 - 0.0090 - 0.0011
23 0.1279 - 0.0107 - 0.0010
24 0.1496 - 0.0120 - 0.0008
25 0.1665 - 0.0128 - 0.0006
26 0.1900 - 0.0136 - 0.0003
PAGE 8
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:19:08
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.0091 0.0000 0.0006
2 0.0406 0.0000 0.0005
3 0.0722 0.0000 0.0004
4 0.1017 0.0000 0.0003
5 0.1279 0.0000 0.0002
6 0.1495 0.0000 0.0001
7 0.1665 0.0000 0.0000
8 0.1901 0.0000 - 0.0001
9 0.0000 0.0000 - 0.0014
18 0.0000 0.0000 - 0.0014
27 0.0091 0.0000 0.0006
28 0.0406 0.0000 0.0008
29 0.0723 0.0000 0.0008
30 0.1017 0.0000 0.0008
31 0.1279 0.0000 0.0008
32 0.1496 0.0000 0.0007
33 0.1665 0.0000 0.0006
34 0.1900 0.0000 0.0005
Beam - Column Check
C 3.000x 3.000x 0.075
A = 0.595 in2
Sx = 0.676 in3
Rx = 1.305 in
kx = 1.00
Stress Factor 1.333
Fy = 55 ksi
Ry =
ky =
1.117 in
1.00
Point P M Lx Ly Pcap Mcap Ratio
19 4.2 2.7 6.0 41.0 21.33 29.73 29%
20 3.7 4.1 18.0 41.0 21.33 29.73 31%
21 3.2 4.0 18.0 41.0 21.33 29.73 29 %-
22 2.7 3.8 18.0 41.0 21.33 29.73 26%
23 2.2 3.6 18.0 41.0 21.33 29.73 23%
24 1.7 3.1 66.0 41.0 20.03 29.73 19%
Load Beam Check
4.00x 2.750x 0.075
A = 0.963 in2
Sx = 0.908 in3
Length = 108 inches
Fy =
E =
Ix =
55 ksi
29,500 E3 ksi
1.934 in4
Pallet Load 1000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 6.75 k -in
fb = 7.43 ksi Fb = 33 ksi
Mcap = 29.97 k -in
39.96 k -in with 1/3 increase
Defl = 0.14 in = L/ 751
w/ 25% added to one pallet load
M = .232 PL = 6.26 k -in
23%
21%
Base Plate Design
Column Load
Allowable Soil
Assume Footing
Soil Pressure
5.9 kips
1500 psf basic
23.8 in square on side
1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1A2 /3
Use 5 "square base plate
w = 10.4 psi
Load factor = 1.67
Shear :
1 =
M=
6 in thick slab f'c =
s = 6.00 in3 fb =
Fb = 5(phi)(f'c".5) =
Beam fv =
Punching fv =
Base Plate Bending
1 =
fb =
18 psi Fv =
29 psi Fv =
6.38 in
236 # -in
3000 psi
39 psi
178 psi
93 psi
186 psi
Use 0.375 " thick
1.5 in w = 235 psi
11292 psi Fb = 37500 psi
OK !!
OK !!
OK !!
OK !!
Calculations for :
PROFESSIONAL PLASTICS
TUKWILLA, WA
06/16/2011
Loading: 2000 # load levels
6 pallet levels @ 28,58,88,118,132,168
Seismic per IBC 2009 100% Utilization
Sds = 0.927 Sdl = 0.480
I = 1.00
108 " Load Beams
Uprights: 48 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.500x 0.075 Braces
5.00x 8.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer WA# 21008
In Upright Plane
Seismic Load Distribution
per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1 *.67
60 # per level frame weight
Columns @ 48 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
168 2060 346 544 91
132 2060 272 428 56
118 2060 243 382 45 KLx = 28 in
88 2060 181 285 25 KLy = 49 in
58 2060 119 188 11 A = 0.595 in
28 2060 58 91 3 Pcap = 20715 lbs
12360 1220 1918 232 Column
57% Stress
Max column load = 11005 #
Min column load = -1486 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .l4Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
-2845 # MIN
11802 # MAX
-2845 #
Anchors: 1
T = 2845 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 3068 # 93% Stressed
V =
Braces:
959 # per leg Vcap = 5322 # =
COMBINED=
Brace height = 49 "
Brace width = 48 "
Length = 69 "
P = 2742 #
Use :
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 141
Pcap = 3234 #
85%
OK
18% Stressed
94% Stressed
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC Sds = 0.927
Weight
I =
1.33 Allowable Stress Increase
1.00 R = 4.0
V = (Sds /R) *I *P1
60 # per level frame weight
Columns @ 48 "
Levels Load WiHi Fi FiHi Column:
' (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
168 2060 346 509 86
132 60 8 12 2
118 60 7 10 1 KLx = 28 in
88 60 5 8 1 KLy = 49 in
58 60 3 5 0 A = 0.595 in
28 60 2 2 0 Pcap = 20715 lbs
2360 372 547 89 Column
15% Stress
Max column load = 3042 #
Min column load = -835 # Uplift
Overturning
(. 6- .11Sds)DL +(0.6- .14Sds)PLapp -EL =
(1 +0.11Sds)DL+ (1 +0.14Sds)PL+ EL =
REQUIRED HOLD DOWN =
-1172 # MIN
3060 # MAX
-1172 #
Anchors: 1
T = 1172 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 3000 psi concrete
Tcap = 3068 # 38% Stressed
V =
273 # per leg Vcap = 5322 # =
COMBINED =
Braces:
Brace height =
Brace width =
Length =
P =
Use :
49 "
48 "
69 "
781 #
C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 141
Pcap = 3234 #
24%
OK
5% Stressed
21% Stressed
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:32:48
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 6 Levels
Type Plane Frame
Number of Joints 26
Number of Supports 14
Number of Members 30
Number of Loadings 1
Joint Coordinates
1 0.0 28.0 S
2 0.0 58.0 S
3 0.0 88.0 S
4 0.0 118.0 S
5 0.0 132.0 S
6 0.0 168.0 S
7 55.5 0.0 S
8 55.5 28.0
9 55.5 58.0
10 55.5 88.0
11 55.5 118.0
12 55.5 132.0
13 55.5 168.0
14 166.5 0.0 S
15 166.5 28.0
16 166.5 58.0
17 166.5 88.0
18 166.5 118.0
19 166.5 132.0
20 166.5 168.0
21 222.0 28.0 S
22 222.0 58.0 S
23 222.0 88.0 S
24 222.0 118.0 S
25 222.0 132.0 S
26 222.0 168.0 S
Joint Releases
7 Moment Z
14 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
4 Force X Moment Z
5 Force X Moment Z
6 Force X Moment Z
21 Force X Moment Z
22 Force X Moment Z
23 Force X Moment Z
24 Force X Moment Z
25 Force X Moment Z
26 Force X Moment Z
6
5
4
3
2
1
13
20
12
19
11
18
10
17
9
16
8
15
1A
26
25
24
23
22
21
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:32:48
Member Incidences
1 1 8
2 2 9
3 3 10
4 4 11
5 5 12
6 6 13
7 7 8
8 8 9
9 9 10
10 10 11
11 11 12
12 12 13
13 14 15
14 15 16
15 16 17
16 17 18
17 18 19
18 19 20
19 8 15
20 9 16
21 10 17
22 11 18
23 12 19
24 13 20
25 15 21
26 16 22
27 17 23
28 18 24
29 19 25
30 20 26
Member Properties
1 Thru 6 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
7 Thru 18 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
19 Thru 30 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
8 Force Y -1.03
9 Force Y -1.03
10 Force Y -1.03
11 Force Y -1.03
12 Force Y -1.03
13 Force Y -1.03
15 Force Y -1.03
16 Force Y -1.03
17 Force Y -1.03
1 18 Force Y -1.03
19 Force Y -1.03
20 Force Y -1.03
2
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:32:48
8 Force X 0.023
9 Force X 0.044
10 Force X 0.069
11 Force X 0.090
12 Force X 0.103
13 Force X 0.130
15 Force X 0.023
16 Force X 0.044
17 Force X 0.069
18 Force X 0.090
19 Force X 0.103
20 Force X 0.130
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
2060 0.2037 85 46 9.4 23 46
2060 0.3190 210 88 28.1 44 88
2060 0.4105 347 138 56.6 69 138
2060 0.4799 474 180 86.4 90 180
2060 0.4955 506 206 102.1 103 206
2060 0.5350 590 260 139.1 130 260
12360 2212 918 421.6
g = 32.2 ft /sec2 T = 0.7321 sec
I = 1.00 Cs = 0.1093 or
Sdl = 0.480 Cs min = 0.092666 or 1.5%
R = 6 Cs = 0.1093
V = (Cs *I) *W *.67
V = 0.1093 W *.67
= 918 #
0.1544
918
100%
•
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:32:48
Structure Storage Rack in Load Beam Plane 6 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.159 0.00
1 8 0.000 0.159 -8.83
2 2 0.000 -0.102 0.00
2 9 0.000 0.102 -5.66
3 3 0.000 -0.074 0.00
3 10 0.000 0.074 -4.13
4 4 0.000 -0.033 0.00
4 11 0.000 0.033 -1.85
5 5 0.000 -0.013 0.00
1 5 12 0.000 0.013 -0.75
6 6 0.000 -0.003 0.00
6 13 0.000 0.003 -0.15
7 7 6.067 0.455 0.00
7 8 -6.067 -0.455 12.73
8 8 5.044 0.417 5.38
8 9 -5.044 -0.417 7.13
9 9 4.029 0.363 5.07
9 10 -4.029 -0.363 5.82
10 10 3.018 0.287 3.65
10 11 -3.018 -0.287 4.95
11 11 2.013 0.133 0.22
11 12 -2.013 -0.133 1.63
12 12 1.009 0.086 1.43
12 13 -1.009 -0.086 1.69
13 14 6.067 0.463 0.00
13 15 -6.067 -0.463 12.97
14 15 5.044 0.455 5.89
14 16 -5.044 -0.455 7.76
15 16 4.029 0.421 5.89
15 17 -4.029 -0.421 6.74
16 17 3.018 0.359 4.73
16 18 -3.018 -0.359 6.05
17 18 2.013 0.333 1.64
17 19 -2.013 -0.333 3.03
18 19 1.009 0.174 2.76
18 20 -1.009 -0.174 3.49
19 8 -0.015 -0.167 -9.28
19 15 0.015 0.167 -9.20
20 9 -0.010 -0.116 -6.53
20 16 0.010 0.116 -6.39
21 10 -0.007 -0.094 -5.33
21 17 0.007 0.094 -5.14
PAGE 5
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:32:48
22 11 -0.064 -0.058
22 18 0.064 0.058
23 12 0.057 -0.040
23 19 -0.057 0.040
24 13 0.044 -0.023
24 20 -0.044 0.023
25 15 0.000 -0.174
25 21 0.000 0.174
26 16 0.000 -0.131
26 22 0.000 0.131
27 17 0.000 -0.114
27 23 0.000 0.114
28 18 0.000 -0.083
28 24 0.000 0.083
29 19 0.000 -0.066
29 25 0.000 0.066
30 20 0.000 -0.044
30 26 0.000 0.044
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
8 0.023 -1.030 0.00
9 0.044 -1.030 0.00
10 0.069 -1.030 0.00
11 0.090 -1.030 0.00
12 0.103 -1.030 0.00
13 0.130 -1.030 0.00
15 0.023 -1.030 0.00
16 0.044 -1.030 0.00
17 0.069 -1.030 0.00
18 0.090 -1.030 0.00
19 0.103 -1.030 0.00
20 0.130 -1.030 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.159 0.00
2 0.000 -0.102 0.00
3 0.000 -0.074 0.00
4 0.000 -0.033 0.00
5 0.000 -0.013 0.00
6 0.000 -0.003 0.00
7 -0.455 6.067 0.00
14 -0.463 6.067 0.00
21 0.000 0.174 0.00
22 0.000 0.131 0.00
23 0.000 0.114 0.00
24 0.000 0.083 0.00
25 0.000 0.066 0.00
- 3.32
- 3.11
-2.31
- 2.11
- 1.54
5
0.00
- 7.26
0.00
- 6.33
0.00
- 4.58
0.00
- 3.68
0.00
- 2.44
0.00
144--70, Co..0 „J
AlemKtwi-
1
PAGE 6
MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/;1 - -- TIME OF DAY: 09:32:48
26 0.000 0.044 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
8 0.2037 - 0.0098 - 0.0031
9 0.3190 - 0.0186 - 0.0022
10 0.4105 - 0.0256 - 0.0018
11 0.4799 - 0.0309 - 0.0012
12 0.4955 - 0.0325 - 0.0008
13 0.5350 - 0.0346 - 0.0007
15 0.2038 - 0.0098 - 0.0030
16 0.3190 - 0.0186 - 0.0021
17 0.4106 - 0.0256 - 0.0016
18 0.4802 - 0.0309 - 0.0010
19 0.4953 - 0.0325 - 0.0006
20 0.5348 - 0.0346 - 0.0002
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.2037 0.0000 0.0013
2 0.3190 0.0000 0.0006
3 0.4105 0.0000 0.0002
4 0.4799 0.0000 - 0.0003
5 0.4955 0.0000 - 0.0005
6 0.5350 0.0000 - 0.0006
7 0.0000 0.0000 - 0.0092
14 0.0000 0.0000 - 0.0092
21 0.2038 0.0000 0.0017
22 0.3190 0.0000 0.0015
23 0.4106 0.0000 0.0015
24 0.4802 0.0000 0.0013
25 0.4953 0.0000 0.0012
26 0.5348 0.0000 0.0010
Beam - Column Check
C 3.000x 3.000x 0.075
A = 0.595 in2
Sx = 0.676 in3
Rx = 1.305 in
kx = 1.00
Stress Factor 1.333
Fy =
Ry =
ky =
55 ksi
1.117 in
1.00
Point P M Lx Ly Pcap Mcap Ratio
15 6.2 13.0 28.0 49.0 20.71 29.73 74%
16 5.2 7.8 30.0 49.0 20.71 29.73 51%
17 4.2 6.7 30.0 49.0 20.71 29.73 43%
18 3.2 6.1 30.0 49.0 20.71 29.73 36%
19 2.2 3.0 14.0 49.0 20.71 29.73 21%
20 1.2 3.5 36.0 49.0 20.71 29.73 17%
Load Beam Check
4.00x 2.750x 0.075
A = 0.963 in2
Sx = 0.908 in3
Length = 108 inches
Fy =
E =
Ix =
55 ksi
29,500 E3 ksi
1.934 in4
Pallet Load 2000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 13.50 k -in
fb = 14.87 ksi Fb = 33 ksi
Mcap = 29.97 k -in
39.96 k -in with 1/3 increase
Defl = 0.29 in = L/ 376
45%
w/ 25% added to one pallet load
M = .232 PL = 12.53 k -in 42%
Base Plate Design
Column Load
Allowable Soil
Assume Footing
Soil Pressure
8.9 kips
1500 psf basic
29.1 in square on side
1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1'2/3
Use 5 "square base plate
w =
Load factor =
Shear :
10.4 psi
1.67
1 =
M =
6 in thick slab f'c =
s = 6.00 in3 fb =
Fb = 5(phi)(f'c'.5) =
Beam fv =
Punching fv =
Base Plate Bending
26 psi Fv =
48 psi Fv =
9.07 in
478 # -in
3000 psi
80 psi
178 psi
93 psi
186 psi
Use 0.375 " thick
1 = 1.5 in w = 354 psi
fb = 16994 psi Fb = 37500 psi
OK !!
OK !!
OK !!
OK !!
City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
ROGER STUESSI
' 9883 40 AV S
SEATTLE WA 98118
RE: Permit No. D11 -186
PROFESSIONAL PLASTICS
6233 SEGALE PARK DR D TUKW
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 01/10/2012.
Based on the above, you are hereby advised to:
1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 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 01/10/2012, 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: Permit File No. D11 -186
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
June 29, 2011
City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
Roger Stuessi
Engineered Products
9883 40th Av S
Seattle, WA 98118
RE: Correction Letter #1
Development Permit Application Number DI1 -186
Professional Plastics — 6233 Segale Park Dr D
Dear Mr. Stuessi,
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 Fire Department. At this time the
Building, Planning, and Public Works Departments have no comments.
Fire Department: Al Metzler at 206 575 -4407 if you have questions
regarding the attached comments.
Please address the attached comments in an itemized format with applicable revised plans,
specifications, and /or other documentation. The City requires that two (2) sets of revised plans,
specifications and /or other documentation be resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every
resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person
and will not be accepted through the mail or by a messenger service.
If you have any questions, please contact me at (206) 431 -3670.
Sincerely,
9-A. R,L.
Bill Rambo
Permit Technician
encl
File No. D11 -186
W:\Permit Center \Correction Letters \2011\D11 -186 Correction Letter #1.doc
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
•
Tukwila Fire Prevention Bureau
Al Metzler, Fire Project Coordinator
Fire Prevention Bureau Review Memo
0
Date: June 28, 2011
Project Name: Professional Plastics
Address: 6233 Segale Park Dr D
Permit #: Dl 1 -186
Plan Reviewer: Al Metzler, Fire Project Coordinator
The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address
the following comments in an itemized format with revised plans, specifications and /or other applicable
documentation.
1. Per International Fire Code Table 2306.2, smoke and heat removal is required for the storage
area. Please submit a smoke vent plan or provide documentation of an engineered mechanical
smoke removal system.
Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206-
971 -8718. No further comments at this time.
"‘"PERMIT COORD COPS"
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D11 -186
DATE: 07/01/11
PROJECT NAME: PROFESSIONAL PLASTICS
SITE ADDRESS: 6233 SEGALE PARK DR D
Original Plan Submittal
X Response to Correction Letter # 1
Response to Incomplete Letter #
Revision # after Permit Issued
DEPARTMENTS:
Building Division
Public Works
Fire Prevention
Structural
Planning Division
Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Incomplete
DUE DATE: 07/05/11
Not Applicable
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES/THURS ROUTING:
Please Route
REVIEWER'S INITIALS:
Structural Review Required
No further Review Required
DATE:
APPROVALS OR CORRECTIONS:
Approved
Notation:
REVIEWER'S INITIALS:
Approved with Conditions
DUE DATE: 08/02/11
Not Approved (attach comments)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents /routing slip.doc
2 -28 -02
p� tDl
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D11 -186
PROJECT NAME: PROFESSIONAL PLASTICS
SITE ADDRESS: 6233 SEGALE PARK DR D
DATE: 06 -22 -11
X Original Plan Submittal
Response to Correction Letter #
Response to Incomplete Letter #
Revision # After Permit Issued
DEPARTMENTS:
wilding 'vision
Public Works
n
Aw\ w� f
Fire Prevention
Structural
n
Planning Division
Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Comments:
14
Incomplete
n
DUE DATE: 06-23-11
Not Applicable
Permit Center Use Only
INCOMPLETE LETTER MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
LETTER OF COMPLETENESS MAILED:
TUES /THURS ROUTING:
Please Route [54 Structural Review Required n
REVIEWER'S INITIALS:
No further Review Required
DATE:
APPROVALS OR CORRECTIONS:
Approved Approved with Conditions n
DUE DATE: 07-21-11
Not Approved (attach comments) 5
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only VA-
Departments
CORRECTION LETTER MAILED: t
issued corrections:
Bldg ❑
Fire'' Ping ❑ PW ❑
Staff Initials:
Documents /routing slip.doc
2 -28 -02
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax: 206 - 431 -3665
Web site: http://www.ci.tukwila.wa.us
REVISION SUBMITTAL
submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: 7//// Plan Check/Permit Number: D11-186
❑ Response to Incomplete Letter #
® Response to Correction Letter # 1
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
IA
JUL °11011
Project Name: Professional Plastics '-`eKM/TcEivreA
Project Address: 6233 Segale Park Dr D
Contact Person:/;`611--' / Phone Number: _ ( 39-y -733 �
Summary of Revision:
G 4 ti S 114— S�i = r �- Cie7-7
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Cen erII by: L"ytr'
Entered in Permits Plus on 1 o l'
\applications \forms- applications on line \revision submittal
Created: 8 -13 -2004
Revised:
Contractors or Tradespeople P,,, iter Friendly Page Page 1 of 2
General /Specialty Contractor
A business registered as a construction contractor with LEtI to perform construction work within the scope of
its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of
account and carry general liability insurance.
Business and Licensing Information
Name ENGINEERED PRODUCTS, A PAPE CO UBI No. 602684203
Phone 2063943300 Status Active
Address 9883 40Th Ave So License No. ENGINPC931C0
Suite /Apt. License Type Construction Contractor
City Seattle Effective Date 2/20/2007
State WA Expiration Date 2/20/2013
Zip 98118 Suspend Date
County King Specialty 1 General
Business Type Corporation Specialty 2 Unused
Parent Company
Other Associated Licenses
License
Name
Type
Specialty
1
Specialty
2
Effective
Date
Expiration
Date
Status
ENGINSP142RA
ENGINEERED
STORAGE
PRODUCTS CO
Construction
Contractor
General
Unused
12/1/1986
1/1/2000
Archived
GADCOMH991 K4
GADCO MATERIAL
HANDLING LLC
Construction
Contractor
General
Unused
5/24/2001
1/3/2009
Expired
ENGINPI013JK
ENGINEERED
PRODUCTS INC
Construction
Contractor
General
Unused
4/12/1999
1/6/2010
Out Of
Business
Business Owner Information
Name
Role
Effective Date
Expiration Date
CT CORP SYSTEMS
Agent
02/20/2007
Amount
SALMAN, DAVID E
President
02/16/2007
ZAGLB9118200
RIECKE, ROBERT J
Secretary
02/16/2007
SAYLOR, THOMAS H
Treasurer
02/16/2007
ARCH INS CO
HOLLINGSHEAD, DANNY W
Vice President
02/16/2008
Bond Information
Bond
Bond Company Name
Bond Account Number
Effective Date
Expiration Date
Cancel Date
Impaired Date
Bond Amount
Received Date
1
FIDELITY Et DEPOSIT
CO OF MD
08748464
02/13/2007
Until Cancelled
$12,000.00
02/16/2007
Assignment of Savings Information No records found for the previous 6 year period
Insurance Information
Insurance
Company Name
Policy Number
Effective Date
Expiration Date
Cancel Date
Impaired Date
Amount
Received Date
3
ARCH INS CO
ZAGLB9118200
09/30/2010
09/30/2011
$1,000,000.0009
/24/2010
2
ARCH INS CO
ZAGLB9070400
09/30/2008
09/30/2010
$1,000,000.00
09/28/2009
1
TRANSPORTATION
INS CO
C2081198749
01/01/2007
01/01/2009
$1,000,000.00
12/21/2007
Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period
Warrant Information No unsatisfied warrants on file within prior 6 year period
Infractions /Citations Information
Infraction / Citation 1 Date 1 RCW Code 1 Type 1 Status 1 Violation Amount
https://fortress.wa.gov/lni/bbip/Print. aspx
07/08/2011
C:\ Users\ BEN \Dropbox \Public \ACAD \DRAWINGS \R211140.dwg, 6/16/2011 9:54:44 AM
3' -0'
z
J
a
U
BRACE
3'
3'
12' -0'
z
J
a
U
UPRIGHT
14 GA THK
3/8'x 5'x 8'
BASEPLATE
(2) 1/2'4 ANCHORS
1/8 r 1 -1/2' EA FACE
COLUMN & BASE PL
I?'S"
LOAD BEAM
1 -5/8'H x 1' W
STEP
14 GA THICK
TYPE "A"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS L ❑CATION STATING
1000# CAPACITY @ 6'
2400# CAPACITY @ 86', 120', 144'
9' -0'
LOAD BEAM ELEVATION
C 1.5 x 1.5 1.5
14 GA THK n
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
(3) PIN C ❑NN
1 -5/8x 3x
3/16' THK f
TYPE
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6', 48', 78', 98', 118', 144'
106' or 108'
LOAD BEAM
ZU
-0' 2' -2'
LOAD BEAM
10' LOAD BEAM 1' -8'
1' -8'
2' -6'
8' LOAD BEAM
5 - CONNECTOR
3 —6
LOAD BEAM
z
J
O
U
BRACE CDNN
o <3) AISI A502 -2 RIVETS
o LOAD BEAM 7/16'0 2'oc
HOOK COLUMN
SLOTS
IN COLUMN
CONNECTOR
1/8 V VERT EDGES
LOAD BEAM
LOAD BEAM ELEVATION
3/8x 5x 8 BASEPLATE
(2) 1/2'0 ANCHORS
6'oc
FF
3.25'
6' CONCRETE SLAB ON GRADE
COLUMN BP SE X— SECTION
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN —BEAM CONN
I H
RECEBVFr)
JUN 22
PERMIT CENTER
FILE COPY
Permit No.,
I)
W
1-
°
z
I I
I I
I I
I I
I I
tr)
7 -05 CHAPTER
REVIEWED FOR
CODE COMPLIANCE
APPROVED
'JUL 07 2011
City of Tukwila
BUILDING DIVISION
Lij
1=1 Z
° -tn—
F-
a�-P
UJ L J --1 W
W
0%
LL-1
0
Cr) r1)
LJ
D
U
I—i
y)
J
CL
(/)
LJJ
zr
1-1
L
CL
0
U)
6233 SEGALE
LJ
LJ
CL
LOAD BEAM
LOAD BEAM
2'
LOAD BEAM
2-
UPRIGHT
D cc
CONNECTOR
1-
=
o
Q'
a_
D
LOAD BEAM
6'-
LEI
LOAD BEAM ELEVATION
C 1.5 x 1.5 1.5
14 GA THK n
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
(3) PIN C ❑NN
1 -5/8x 3x
3/16' THK f
TYPE
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6', 48', 78', 98', 118', 144'
106' or 108'
LOAD BEAM
ZU
-0' 2' -2'
LOAD BEAM
10' LOAD BEAM 1' -8'
1' -8'
2' -6'
8' LOAD BEAM
5 - CONNECTOR
3 —6
LOAD BEAM
z
J
O
U
BRACE CDNN
o <3) AISI A502 -2 RIVETS
o LOAD BEAM 7/16'0 2'oc
HOOK COLUMN
SLOTS
IN COLUMN
CONNECTOR
1/8 V VERT EDGES
LOAD BEAM
LOAD BEAM ELEVATION
3/8x 5x 8 BASEPLATE
(2) 1/2'0 ANCHORS
6'oc
FF
3.25'
6' CONCRETE SLAB ON GRADE
COLUMN BP SE X— SECTION
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN —BEAM CONN
I H
RECEBVFr)
JUN 22
PERMIT CENTER
FILE COPY
Permit No.,
I)
W
1-
°
z
I I
I I
I I
I I
I I
tr)
7 -05 CHAPTER
REVIEWED FOR
CODE COMPLIANCE
APPROVED
'JUL 07 2011
City of Tukwila
BUILDING DIVISION
Lij
1=1 Z
° -tn—
F-
a�-P
UJ L J --1 W
W
0%
LL-1
0
Cr) r1)
LJ
D
U
I—i
y)
J
CL
(/)
LJJ
zr
1-1
L
CL
0
U)
6233 SEGALE
LJ
LJ
CL
Q
C:\ Users\ BEN \Dropbox \Public \ACAD \DRAWINGS \R211140.dwg, 6/16/2011 9:5
TYPE G IS
3' -6' DEEP
3' -8'
z
J
0
BRACE
3'
UPRIGHT
12' -0'
z
J
0
0
14 GA THK
3/8'x 5'x 8'
BASEPLATE
<2) 1/2'0 ANCHORS
t
1/8 V 1 -1/2' EA FACE
COLUMN & BASE PL
2.75
LOAD BEAM
1 -5/8'H x 1' W
STEP
14 GA THICK
TYPE "B"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6', 36', 66', 96', 126', 144'
106' or 108'
LOAD BEAM
LOAD BEAM
LOAD BEAM
CONNECTOR
LOAD BEAM
LOAD BEAM
LOAD BEAM
LOAD BEAM ELEVATION
C 1.5 x 1.5 —1.5
14 GA THK II
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
(3) PIN CONN
1 -5/8x 3x
3/16' THK --
BRACE
1/8'
1 1' -6'
2' -6'
2' -6'
2' -6'
2' -6'
BRACE CONN
o (3) AISI A502 -2 RIVETS
o LOAD BEAM 7/16'0 2'oc
HOOK THRU SLOTS
IN COLUMN
CONNECTOR 1/8 V VERT EDGES
z
f
J
0
0
TYPt "G"
PERMANENT PLA @UE NOT LESS THAN
50 SQ INCHES It1,1 AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6 ',24',42',60',78',96',114',144'
106' .",or 108'
LOAD, BEAM
CONNECT❑R
LOA'D' BEAM
LOAD. BEAM
LOAD BEAM
rD
m
LOAD BEAM
LOAD BEAM
1_
LOAD BEAM
LOAD BEAM
LOAD BEAN ELEVATI ❑N
rQ-
2' -6'
1' -6'
1' -6'
1' -6'
1' -6'
1' -6'
1' -6'
3/8x 5x 8 BASEPLATE
(2) 1/2'0 ANCHORS
6'oc
FF
3.25'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTI ❑N
SAFETY PIN TO RESIST
10004# UPLIFT LOAD
COLUMN -BEAM C[]NN
RECEIVED
JUN 22 2011
PERMIT CENTEF
In
w
1-
a_
U
U)
n
(=I
z
_
�
d
U
J
W
to w
Cu
A
Cn Q
>w
Co
d
II �
V)
N w W
(4
J
M W
0"
II W
U
Q
wD
J
LIJ
a
F-
CL
W
TUKWILLA,
6233 SEGALE PARK DR,
C:\ Users \BEN \Dropbox \Public \ACAD \DRAWINGS \R211140.dwg, 6/16/2011 9:54:53 AM
BRACE
3'
3' -8'
UPRIGHT
16' -0'
z
J
0
U
14GA THK
3/8'x 8'x 8'
BASEPLATE
(4) 1/2'0 ANCHORS
1/8 ' 1 -1/2' EA FACE
COLUMN & BASE PL
�1 -5/8'H x 1' W
STEP
14 GA THICK
2.75'
LOAD BEAM
TYPE "C"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN C❑NSPICU ❑US LOCATION STATING
1000# CAPACITY @ 6'
2500# CAPACITY @ 56', 84', 108', 156', 186'
106' or 108'
-
LOAD BEAM
LOAD BEAM
2'-
03
LOAD BEAM
4'-
m
LOAD BEAM
2'-
ED
LOAD BEAM
2'-
UPRIGHT
m
CONNECTOR =
0
0
D
LOAD BEAM
4'-
LOAD BEAM ELEVATION
C 1.5 x 1.5 1.5
14 GA THK El
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
(3) PIN CONN
6'
0'
0'
4'
2'
z
f
J
a
(.1
BRACE CONN
o <3) AISI A502 -2 RIVETS
:0 o LOAD BEAM 7/16'0 2'oc
\ HOOK THRU SLOTS
IN COLUMN
CONNECTOR 1/8 V VERT EDGES
1 -5/8x 3x
3/16' THK -
z
1
J
0
U
1/8
6'
3/8x 8x 8 BASEPLATE
(2) 1/2'0 ANCHORS
6'oc EA WAY
FE
3.25'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
EA CORNER
3/16 P" 1'
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
ECEBVED
JUN 22 2011
ITCENTER
14GA THK
3/8'x 9'x 8'
BASEPLATE UNDER 5x8 PL
<4) 1/2'0 ANCHORS
@ 7'x 6' oc
1/8 " 1 -1/2' EA FACE
COLUMN & BASE PL
ALTERNATE BASE
W
1-
p
z
(n
N
CIN
w
w
C_
z
W W CZ
Nil
1- W V)
P1
1- 1E z
J W p
-4 N J In U
M W w
11 W (A
.� Jp LL_
izi
c J
▪ (/)X
g p U
(AM = z W
CL
'e/Li (� J Q 1E
CU <'l 't 1f7
(1)
'74
I
TUKWILLA,
SEGALE PARK DR,
CO
: \Users \BEN \D ro p b ox\
BRACE
3'
z
J
0
U
3' -0'
16' -0'
z
J
a
U
UPRIGHT
14GA THK
3/8'x 8'x 8'
BASEPLATE
(4) 1/2'0 ANCHORS
1/8 1 -1/2' EA FACE
COLUMN & BASE PL
4•
L
2.75'
LOAD BEAM
1 -5/8'H x 1' W
STEP
14 GA THICK
TYPE "E"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6'
2000# CAPACITY @ 61', 81', 108', 144', 186'
106' or 108'
LOAD BEAM ELEVATION
C 1.5 x 1,5 1.5
14 GA THK n
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
(3) PIN CONN
1 -5/8x 3x
3/16' THK -
6'
-o'
3'
r
7'
q)
BRACE C ❑NN
o (3) AISI A502 -2 RIVETS
o LOAD BEAM 7/16'0 2'oc
\
HOOK SLOTS
IN COLUMN
CONNECTOR 1/8 V VERT EDGES
z
J
a
0
TYPE "F"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IR�J AREA TO BE PLACED
IN CONSPICUOUS L❑CATI ❑N STATING
2000# CAPACITY @ 28', 56', 84', 108', 140', 186'
10' -0'
- LOAD BEAM
-
m
LOAD BEAM
3'-
LOAD BEAM
7
3'-
LOAD BEAM
2'-
-1
LOAD BEAM
3'
LOAD BEAM
2'-
LOAD BEAM
2'-
LOAD BEAM
2'-
LOAD BEAM
1'-
UPRIGHT ti
13\-CONNECTOR
L
ce
a_
D
LOAD BEAM
4'-
___Au n3 6
LOAD BEAM ELEVATION
C 1.5 x 1,5 1.5
14 GA THK n
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
(3) PIN CONN
1 -5/8x 3x
3/16' THK -
6'
-o'
3'
r
7'
q)
BRACE C ❑NN
o (3) AISI A502 -2 RIVETS
o LOAD BEAM 7/16'0 2'oc
\
HOOK SLOTS
IN COLUMN
CONNECTOR 1/8 V VERT EDGES
z
J
a
0
TYPE "F"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IR�J AREA TO BE PLACED
IN CONSPICUOUS L❑CATI ❑N STATING
2000# CAPACITY @ 28', 56', 84', 108', 140', 186'
10' -0'
LOAD BEARS ELEVATI ❑N
0'
8'
0'
4'
4'
4'
3/8x 8x 8 BASEPLATE
(2) 1/2'0 ANCHORS
1/8 V1 -1/2' / 6'oc EA WAY
FF
6' CONCRETE SLAB ON GRADE
COLUMN BASE X— SECTION
E
3/16 • 1' CORNER
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN —BEAM CONN
ECEIVED
JUN 22 2011
PERMIT CENTER
14GA THK
3/8'x 9'x 8'
BASEPLATE UNDER 5x8 PL
(4) 1/2'0 ANCHORS
@ 7'x 6' oc
1/8 " 1 -1/2' EA FACE
COLUMN & BASE PL
ALTERNATE BASE
W
0
1I
1I
11
11
11
In
L
w
CL W Q a Z
¢ Ga 1=1 1=1
U CC U1, , I
1- CL -
In U o d >
o W o w U
1 J
W
W
CA
LT.; XQV) U1W
vj XJW N>
eK R1 W w 0— GQ
U W
¢ • NNW5 �W
�cQce wao�
� W '4
3z z
W 11 U W 73 W
• _J J W
>,Ja J N
Q� LL ¢ t0 ¢
0
o �
(kJU
0 w
W a-
1
W Q
Z C�
°W
1(-/1
A I
• (U
N
W
W
Cl_
Z W
W CZ
IV Q
W
Pq
_J
W
H
F
J = In U
00 W W N W
• >pgMCL
II W (4
7 J 0 0 Z
W Q J
CL ce
• O U
(4 J Z W
w5(11
MNI- In
PLASTICS
Q
LLJ z
C4
CD C/0
F— LJJ
V)a
D_
>—
L
Q O
LLJ
In
TUKWILLA,
c
6233 SEGALE PARK
LJ
Q
LOAD BEAM
-
m
LOAD BEAM
3'-
LOAD BEAM
2'-
-1
LOAD BEAM
2'-
LOAD BEAM
2'-
T
CONNECTOR z
UP
ittir—d
2'-
I
LOAD BEARS ELEVATI ❑N
0'
8'
0'
4'
4'
4'
3/8x 8x 8 BASEPLATE
(2) 1/2'0 ANCHORS
1/8 V1 -1/2' / 6'oc EA WAY
FF
6' CONCRETE SLAB ON GRADE
COLUMN BASE X— SECTION
E
3/16 • 1' CORNER
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN —BEAM CONN
ECEIVED
JUN 22 2011
PERMIT CENTER
14GA THK
3/8'x 9'x 8'
BASEPLATE UNDER 5x8 PL
(4) 1/2'0 ANCHORS
@ 7'x 6' oc
1/8 " 1 -1/2' EA FACE
COLUMN & BASE PL
ALTERNATE BASE
W
0
1I
1I
11
11
11
In
L
w
CL W Q a Z
¢ Ga 1=1 1=1
U CC U1, , I
1- CL -
In U o d >
o W o w U
1 J
W
W
CA
LT.; XQV) U1W
vj XJW N>
eK R1 W w 0— GQ
U W
¢ • NNW5 �W
�cQce wao�
� W '4
3z z
W 11 U W 73 W
• _J J W
>,Ja J N
Q� LL ¢ t0 ¢
0
o �
(kJU
0 w
W a-
1
W Q
Z C�
°W
1(-/1
A I
• (U
N
W
W
Cl_
Z W
W CZ
IV Q
W
Pq
_J
W
H
F
J = In U
00 W W N W
• >pgMCL
II W (4
7 J 0 0 Z
W Q J
CL ce
• O U
(4 J Z W
w5(11
MNI- In
PLASTICS
Q
LLJ z
C4
CD C/0
F— LJJ
V)a
D_
>—
L
Q O
LLJ
In
TUKWILLA,
c
6233 SEGALE PARK
LJ
Q
C:\ Users\ BEN \Dropbox\ Public \ACAD \DRAWINGS \R211140.dwg, 6/16/2011 9:55:03 AM
BRACE
3'
i
z
D
J
0
U
4' -0'
14' -0'
z
J
a
U
UPRIGHT
14 GA THK
3/8'x 5'x 8'
BASEPLATE
(2) 1/2'4 ANCHORS
4-
L
1/8 V 1 -1/2' EA FACE
COLUMN & BASE PL
2.75"
LOAD BEAM
1 -5/8'H x 1' W
STEP
14 GA THICK
TYPE "H"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
2000# CAPACITY @ 28', 58', 88', 118', 132', 168'
106' or 108'
LOAD BEAM
3' -0'
LOAD BEAM
ID
LOAD BEAM
1' -2'
LOAD BEAM
LOAD BEAM
r �CONNECTOR
D
a_
D
LOAD BEAM
2' -6'
2' -6'
j 2' -4'
LOAD BEAM ELEVATI ❑N
C 1.5 x 1.5 1.5
14 GA THK I-1
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
(3) PIN CONN
.d
0
z
x
J
0
U
BRACE CONN
<3) AISI A502 -2 RIVETS
LOAD BEAM 7/16'0 2'oc
HOOK THRU SLOTS
IN COLUMN
1 -5/8x 3x� o \
3/16' THK
CONNECTOR 1/8 V VERT EDGES
z
J
U
6'
3/8x 5x 8 BASEPLATE
<2) 1/2'0 ANCHORS
6'oc
FF
3.25'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTI ❑N
CONNECTOR
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
JUN 22 2C ? l
PERMIT CENTE►
V)
W
H
z
In
01
W
A
O
U
W
J
LJ
X
X
0
W
A
J
tri
a
0
0
a
0
0
0
CO
P4
J
01
W
1-
L�J
U
z
0
U
N
ON
x
W
Ce
W
C`
c3Z
L I g Ce
IVA
Z W V)
W��
W I— W Z
CA__
J In U
CO W W N W
O� > 0:1 mo
II W (4
�J �'
Cel
(y
D u
N A = Z W
Q
WOZ (4
(4J
PLASTICS
wz
L3 0
H
CI! 1w
ED (4
F-- w Q
LI- L-3
ow
CL_
(Y)
(/) L --
E CD (U
w4-
PARK DR) TUKWILLA)
SITE PLAN
SEGALE BUSINESS PARK
Segale: Business Park
Building 781
6233 Sega[e Park ri ve D
Tukwila, ,, A 98 188
• 28,699 square feet
• 3,333 sf air - conditioned office
• 24' clear height
• 61' x 30' column spacing
• 230±' deep x 123±' wide
• Four 8' x 10' dock high doors with 2
dock levelers
• One 16' x 10' drive -in ramped door
• Electrical Service: 800 amps, 277/480
volt, 3 phase power
• Rail served with one 9' x 10' rail door
• Northend of building • offering excellent
truck maneuvering and parking .
• T8 energy efficient lighting
..EE
PO BOX 88028'.
206 575-2000
PRO ,.P[.. T�_
Tukwila, WA 98138
Www,segdleproperties.com
Contact 'Diane M.
206:575.2000:
ddecker@segaleproperties com
Decker
CPM"'
VICINITY MAP
Res 1 It e n 5M
;Crllla'r 7 2
EXIT PLAN
49'x100" 44x104 40'x100 44N104 48'x108`
44x108'
48'x108' 48'x108'
O -2
44"x 104
44 %104
110' 10
150'9"
44'x1013 44•x108'
24' -5"
34x 104 WNW WNW
Q Q
co
W �
oo65tt°
a: a
gcnOwAw -841:?)
LL Q
1.22
57' -1"
34x104
229' 10
WNW WNW
34x 124
38 x124
34x124
34 x129'
38"x 124
94x108'
30" x 104
38"x104
PLAN VIEW
SCALE: i/8• = Y -0`
0
0
JAN ,1 0 zo12
F-
L)
n
L J
LU
i1
0
0a
00
on
00
(0
(0
LCD
LC)
C\1
><
0
L_
ill
1~
cp
�
Qgg
*44
9 �
41:3
Ira
m.4.4
4%)8
(1)
Permit No. r" L9AIP
Phi review approval is subject to errors and omissions.
i r:3rGvat of construction documents does not authorize
tit 1:3tation of any adopted code or ordinance. Receipt
014pprov Field ►'1 , I , ,,K owledged:
By
City Of Tukwila
BUILDING DIVISION
REVISIONS
No changes shall be made to the scope
of work without prior approval of
Tukwila Building Division.
11)71: revisions will require a new plan submittal
anti may include additional plan review fees.
SEPARATE PERMIT
REQUIRED FOR:
echanloai
ectrical
Plumbing
OrGas Piping
City of Tukwila
BUILDING DIVISION
C.)
■
Cti
0
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUL 0 7 2011
PeS WIC
City of Tukwila
BUILDING DIVISION
RECEIVED
JUN 2 2 2011
PERMIT CENTER
DRAWN BY
CL
SCALE:
SEATED
DATE:
6.21.2011
JOB NO:
052605-001B
CHECKED BY
JG
T140.
1 SHEETS
3' -0'
z
J
0
c�
BRACE 4
3"
•
J
0
0
12' -0'
UPRIGHT
14 GA THK
3/8'x 5'x 8'
BASEPLATE
(2) 1 /2'0 ANCHORS
TYPE "A"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6'
2400# CAPACITY @ 86', 120 ", 144'
9' -0"
LOAD BEAM ELEVATION
C 14 GA THK (-1
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
1/8 1 -1/2' EA FACE
COLUMN & BASE PL
1.2.75"
LOAD BEAM
J
0
BRACE
1-5/8'H x 1' W
STEP
(3) PIN CONN
14 GA THICK
3' -8"
1 -5/8x 3x
3/16' THK
UPRIGHT
16' -0"
z
D
J
0
14GA THK
3/8'x 8'x 8'
BASEPLATE
(4) 1/2'0 ANCHORS
3'
1/8 1 -1/2' EA FACE
COLUMN & BASE PL
L
2.75'
LOAD BEAM
0
0
0'
0'
8'
N
z
J
U
BRACE CONN
<3) AISI A502 -2 RIVETS
LOAD BEAM 7/16'4 2'oc
HOOK THRU SLOTS
IN COLUMN
CONNECTOR
1/8 V VERT EDGES
TYPE "D"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6', 48', 78', 98', 118', 144'
106' or- 108'
LOAD BEAM
al
C}
LOAD BEAM
2'-
m to
LOAD BEAM
2'-
UPRIGHT J
\-CONNECTOR
F-
=
_0
0.
LOAD BEAM
6'-
uJ
Q1
k7M Me- W 9�. „c 40TH t'. 1 {. LlLNtJE SOUTH Sea lt: °� ti Ito A « si01 `,
LOAD BEAM ELEVATION
C 14 GA THK (-1
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
1/8 1 -1/2' EA FACE
COLUMN & BASE PL
1.2.75"
LOAD BEAM
J
0
BRACE
1-5/8'H x 1' W
STEP
(3) PIN CONN
14 GA THICK
3' -8"
1 -5/8x 3x
3/16' THK
UPRIGHT
16' -0"
z
D
J
0
14GA THK
3/8'x 8'x 8'
BASEPLATE
(4) 1/2'0 ANCHORS
3'
1/8 1 -1/2' EA FACE
COLUMN & BASE PL
L
2.75'
LOAD BEAM
0
0
0'
0'
8'
N
z
J
U
BRACE CONN
<3) AISI A502 -2 RIVETS
LOAD BEAM 7/16'4 2'oc
HOOK THRU SLOTS
IN COLUMN
CONNECTOR
1/8 V VERT EDGES
TYPE "D"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6', 48', 78', 98', 118', 144'
106' or- 108'
TYPE "C"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6'
2500# CAPACITY @ 56', 84', 108', 156', 186'
106' or 108'
LOAD BEAM
-
ID
LOAD BEAM
2'-
LOAD BEAM
l'
LOAD BEAM
1'
Q1
k7M Me- W 9�. „c 40TH t'. 1 {. LlLNtJE SOUTH Sea lt: °� ti Ito A « si01 `,
LOAD BEAM
2'-
m
4'-
1
UPRIGHT
1-
CONNECTOR =
c
a_
LOAD BEAM =
31-
(
-
bJl
no /
TYPE "C"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6'
2500# CAPACITY @ 56', 84', 108', 156', 186'
106' or 108'
LOAD BEAM ELEVATION
C 1.5 x 1.5 1.5
14 GA THK n
2' OF 1/8'
FILLET WELD
EA END TO COLUMN .
BRACE
1 -5/8'H x 1' W
STEP (3) PIN CONN
14 GA THICK
1 -5/8x 3x
3/16' THK
0
0
LOAD BEAM
6'
0'
0'
4'
2'
z
E
❑
U
LOAD BEAM ELEVATION
COLUMN
N
2'
8'
8'
6'
6'
3/8x 5x 8 BASEPLATE
(2) 1/2'0 ANCHORS
1/8 V1 -1/2' / 6'oc '
6I'
FF
3.25'
•
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
BRACE CONN
<3) AISI A502 -2 RIVETS
• 7/16'4 2'oc
HOOK THRU SLOTS
IN COLUMN
CONNECTOR 1/8 V
VERT EDGES
COLUMN
1/8 "1 -1/2'
EA SIDE
6'
•
3/8x 8x 8 BASEPLATE
(2) 1/2'0 ANCHORS
6'oc EA WAY
FF
3.25'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
EA CORNER
3/16 1'
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
BRACE
3'
N
z
J
0
0
TYPE G IS
3' -6' DEEP
3' -8'
UPRIGHT
12' -0'
Z
1
J
0
0
14 GA THK
3/8'x 5'x 8'
BASEPLATE
<2) 1/2 '4 ANCHORS
1/8 ' 1 -1/2' EA FACE
COLUMN & BASE PL
2.75"
LOAD BEAM
14GA THK
x 1' W
STEP
14 GA THICK
3/8'x 9'x 8'
BASEPLATE UNDER 5x8 PL
(4) 1/2'0 ANCHORS
e7'x6'oc
1/8 i 1 -1/2' EA FACE
COLUMN & BASE PL
ALTERNATE BASE
TYPE "B"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6', 36', 66', 96'; 126', 144'
106' or 108'
>T
LOAD BEAM
LOAD BEAM
1' -6"
2' -6N
LOAD BEAM
13\-CONNECTOR 2' -6"
LOAD BEAM
0
Q� m
0
LOAD BEAM
= 2' -6N
0
bm
0
0 2' -6'
LOAD BEAM
LOAD BEAM ELEVATION
C 1.5 x 1.5 1.5
14 GA THK 1 1
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
<3) PIN CONN
0
0
BRACE CONN
<3) AISI A502 -2 RIVETS
LOAD BEAM 7/16'4 2'oc
HOOK THRU SLOTS
IN COLUMN
1 -5/8x 3x
3/16' THK--- 1 /8V VERT EDGES
CONNECTOR
BRACE
3'
z
1
J
0
0
3' -0'
1
J
0
0
16' -0'
UPRIGHT
14GA THK
3/8'x 8'x 8'
BASEPLATE
(4) 1/2'0 ANCHORS
1/8 " 1 -1/2' EA FACE
COLUMN & BASE PL
2.75'
LOAD BEAM
1 -5/8'H x 1' W
STEP
z
z
J
U
TYPE "G"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN C❑NSPICU ❑US LOCATION STATING
1000# CAPACITY @ 6`,24 ",42',60 ",78",96 ",114',144"
106' or 108'
LOAD BEAM
CONNECTOR 2' -6'
LOAD BEAM
1' -6'
LOAD BEAM
LOAD BEAM
1' -6'
LOAD BEAM
1' -6'
LOAD BEAM
1' -6'
LOAD BEAM
1' -6'
1/8
LOAD BEAM E__
LOAD BEAM ELEVATION
6'
COLUMN
�1 -1/2'
EA SIDE
1'-6'
3/8x 5x 8 BASEPLATE
<2) 1/2'0 ANCHORS
6'oc
FF
3.25'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
TYPE 'E"
PERMANENT PLAQUE NOT LESS THAN
50 SO INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6'
2000# CAPACITY .. @ 61', 81', 108', 144', 186'
106' or 108'
- LOAD BEAM
-
ID
LOAD BEAM
2'-
LOAD BEAM
4'-
LOAD BEAM
2'-
Q1
k7M Me- W 9�. „c 40TH t'. 1 {. LlLNtJE SOUTH Sea lt: °� ti Ito A « si01 `,
LOAD BEAM
2'-
m
4'-
1
UPRIGHT]
CONNECTOR z
0
O
0
LOAD BEAM
_ LI
L1 lU 6
LOAD BEAM ELEVATION
C 1.5 x 1.5 1.5
14 GA THK n
2' OF 1/8'
FILLET WELD
EA END TO COLUMN .
BRACE
1 -5/8'H x 1' W
STEP (3) PIN CONN
14 GA THICK
1 -5/8x 3x
3/16' THK
0
0
LOAD BEAM
6'
0'
0'
4'
2'
z
E
❑
U
LOAD BEAM ELEVATION
COLUMN
N
2'
8'
8'
6'
6'
3/8x 5x 8 BASEPLATE
(2) 1/2'0 ANCHORS
1/8 V1 -1/2' / 6'oc '
6I'
FF
3.25'
•
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
BRACE CONN
<3) AISI A502 -2 RIVETS
• 7/16'4 2'oc
HOOK THRU SLOTS
IN COLUMN
CONNECTOR 1/8 V
VERT EDGES
COLUMN
1/8 "1 -1/2'
EA SIDE
6'
•
3/8x 8x 8 BASEPLATE
(2) 1/2'0 ANCHORS
6'oc EA WAY
FF
3.25'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
EA CORNER
3/16 1'
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
BRACE
3'
N
z
J
0
0
TYPE G IS
3' -6' DEEP
3' -8'
UPRIGHT
12' -0'
Z
1
J
0
0
14 GA THK
3/8'x 5'x 8'
BASEPLATE
<2) 1/2 '4 ANCHORS
1/8 ' 1 -1/2' EA FACE
COLUMN & BASE PL
2.75"
LOAD BEAM
14GA THK
x 1' W
STEP
14 GA THICK
3/8'x 9'x 8'
BASEPLATE UNDER 5x8 PL
(4) 1/2'0 ANCHORS
e7'x6'oc
1/8 i 1 -1/2' EA FACE
COLUMN & BASE PL
ALTERNATE BASE
TYPE "B"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6', 36', 66', 96'; 126', 144'
106' or 108'
>T
LOAD BEAM
LOAD BEAM
1' -6"
2' -6N
LOAD BEAM
13\-CONNECTOR 2' -6"
LOAD BEAM
0
Q� m
0
LOAD BEAM
= 2' -6N
0
bm
0
0 2' -6'
LOAD BEAM
LOAD BEAM ELEVATION
C 1.5 x 1.5 1.5
14 GA THK 1 1
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
<3) PIN CONN
0
0
BRACE CONN
<3) AISI A502 -2 RIVETS
LOAD BEAM 7/16'4 2'oc
HOOK THRU SLOTS
IN COLUMN
1 -5/8x 3x
3/16' THK--- 1 /8V VERT EDGES
CONNECTOR
BRACE
3'
z
1
J
0
0
3' -0'
1
J
0
0
16' -0'
UPRIGHT
14GA THK
3/8'x 8'x 8'
BASEPLATE
(4) 1/2'0 ANCHORS
1/8 " 1 -1/2' EA FACE
COLUMN & BASE PL
2.75'
LOAD BEAM
1 -5/8'H x 1' W
STEP
z
z
J
U
TYPE "G"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN C❑NSPICU ❑US LOCATION STATING
1000# CAPACITY @ 6`,24 ",42',60 ",78",96 ",114',144"
106' or 108'
LOAD BEAM
CONNECTOR 2' -6'
LOAD BEAM
1' -6'
LOAD BEAM
LOAD BEAM
1' -6'
LOAD BEAM
1' -6'
LOAD BEAM
1' -6'
LOAD BEAM
1' -6'
1/8
LOAD BEAM E__
LOAD BEAM ELEVATION
6'
COLUMN
�1 -1/2'
EA SIDE
1'-6'
3/8x 5x 8 BASEPLATE
<2) 1/2'0 ANCHORS
6'oc
FF
3.25'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
TYPE 'E"
PERMANENT PLAQUE NOT LESS THAN
50 SO INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
1000# CAPACITY @ 6'
2000# CAPACITY .. @ 61', 81', 108', 144', 186'
106' or 108'
LOAD BEAM ELEVATION
C 1.5 x 1.5 - 1.5
14 GA THK [ 1
2. OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE .
<3) PIN CONN
6'
0'
3'
N
7"
z
E
J
0
U
BRACE CONN
0 (3) AISI A502 -2 RIVETS
LOAD BEAM 7/16'4 2'oc
HOOK THRU SLOTS
IN COLUMN
CONNECTOR 1 /8V VERT EDGES
14 GA THICK
o
1 -5/8x 3x
3/16' THK
f
J
0
BRACE
3'
N
z
1
J
0
0
4' -0'
UPRIGHT
14' -0'
z
1
J
0
0
14 GA THK
3/8'x 5'x 8'
BASEPLATE
(2) 1/2'0 ANCHORS
1/8 ' 1 -1/2' EA FACE
COLUMN & BASE PL
1-5/8'H x 1' W
STEP
14 GA T IC
HICK
-
2.75"
LOAD BEAM
TYPE "F"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
2000# CAPACITY @ 28', 56', 84', 108', 140', 186'
10, -0'
- LOAD BEAM
-
LOAD BEAM
3'-
LOAD BEAM
3'-
LOAD BEAM
2'-
0]
k7M Me- W 9�. „c 40TH t'. 1 {. LlLNtJE SOUTH Sea lt: °� ti Ito A « si01 `,
LOAD BEAM
1
I 6233 SEGALE PARK DR -1)
II TUKWILA, WA 98188
UPRIGHT
�CONNECTOR r-
0
D
LOAD BEAM
4'-
L1 lU 6
LOAD BEAM ELEVATION
C 1.5 x 1.5 - 1.5
14 GA THK [ 1
2. OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE .
<3) PIN CONN
6'
0'
3'
N
7"
z
E
J
0
U
BRACE CONN
0 (3) AISI A502 -2 RIVETS
LOAD BEAM 7/16'4 2'oc
HOOK THRU SLOTS
IN COLUMN
CONNECTOR 1 /8V VERT EDGES
14 GA THICK
o
1 -5/8x 3x
3/16' THK
f
J
0
BRACE
3'
N
z
1
J
0
0
4' -0'
UPRIGHT
14' -0'
z
1
J
0
0
14 GA THK
3/8'x 5'x 8'
BASEPLATE
(2) 1/2'0 ANCHORS
1/8 ' 1 -1/2' EA FACE
COLUMN & BASE PL
1-5/8'H x 1' W
STEP
14 GA T IC
HICK
-
2.75"
LOAD BEAM
TYPE "F"
PERMANENT PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
2000# CAPACITY @ 28', 56', 84', 108', 140', 186'
10, -0'
LOAD BEAM ELEVATION
10'
8'
0'
4"
4'
4"
3/8x 8x 8 BASEPLATE
(2) 1/2'0 ANCHORS
6'oc EA WAY
FF
6'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
EA CORNER
3/16 11'
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
TYPE "H"
PERMANENT. PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
2000# CAPACITY @ 28', 58', 88', 118', 132', 168'
106' or 108'
LOAD BEAM
LOAD BEAM
3' -O"
LOAD BEAM
1' -2"
2' -6'
LOAD BEAM
LOAD BEAM
1-
O-
D
CONNECTOR
LOAD BEAM
LOAD BEAM ELEVATION
C 1.5 x 1.5 1.5
14 GA THK I-1
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
(3) PIN CONN
0
0
1 -5/8x 3x� 0
3/16' THK
CONNECTOR
14GA THK
2` -6"
2' -6'
2' -4"
BRACE
1/8'
z
X
J
❑
0
BRACE CONN
<3) AISI A502 -2 RIVETS
LOAD BEAM 7/16THRU '4 2'oc
HOOK SLOTS
IN COLUMN
3/8'x 9'x 8'
BASEPLATE UNDER 5x8 PL
<4) 1/2'0 ANCHORS
@ 7'x 6' - oc
1/8 " 1 -1/2' EA FACE
COLUMN & BASE PL
ALTERNATE BASE
1/8 V VERT
NOTES
EDGES
z
E
J
0
0
3/8x 5x 8 BASEPLATE
.(2) 1/2'0 ANCHORS
6'oc
FF
6'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
1.) DESIGNED PER 2009 IBC & ASCE /SEI 7 -05 CHAPTER 15
2.) MATERIAL SPECS: Fy = 55ksi
ALL WELDS E70xx ELECTRODES
6" CONCRETE SLAB 3000psi
ALLOW SOIL PRESSURE 1500psf
3.) SEISMIC Sds =93Xg Sd1 =487.g Design"" Cat.' "D"
4.) LOAD PER LEVEL: SEE NOTE ABOVE ELEVATIONS
5.) ANCHORS TO BE HILTI TZ
MINIMUM OF 3.25" EMBEDMENT PER ESR #1917
SPECIAL INSPECTION IS REQ'd
EX
psi
le&
JAN ,1 Q :2012
REVIEWED FOR
CODE COMPLIANCE
APPROVED
!JUL 07 2011
City of Tukwila
BUILDING DIVISION
RECEIVED
JUN 222011
PERMIT CENTER
LOAD BEAM
-
LOAD BEAM
3'-
LOAD BEAM
2'-
LOAD BEAM
2'-
k7M Me- W 9�. „c 40TH t'. 1 {. LlLNtJE SOUTH Sea lt: °� ti Ito A « si01 `,
LOAD BEAM
2'-
1
I 6233 SEGALE PARK DR -1)
II TUKWILA, WA 98188
0
=CONNECTOR i 2'-
0
I
1
______J
Fo
2'-
(1.
D
D
LOAD BEAM ELEVATION
10'
8'
0'
4"
4'
4"
3/8x 8x 8 BASEPLATE
(2) 1/2'0 ANCHORS
6'oc EA WAY
FF
6'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
EA CORNER
3/16 11'
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
TYPE "H"
PERMANENT. PLAQUE NOT LESS THAN
50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING
2000# CAPACITY @ 28', 58', 88', 118', 132', 168'
106' or 108'
LOAD BEAM
LOAD BEAM
3' -O"
LOAD BEAM
1' -2"
2' -6'
LOAD BEAM
LOAD BEAM
1-
O-
D
CONNECTOR
LOAD BEAM
LOAD BEAM ELEVATION
C 1.5 x 1.5 1.5
14 GA THK I-1
2' OF 1/8'
FILLET WELD
EA END TO COLUMN
BRACE
(3) PIN CONN
0
0
1 -5/8x 3x� 0
3/16' THK
CONNECTOR
14GA THK
2` -6"
2' -6'
2' -4"
BRACE
1/8'
z
X
J
❑
0
BRACE CONN
<3) AISI A502 -2 RIVETS
LOAD BEAM 7/16THRU '4 2'oc
HOOK SLOTS
IN COLUMN
3/8'x 9'x 8'
BASEPLATE UNDER 5x8 PL
<4) 1/2'0 ANCHORS
@ 7'x 6' - oc
1/8 " 1 -1/2' EA FACE
COLUMN & BASE PL
ALTERNATE BASE
1/8 V VERT
NOTES
EDGES
z
E
J
0
0
3/8x 5x 8 BASEPLATE
.(2) 1/2'0 ANCHORS
6'oc
FF
6'
6' CONCRETE SLAB ON GRADE
COLUMN BASE X- SECTION
SAFETY PIN TO RESIST
1000# UPLIFT LOAD
COLUMN -BEAM CONN
1.) DESIGNED PER 2009 IBC & ASCE /SEI 7 -05 CHAPTER 15
2.) MATERIAL SPECS: Fy = 55ksi
ALL WELDS E70xx ELECTRODES
6" CONCRETE SLAB 3000psi
ALLOW SOIL PRESSURE 1500psf
3.) SEISMIC Sds =93Xg Sd1 =487.g Design"" Cat.' "D"
4.) LOAD PER LEVEL: SEE NOTE ABOVE ELEVATIONS
5.) ANCHORS TO BE HILTI TZ
MINIMUM OF 3.25" EMBEDMENT PER ESR #1917
SPECIAL INSPECTION IS REQ'd
EX
psi
le&
JAN ,1 Q :2012
REVIEWED FOR
CODE COMPLIANCE
APPROVED
!JUL 07 2011
City of Tukwila
BUILDING DIVISION
RECEIVED
JUN 222011
PERMIT CENTER
k7M Me- W 9�. „c 40TH t'. 1 {. LlLNtJE SOUTH Sea lt: °� ti Ito A « si01 `,
I 6233 SEGALE PARK DR -1)
II TUKWILA, WA 98188
DRAWN BY
_ CL
SCALE:
STATED
DATE:
6.21.2011
JOB NO:
052605 -001 B
CHECKED BY
JG
SHEET . NO.
OF 1 SHEETS
EXISTING UNDERGROUND
0
x 106"
24-2 3
8"
1'o -0
5 -0 M 10 -6
c- I
x 108" 4E' co108"
&4 "x106"
48" x 108"
00
6"
4P
1114.
N )
a e
HiGH TEMP UPRIGHT
200°
0
CO
58-
o
u)
CNJ
•
EXISTING SPRINKLER RISER
'.;
6"
Elk ��i, t ��� ED
JAN .10.2012
2
9 -6 10 -0 co 10 -6
36" x 0"
36" 120"
I 0-
42" x 12 ! " 42" X'I
42" X'I
FiRE PROTECTION PLAN
SCALE: 1/8" =11-0
SCOPE OF WORK:
1. REPLACE ALL EXISTING BRASS UPRIGHT SPRINKLERS TO K =11.2 UPRIGHTS ONLY.
2. PLAN SUBMITTAL TO & APPROVAL BY CITY OF TUKWILA.
3. MATERIAL$ PER NFPA #13 STANDARDS AS SELECTED BY ARCHER CONSTRUCTION, INC.
4. TESTING PER NFPA #13 & CITY OF TUCWILA
CLARIFICATIONS:
1. REPLACE ALL EXISTING BRASS UPRIGHT WITH RELIABLE 11.2 K FACTOR SPRINKLERS.
2. NO ALTERATIONS TO EXISTING FIRE SPRINKLER SYSTEM PIPING, HANGERS, E.Q. BRACING OR RISER.
3. CEILING HEIGHT @ 271-0".
4. STORAGE CLEARANCE SHALL NOT EXCEED 5' -O" TO 10' -O" FROM CEILING.
EXCLUSIONS:
1. TAXES OF ANY TYPE.
2. ELECTRICAL OF ANY TYPE.
3. UNDERGROUND PIPING OF ANY TYPE
4. STRUCTURAL VERIFICATION & ABATEMENT OF ANY TYPE
5. LABELING, PREP FOR & PRIMING OR PAINTING OF ANY TYPE.
6. RELOCATION OF PIPE FOR WORK OF OTHER TRADES.
iI
BY - EL AMi CI..AMP W/ RETAINING STRAP
-
SiDE BEAM BRACKET
EYE SOCKET
NUT %% PLATE WASHES
KWIK -F3QLT
hC.I -P
AREA � #1
DESIGN CRITERIA:
1) Chapter 12 (12.6.3) For general storage applications, rack storage,
rubber tire storage, roll paper storage, and baled cotton storage being
protected with upright and pendent spray sprinklers with required
densities of greater than 0.34 gmp /ft2, standard- response spray
sprinklers with a K- factor of K =11.2 or larger that are listed for storage
application shall be used. - The existing sprinkler upright protection are
Reliable Mod. G K =8.0 286 °.
2) Chapter 17 (17.1.2.1'1) Decision Tree. Plastics > Group A > Exposed
and Unexpended > Stable. (Chapter 17 Design Criteria)
Chapter 17 (17.2.1.2.1) For group A plastics commodities In cartons,
encapsulated or nonencapsulated in single -, double -, and multiple -row racks,
ceiling sprinkler water demand in terms of density and area of operation shall
be selected from figure 17.2.1.2.1(a) through figure 17.2.1.2.1(f). - Fig.
17.2.1.2.1(d) Single- and double- row racks. (5' to 10' dearance to
ceiling).SEE NOTE 2
2. Ceiling -only protection shall not be permitted for this storage
configuration except where K =11.2 or larger orifice spray sprinklers listed for
storage use are installed. in -rack sprinklers shall not be required, provided
the ceiling sprinkler discharge criterion is increased to .60gpm /ft2 over 2000
ft2 and the ceiling height in the protected area does not exceed 27ft.
After performing the.Hydragiic Calculation using the existing fire sprinkler
system and K =11.2 sprinkler heads, we are able to provide a hydraulic
calculation with the safety pressure required by NFPA -13. NO addition
modifications to the sprinkler system piping or routing will be necessary to
achieve this.
HYDRAULIC DESIGN INFORMATION
THIS BUILDING IS PROTECTED BY A HYDRAULICALLY
DESIGNED AUTOMATIC SPRINKLER SYSTEM..
JOB NAME: PROFESSIONAL PLASTIC
SYSTEM LOCATION: 8233 SEGALE PARK DR. D
DATE OF CALCULATIONS: 6!812011
JOB NUMBER: S11.32
WATERFLOW INFORMATION
STATIC PRESSURE: 140 PSI RESIDUAL PRESSURE: 20 PSI
FLOWING (GPM): 2800 GPM GPM FLOWING 20 PSI: 2600 GPM
DESIGN CRITERIA
DENSITY: .40 • DESIGNED AREA OF DISCHARGE: 2000
OCCUPANCY CLASSIFICATION: GP. A PLASTIC
HEADS CALCULATED: 29
K FACTOR11.2
HEAD SPACING: 84 SQ FT
SPRINKLER MODEL: G XL0
TEMPERATURE RATING: 185°
SYSTEM DEMAND AT BASE OF. RISER
GPM DISCHARGE1597.39 GPMRESIDUAL PRESSURE: 89.52 PSI
HOSE ALLOWANCE: 500 GPM
ARCHER1
CONSTRUCTION, INC
.PHONE: (253) 872-7222 .FAX: (253) 872 -7277
SPRINKLER SYSTEM INFORMATION
PROFESSIONAL PLASTIC
6233 SEGALE PARK DR. D, KENT, WA
High Pile Storage: YES
Rack Storage: YES
Commotilly Class: GI,. A PLASTIC
Max. Storage Ht.: 20?
5'-10' Clearance to Ceiling
Aisle Width: NIA
Encapsulated: NO
Sold Shelving: YES
Flammable- Combustible Liquids: NI
Haz. Materials: NO
WATERFLOW INFORMATION
Static Pressure: 140PSI Residual Piesstrre: 20PSI
Flowing (GPM): 20)OGPM Date: xxhofboor Tnne: xxaoXPM
Location:
SYSTEM TYPES
Wet System : YES Locaion: • 6233 Seale Park Dr. D
Dry System : NO Laa6on: NIA
Antifreeze System : NO Location: N/A
System : Location. N/A
Original Main Drain Test Results: Drain Static psi:
Residual psi:
ARCHER'
CONSTRUCTION, INC
• PHONE: (253)172 -7222 •FAX: (253) 872-7277
NFPA 13 IL4ZARD GP. A PLASTICS
2000 80 iarsios+ was N/A I O° mss 500 GPM 1„,-,r,„=,, 84 SQ. FT.
ARm so, P1 SQ. FT. oPwasa. Pr. alucs wu owau�
SAMNI SIDEWINDER
TOTAL
1597.39 GPM 89.52 PSI cp BOR
S.AMMV1k $UPERSCREW
COACH SCREW ROD
HYDRAULICDESIGN INFORMATION
CEILING FLANGE
U- MO0i•;:
SHORT Si F;AP
WALL BRACKET
TRAPEZE
AREA
WARIER
REMOTE
CODE
APT.
NOSE
IAL OWANCE AuLOWDBANCEE
sns wa
TYPE
lama ma
SPRINKLER
TOTAL SYSTEM
BTS
BOD
BOJ
BOP
BOT
CTS
FO
N
AS
OTS
UNO
-1-
FLO" - STATIC
BOTTOM TO STRUCTURE RESIDUAL
BOTTOM OF DECK .
BOTTOM OF JOIST
BOTTOM OF PURLIN
BOTTOM OF TRUSS
CUT TO SUIT
FIELD ORDER
INSIDE FACE OF WALL
NO AUTO. SPRINKLERS
OPEN TO STRUCTURE NOTES:
UNLESS N01ED 0TIERWISE
RIGID COMING
FlEXIRECOUPLING
GPM FLOWING
DATE & TIME
140 PSI SYM MAKE MODEL SIN#
20 PSI B RELIABLE G XLO R2921
2600 GPM
XXDOCJXXXX
PER:
LOCATION:
TYPE
UPRIGHT
FINISH
BRASS
K -FAL THREAD ORIFICE TEMP CANOPY QTY
K =11.2 %" " /s" 200° 388
REVIEWED FOR
CODE COMPLIANCE
APPROVED
•
JUL. 0 7 2011
City of Tukwila
BUI DING DiVISi
PROTECTION OF PLASTIC AND RUBBER COMMODITIES THAT ARE STORED ON RACKS
Single -, double -, and multiple -row racks
0.45 gpm/ft2 per 2000 ft2
(18.3 mm/min per 186 m2)
5 ft to 10 ft (1.5 m to 3.1 m) clearance to telling
See Notes 1, 2, and 5
8 ft (2.44 m maximum between . prinklers
❑❑ADEAI J I A
E80'D EI 1 1 IL
E i°1
Plan View
MEI
OMEN
PIMP
MUM
E El E]
UP A ❑o❑ A
❑FREE
II
ETT-I
III
AI
Elevation View
Single -, double -, and multiple -row racks
0.30 gpm/ft2 per 2000 ft2
(12.2 mm /min per 188 m2)
11
1 VI
Ill
5 ft to 10 ft (1.5 m to 3.1 m) clearance to ceiling
See Notes 2, 3, and 5
8 ft (2.44 m) maximum between sprinklers
DE]
[.:10 A E ❑ E
A
E2L
Do ❑ ❑--+ I I I
AEJ❑ARR.
LD5OL RRR
DECIDE
A
S
L
E
Plan View
E
Notes: Elevation View
1. Single level of in -rack sprinklers (h in. or Was in. (12.7 mm or 13.5 mm) operating at 15 psi (1.03 bar) minimum] Installed as Indicated In the
transverse flue spaces.
2. Ceiling -only protection shall not be permitted for this storage configuration except where K -11.2 or larger orifice spray sprinklers listed for storage
use are Installed. In -rack sprinklers shall not be required, provided the ceiling sprinkler discharge criterion Is Increased to 0.6 gpm/ft2 (24 mm/min)
over 2000 n2 (186 m2) and the ceiling height in the protected area does not exceed 27 ft (8.2 m).
3.1We levels of in -rack sprinklers ph in. or 1%2 In. (127 mm or 13.5 mm) operating at 15 pal (1.03 bar) minimum] Installed as Indicated and staggered
in the transverse flue space.
4. Single level of in -rack sprinklers r2/3. in. (13.5 mm) operating at 15 psi (1.03 bar) or l//z In. (12.7 mm) operating at 30 psi (2.07 bar) minimum].
installed on 4 ft to 5 n (1.22 m to 1.52 m) spacings located, as Indicated, in the longitudinal flue space at the Intersection of every transverse flue space.
5. Each square represents a storage cube measuring 4 ft to 5 ft (1.22 m to 1.52 m) on a side. Actual load heights can vary from approximately 18 in.
(0.46 m) up to 10 ft (3.05 m). Therefore, there could be as Iew as one load or as many as six or seven loads between in•redk sprinklers that are
spaced 10 ft (3.05 m) apart vertically.
Single -, double -, and multiple -row ranks
0.30 gprrJn2 per 200052
(12,2 mm/min per 188 m2)
5 ft to 10 ft (1.5 m to 3.1 m) clearance to ceiling
See Notes 2, 3, and 6
8 ft 2.44 m) maximum between sp inklers
Plan View
RARj
EI A l'
L RREE I
A
E
A
a
E
mum
maw
pow
PRIM
wwww
MUM
■RR■
Eleve ion View
Single -, double -, and multiple -row ranks
0.30 gpm/ft2 per 2000 ft2
(12.2 mm /min per 186 m2)
5 ft to 10 ft (1.5 m to 3.1 m) clearance to ceiling
See Notes 2, 4, and 5
8 ft (2;44 m) maximum between sprinklers
Plan View
A
S
L
EADEA1V I IA
E$❑OL 1
DEERE 1 1
Elevation View
I I
1 I I
13-177
FIGURE 17.2.1.2.1(d) 20 ft (6.1 na) Storage; 5 ft to 10 ft (1.5 m to 3.1 m) Clearance to Ceiling.
VICINITY MAP
SCALE: N.T.S.
ARCH.E.R1
CONSTRUCTION, INC
PROFESSIONAL PLASTICS
6233 SEGALE PARK DR. D
TUKWILA, WA 98188 • RECEIvEr
FIRE SPRINKLER
PLANS
PERMIT NO: -
JOB NO: • 811-32
AUTHORITY: CITY OF TUKWILA
TOTAL PROJECT SPRINKLERS • 388
TOTAL SPRINKLERS THIS SHEET
368
FIRE SPRINKLER. DIVISION
7855 S 206TH STREET, KENT, WA 98032
PHONE 253 -872 -7222 FAX 253 -872 -7277
CONTRACTOR: Professional Plastics
6412 S. 196th St.
Kent, Wa
P ONE: 25.3- 872 -7430
JUN 2 2 2011
PERMIT CENTER
DESIGNER: P.DELGADO
SCALE:
DATE: TODAY'S DATE
REVISED 11
PLOTTED 1.1
FP1OF1.
400 RIPS
1
pl
r".-1 n �
T5-717C31-152—
39'
57
D
18' -3"
36" x 106"
D
800 AMPS
20' -2"
159' -9"
48" x 108"
48" x 108"
48" x 108" 48" x 108"
48" x 108"
48" x 108" 48" x 108"
r--
44" x 1.06"
44" x 1.06"
110' -10"
44" x 108"
44" x 108"
44" x 108 "
.p
__
�--
��
�-,
48" x 108"
48" x 108"
48" x 108"
48" x 108"
48" x 108"
44" x 106"
44" x 106"
44" x 106"
44" x 106"
44" x 106"
44" x 106"
44" x 106"
48" x 108"
48" x 108"
48" x 108" 48" x 108"
48" x 108"
48" x 108" 48" x 108"
r--
44" x 1.06"
44" x 1.06"
110' -10"
44" x 108"
44" x 108"
44" x 108 "
.p
x-
21' -11"
24' -5"
O
A
36" x 108"
A
F
F
F
F
28' - 8"
36" x 120"
36" x 120"
O
35,-7,,
JAN .102012
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUL 0 7 2011
City of Tukwila
BUILDING DIVISION
36" x 120" j[36" x 120"
E
E
36" x 1.20 " 36" x 106"
36" x 106" ( 36" x 106"
229' -10"
PLA\ VHW
122
DESCRIPTION
esz
Cej
CO
ENGINEERED PRODUCTS A PAPS
(3)
9883 40TH AVENUE SOUTH
206 - 394 -3300
b11
SCALE: 1/8" = 1'--0"
8 �o
PLAN NORTH
RECEIVED
JUN 2 2 2011
PERMIT CENTER
DRAWN BY
CL
SCALE:
STATED
DATE:
6.21.2011
JOB NO:
052605 -001B
CHECKED BY:
JG
SHEET NO.
1
OF 1 SHEETS"
FILE COPY
permit No.
.. _.1 ... It "O. I
59'
„
L.
48" x 108"
48" x 108"
48" x 108"
48" x 108"
48" x 108"
44" x 106"
44" x 106"
44" x 106"
44" x 106"
44" x 106"
48" x 108"
48" x 108"
44" x 144"
-13"
x 108"
48" x 108"
48" x 108"
44" x 106"
44" x 106"
44" )kl 106"
44" x 106"
44" x 106"
41' -1 "
CO
32' -8"
93'
0�
44" x 108"
44" x 108"
44" x 144"
cdp
0
0
0
57
„
a/
24' -5"
44" x 106"
I 44" x 108"
44" x 108"
18'
27' -4"
�VJ
42" x 106"
42" x 106"
42" x 106"
42" x 108"
//
0 0
144' —10"
0
0 12' -3"
24' -5"
co
y)
1
0
a)
9883 40TH AVENUE SOUTH
EXPO`" IUD
JAN 1 ;ZOiZ
32' -2"
13'
Fax: 206 - 575 -6688
206 - 394 -3, ,00
0
0_
36" x 106"
36" x 108"
36" x 120"
36" x 120"
6" x 120"
36" x 120"
36" x 120"
36" x 120"
36" x 106"
36" x 106"
36" x 106"
36" x 106"
48" x 106"
48" x 106"
48" x 106"
48" x 108"
36" x 106"
36" x 106"
36" x 108"
36" x 108"
36" x 120"
36" x 120"
36" x 120"
36" x 120"
36" x 120"
36" x 120"
36" x 120"
36" x 106"
36" x 106"
36" x 106"
36" x 106"
229' —10"
PLAN V
W
REVIEWED FOR
CODE COMPLIANCE
APPROVED
'JUL 0 7 2011
I �6
SCALE: 1/8" = 1' -0"
City of Tukwila
BUILDING DIVISION
CI OFTUKVNLA
JUL 01 2011
PERMIT CENTER
CORRECTION
cr) 101.01-• i(lop
DRAWN BY:
CL
SCALE:
STATED
DATE:
6.21.2011
JOB NO:
052605 -001 B
CHECKED BY:
JG
SHEET NO.
10
OF 5. SHEETS