HomeMy WebLinkAboutPermit D10-353 - WESTFIELD SOUTHCENTER MALL - SEISMIC UPGRADESWESTFIELD MALL
STRUCTURAL UPGRADES
2800 SOTJTHCENTER MALL
D10 -353
City otkukwila
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
DEVELOPMENT PERMIT
Parcel No.: 9202470010
Address: 2800 SOUTHCENTER MALL TNKW
Suite No:
Project Name: WESTFIELD MALL - SEISMIC UPGRADE
Permit Number: D 10 -353
Issue Date: 03/21/2011
Permit Expires On: 09/17/2011
Owner:
Name: WESTFIELD PROPERTY TAX DEPT
Address: PO BOX 130940 , CARLSBAD CA 92013
Contact Person:
Name: MARK HILLIARD
Address: 2601 4 AV #350 , SEATTLE WA 98121
Contractor:
Name: B N BUILDERS INC
Address: 2601 4 AV STE 350 , SEATTLE WA 98121
Contractor License No: BNBUII *990K3
Phone: 206 718 -1896
Phone: 206 382 -3443
Expiration Date: 09/12/2011
DESCRIPTION OF WORK:
SEISMIC UPGRADE TO EXISTING BRACE FRAME
Value of Construction: $10,000.00 Fees Collected: $464.52
Type of Fire Protection: International Building Code Edition: 2009
Type of Construction: IIB Occupancy per IBC: 0019
Electrical Service Provided by:
* *continued on next page **
doc: IBC -7/10
D10 -353 Printed: 03 -21 -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:
Permit Center Authorized Signature:
N
Date:
I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances
governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to
construction or the performance of wor • . am aut
to this permit.
Signature:
c
ve authority to violate or cancel the provisions of any other state or local laws regulating
• • ed to sign and obtain this development permit and agree to the conditions attached
Print Name: MAYiAG. A LI
Date: 3 +2.I,I
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 CONDTPIONS * **
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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center
(206/431- 3670).
4: 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.
5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by
a Washington Association of Building Official Certified welder.
6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications.
7: When special inspection is required, either the owner or the registered design professional in responsible charge,
doc: IBC -7/10
D10 -353 Printed: 03 -21 -2011
shall employ a special inspection agency a tify the Building Official of the appointment r to the first
building inspection. The special inspector sfurnish inspection reports to the Building Of OW in a timely manner.
8: 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.
9: All construction shall be done in conformance with the approved plans and the requirements of the International
Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code.
10: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila
Building Department (206- 431 - 3670).
11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building
Department (206- 431 - 3670).
12: 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.
doc: IBC -7/10
D10-353 Printed: 03 -21 -2011
CITY OF TUKW►LA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
hup://www c i. tulavi (a. wa. us
SITE LOCATION
Building Permit No.
Mechanical Permit No.
Plumbing /Gas Permit No.
Public Works Permit No,
big
Project No.
(For office use only)
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
* *Please Print **
King Co Assessor's Tax No.: 619,0 2_14,1 -b®t 0
Site Address: 2800 . Soonte.. iSrtY .. MALL Suite Number: Floor:
Tenant Name: W esTF1 ' New Tenant: ❑ Yes No
Property Owners Name: W is'STV11:14,0 LLC
Mailing Address: '2 O SourHtt-t.yrwk. M Ak .. , TII1Ci MLA
City
wA
State
48188
Zip
CONTACT PERSON - who do we contact when your permit is ready to be issued
Name: MAP*. 4-rit,r uA000 Day Telephone: 2.0 10 r%ito
Mailing Address: 2( OI 4T" A lE. 03i0 Soma A)& 18114
City State Zip
E -Mail Address: Wvvirkln P brn bat 1dGY s.Go nn Fax Number: to tp S%t .5 � 410
GENERAL CONTRACTOR INFORMATION —
(Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5))
Company Name: emea sow) tR t we., c
Mailing Address: 21001 s�T l4 Ad E 4 -3 5O S ewr W q 812.1
Contact Person: 4P 2•V. 441 tj_ - b. %
E -Mail Address: Pvk rld) bn bur Ickrs. G4W►
Contractor Registration Number: TdI4154i $ ittlque3
City State Zip
Day Telephone: 2.0 (0 1 r g 1$110
Fax Number: 2b(. '382.31 a}b
Expiration Date: 1A .1,$.
ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record
Company Name: 14/P
Mailing Address:
Contact Person:
E -Mail Address:
City
Day Telephone:
Fax Number:
State
Zip
ENGINEER OF RECORD - All pia .
must be wet stamped by Enginee
of Record
Company Name: k e 1R3
Mailing Address: SOD FiFmk & 1 ''$OO ■ Sti1rTI,. 9 it109
City State Zip
Day Telephone: ZCg0 340 22.55
E -Mail Address: Fax Number: 24,40 340 22Lptp
Contact Person: ACCole. P H
H:\Applications\Forms- Applications On Line\2009 Applications \I-2009 - Permit Application doc
Revised: 1-2009
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Page 1 of 6
BUILDING PERMIT INFORM ZION - 206 - 431 -3670
Valuation of Project (contractor's bid price): $ 101 000 Existing Building Valuation: $
Scope of Work (please provide detailed information): SriSMr G. l3pC,edko e. *b far riAlC4
saw, e triwkivie
Will there be new rack storage? ❑ Yes
'NI.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
•
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes No If "yes ", explain:
FIRE PROTECTION /HAZARDOUS MATERIALS:
❑ Sprinklers ❑ Automatic Fire Alarm
None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes
▪ No
If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
•
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Page 2 of 6
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
,.. IBC
I :t Floor
2 "d Floor
3rd Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
•
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes No If "yes ", explain:
FIRE PROTECTION /HAZARDOUS MATERIALS:
❑ Sprinklers ❑ Automatic Fire Alarm
None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes
▪ No
If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
•
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Page 2 of 6
PERMIT APPLICATION NOTES _ Applicable to'alliiehnit;iiiribis.lii.PACAliii0
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.
}
Date: 112.2.q. 9
BUILDING OWNS R AUTHQRIZED AGENT:
p
Signature: �A•�
Print Name: PAP e. A %Vildk A flJ
Day Telephone: 2046 .111%. 9 Saito
Mailing Address: ZCIC 4 ME 3S0 AYT Ty IN 141/4 418 $24
State
Zip
Date Application Accepted:
i
' ^
Date Application Expires:
at
(�1 ( 1
(
Staff Initials: Ali
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PLUMBING AND GAS PIPIT ..- ERIVIIT INFORMATION'.= ~206 =431=
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 Project (contractor's bid price): $
Scope of Work (please provide detailed information):
Building Use (per Int'I Building ode):
Occupancy (per Int'l Building Co. `, :
Utility Purveyor: Water:
ewer:
Indicate type of plumbing fixtures and /or s piping outlets being in , :lled and the quantity below:
Fixture Type:
Qty
Fixture T , e:
Qty
; ` ixture Type:
Qty
Fixture Type:
Qty
Bathtub or combination
bath/shower
Bidet
Clothes washer, domestic
Dental unit, cuspidor
Dishwasher, domestic,
with independent drain
Drinking fountai r
water cooler (per h- d)
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 an .: sr 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 a. alteration of
water ping and /or water
trea ent equipment
Repair or alteration of
•_rainage 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
::ckflow protective
. evice other than
atmospheric -type vacuum
breakers 2 inch (51 mm)
diameter or smaller
Bac -_7 ow protective device
other : : n atmospheric -type
vacuum i\,'reakers over 2
inch (51 ' , ) 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 o', . ets
H: Applications Yorms- Applications On- Line\2009 Applications11-2009 Permit Application.doc
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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
RECEIPT
Parcel No.: 9202470010 Permit Number: D10 -353
Address: 2800 SOUTHCENTER MALL TUKW Status: APPROVED
Suite No: Applied Date: 12/29/2010
Applicant: WESTFIELD MALL - SEISMIC UPGRADE Issue Date:
Receipt No.: R11 -00548
Initials:
User ID:
WER
1655
Payment Amount: $283.30
Payment Date: 03/21/2011 01:04 PM
Balance: $0.00
Payee: B N BUILDERS
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Check 56936 283.30
Authorization No.
ACCOUNT ITEM LIST:
Description
Account Code Current Pmts
BUILDING - NONRES
STATE BUILDING SURCHARGE
000.322.100
640.237.114
Total: $283.30
278.80
4.50
doc: Receipt -06 Printed: 03 -21 -2011
1111 1110
wq� City of Tukwila
�.4 y Department of Community Development
�. Gl 6300 Southcenter Boulevard, Suite #100
``'' Tukwila, Washington 98188
?I Phone:206- 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www. ci. tukwi la. wa. us
RECEIPT
Parcel No.: 9202470010 Permit Number: D10-353
Address: 2800 SOUTHCENTER MALL TUKW Status: PENDING
Suite No: Applied Date: 12/29/2010
Applicant: WESTFIELD MALL - SEISMIC UPGRADE Issue Date:
Receipt No.: R10 -02583
Payment Amount: $181.22
Initials: JEM Payment Date: 12/29/2010 03:57 PM
User ID: 1165 Balance: $283.30
Payee: MARK & TRACEY HILLIARD
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Check 11682 181.22
Authorization No.
ACCOUNT ITEM LIST:
Description
Account Code Current Pmts
PLAN CHECK - NONRES
000.345.830 181.22
Total: $181.22
doc: Receiot -06 Printed: 12 -29 -2010
, 1 '1! !I
;.iii I .1 •
ID to -3 53
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.... PERMIT NO.
CITY OF'TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670
Permit Inspection_ Request Line (206) 431 -2451
Pro'ec •
g 4444
Type o Inspection
■
Address:
VOI .: s. ivy- i t
Date Galled:
Le-1--4 e
Special Instructions: •
z) ,5 S 0 76 03
5 r4 ,cc; . ✓? GrA
• .
Date Wanted:.
1 1 —'4 — I 1
�,gdN
p.m.
Requester:
M ill K
Phone No:
-7(8-'(o y 5i
•
•
•
Approved per applicable codes. Corrections required prior to approval.
COMMENTS: .
�Pa AA fti-s _r' 7 N A (
Le-1--4 e
(•. `.t anvo.ws - 1,4 prt,,.4 1
4
pect
'Dail:
INSPECTIQN.FEE REQUIRED. Pri,• r to next inspection. fee must be
paiat 6300 Sbuthcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
re
PERMIT NO.
1-
(206)431 -3670
Project:
Type of Inspection:
/
.,_..0 /t/S }��l%7 %'J 45 )� // i/E'J/e‘s /et-i-'7 - L i A
'/j // , r - d , P .---;A.6-1/ At70-40 Y "A/ L-67T�%�
Address:
C9■3o0 07 ft//
Date Called:
Special Instructions:
Date Wanted:
e-3 -//
rfi`
P.
Requester:
Phone No:
— .)46-2.,6
-!!°96.
0 Approved per applicable codes.
ElCorrections required prior to approval.
COMMENTS: 7---0
\ ...cif .5',/ ,r' 1A- /!!1401S 4-7-Aa(// rf (.
/
.,_..0 /t/S }��l%7 %'J 45 )� // i/E'J/e‘s /et-i-'7 - L i A
'/j // , r - d , P .---;A.6-1/ At70-40 Y "A/ L-67T�%�
Inspe • r:
m/ ..„
.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be
id at 6300 Southcenter tvd., Suite 100. Call to schedule reinspection.
Date:
R-ceipt No.:
(Date:
_
MAYES TESTING ENGINEERS, INC.
October 12, 2011
City of Tukwila
Building Department
6200 South Center Blvd
Tukwila, WA 98188 -8188
Attention: Building Official
Re: Westfield Southcenter Seismic Upgrade Final Letter
2800 Southcenter Mall Permit No. D10 -353
Tukwila, WA
Project No. L11321
Gentlemen,
SeaWCe afire
20225 CedarValy Road
Suite 110
Lynwood, WA 98036
0h425.742.9360
fax 425.745.1737
Tacama OBce
10029 S. Taooma Way
Suite E -2
Tacoma, WA98499
ph 253.584.3720
fax 253.584.3707
AwtlandO/Boe
7911 NE 33rd Drive
Suite 190
Pbriland, OR 97211
ph 503.281.7515
fa;<503281.7579
This is to inform you that registered special inspections have been completed for this project as
per our reports, copies of which have been sent to you.
Special inspection was provided for:
• Structural Steel Welding
• Proprietary Anchors
To the best of our knowledge, all work inspected was either performed in accordance with, or
corrected to conform to, the city approved drawings, or engineer approved changes.
We trust this provides you with the information that you require. Should you have any questions
please call us at 425/742 -9360.
Sincerely,
Mayes Testing Engineers, Inc.
Timothy G. Beckerle, P.E.
Branch Manager
u
• iI r
.1t.
•
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? {
4l4Y4q
—tiPas
x
MAYES TESTING ENGINEERS, INC.
Project No.
Project
Address
Permit No.
Bldg Dept.
L11321
Westfield Southcenter Seismic Upgrade
2800 Southcenter Mall, Tukwila, WA
D10 -353
City of Tukwila
Engineer ABKJ
Contractor BN Builders, Inc.
Record No. 005
Date 8/2/2011
Weather
Inspection Structural steel
Sample(s) --
fr
Seattle Office
20225 Cedar Valley Road
Site 110
Lyrrtwood, WA 98036
ph 425.742.9360
to 425.745.1737
Tacoma office
10029 S. Tacoma Way
Stile E -2
Tacoma, WA 98499
ph 253.584.3720
fax 253.584.3707
Fbrtland Office
7911 NE 33rd Dime
Site 190
Portland, OR 97211
503281.7515
fax 503281.7579
Performed ultrasonic testing on welds for the top flange doubler plate on grid Q/18, and bottom
flange doubler plate at grid Q/19. Welds were acceptable to AWS D1.1 Table 6.2.
Performed visual inspection on welding stiffeners at the column base at grid Q/19, as shown on
detail 3/S.2. Welds were in compliance with AWS D1.1.
To the best of our knowledge, all items inspected today are in conformance with approved plans
and specifications.
Inspector: Mike Virgilio
Reviewed By:
Kevin Graham
Senior Project Manager
Page 1 of 1
MAYES TESTING ENGINEERS, INC
20225 Cedar Valley Road, Suite 110 Ph 425.742.9360
Lynnwood, WA 98036 Fax 425.745.1737
10029 S. Tacoma Way, Suite E -2
Tacoma, WA 98499
7911 NE 33rd Drive, Suite 190
Portland, OR 97211
Specification: AWS D1.1
Ph 253.584.3720
Fax 253.584.3707
Ph 503.281.7515
Fax 503.281.7579
UT Equipment:
Model: USN 58L
Serial
No.:
01WR68
Page 1 of 1
Ultrasonic Examination Report
Project No.: L11321 Date: 8/2/2011
Project: Westfield Southcenter Seismic Upgrade
Weld Process: ❑ SMAW ® FCAW ❑ GMAW El SAW
Transducer: Method:
Freq.: 2.25 MHz ❑ Long ® Shear ® IIW El DSC
Calibration Block:
Size: 3/4 x 3/4
❑ Other
❑ Other
4.
f.
l.ocationWed
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ength
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Q/18
TF
70
60
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Northeast
TF
70
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Northwest
TF
70
60
X
Southeast
TF
70
60
X
Southwest
Q/19
BF
70
60
X
Inspector: Mike Virgilio
Level: II
MTE 1521 -2C. Rev 0, 712/07
MAYES TESTING ENGINEERS, INC.
Project No. L11321
Project Westfield Southcenter Seismic Upgrade
Address 2800 Southcenter Mall, Tukwila, WA
Permit No. D10 -353
Bldg Dept. Tukwila
Contractor BN Builders, Inc.
Record No. 001
Date 7/25/2011
Weather --
Inspection Project management
Sample(s) --
RECEIVED
CITY OP TUKWILA
JUL 2 8 2011
PERMIT CENTEP
Seattle Office
20225 Cedar valeyRoad
Stile 110
Lyrnwood, WA 98036
ph 425.7429360
fax 425.745.1737
Tacoma office
10029 S. Tacoma Way
Suae E-2
Tacoma, WA 98499
01 253.584.3720
fa( 253.584.3707
Portland Office
7911 NE 33rd Drive
Stine 190
Portland, OR 97211
ph 503281.7515
fax 503281.7579
Made a visit to the jobsite to review the project scope of work with the welding contractor and
evaluate the weld conditions. Reviewed the contractors weld procedures and found them in
compliance with AWS D1.1.
Discussed the ultrasonic test procedures and conditions for the proposed weld joints.
Looked at the fit -up of some column splice welds and column to continuity plates. Found these
joints in compliance with AWS D1.1 and the structural drawings.
To the best of our knowledge, all items inspected today are in conformance with approved plans
and specifications.
Inspector: Mike Virgilio
Reviewed By:
Tw ."'")
Timothy G. Beckerle, P.E.
Branch Manager
Page 1 of 1
ABKJI
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Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS
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25 January 2011
ABKJ Project Number (10141.00)
Volume (1 of 1)
Westfield Shoppingtown Southcenter
Phase VI Seismic Upgrade
Permit Comment Responses - Structural Analysis
Tukwila, WA REVIEWED FOR
CODE COMPLIANCE
FEB 2 2 2011
Submitted to:
Westfield Corporation
633 Southcenter
Seattle, WA 98188 -2888
Tel: (206)- 246 -0423
Fax: (206)- 244 -8607
City of Tukwila
BUILDING DIv1,4m
FEB - 7 2011
ABKJ�
ANDERSEN • BJORNSTAD • KANE • JACOBS
Consulting Civil and Structural Engineers STRUCTURAL ENGINEERING CALCULATIONS
800 Fifth Avenue, Suite 2500 Seattle, Washington 98104 Tel: 206.340.2255 I Fax: 206.340.2266 www.abkj.com
25 January 2011
ABKJ Project Number (10141.00)
Index to Structural Calculations:
Partial Lateral Seismic Design
STADDPro Evaluation Frame Models
Upgrade Member Design and R1SA 2D Model
Pages:
L1 -- L4A
E1 -- E26
U1 -- U9
ABKJII
ANDERSEN • BJORNSTAD • KANE • JACOBS
Consulting Civil and Structural Engineers
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PROJECT W s T P///%�.1� .StE/ SNJ / G (/PG 12111)E- JOB # 07 / D O DATE
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Home 1 Advanced Find 1 Famous Places 1 Web Services 1 About 1 Bing Maps
f" TheNafione/Nfap Q/633 Southcenter Mall, Tukwila, WA 98188 -2816
Tukwila, Washington, United States 6/13/2002
Download 1 E -mail 1 Info 1 Print 1 Order Photo 1 Bing Maps
• •
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Longitude
Latitude
17.15-)27; 47.45867
GO
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Size
Urban Areas
Aerial Photo
Image courtesy of the U.S. Geological Survey
USGS Online Stream Gauging Stations:
®USGS Green R at Tukwila, WA
Source = 300951 Running Time 15.63 ms
ei 2010 Microsoft
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Server= TK2TERRAWEB21
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http:// msrmaps. com /image.aspx ?T= 4 &S= 10 &Z =10 &X= 2778 &Y =26281 &W =1 &qs= 633 +... 1/20/2011
Project Name = Westfield South Center Mall
Date = Thu Jan 20 10:37:36 PST 2011
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 47.45867
Longitude = - 122.26102
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 0.05000000074505806 deg grid spacing
Period Sa
(sec) (g)
0.2 1.427 (Ss, Site Class B)
1.0 0.489 (S1, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 47.45867
Longitude = - 122.26102
Spectral Response Accelerations SMs and SM1
SMs =Fax Ss and SM1 =FvxS1
Site Class D- Fa= 1.0 ,Fv = 1.511
Period Sa
(sec) (g)
0.2 1.427 (SMs, Site Class D)
1.0 0.738 (SM1, Site Class D)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 47.45867
Longitude = - 122.26102
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2 /3xSM1
Site Class D - Fa = 1.0 ,Fv = 1.511
Period Sa
(sec) (g)
0.2 0.952 (SDs, Site Class D)
1.0 0440- (wi1 C( 0)
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ANDERSEN • BJORNSTAD • KANE • JACOBS
Consulting Civil and Structural Engineers
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ANDERSEN • BJORNSTAD • KANE • JACOBS
Consulting Civil and Structural Engineers
800 Fifth Avenue, Suite 2500 Seattle,Washington 98104
PROJECT W'F1)
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Consulting Civil and Structural Engineers
800 Fifth Avenue, Suite 2500 Seattle,Washington 98104
Tel: 206.340.2255 I Fax: 206.340.2266 www.abkj.com
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ANDERSEN • BJORNSTAD • KANE • JACOBS
Consulting Civil and Structural Engineers
800 Fifth Avenue, Suite 2500 Seattle,Washington 98104
PROJECT
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Job No
07141.00
Sheet No
1
Part
Rev
Job Tine WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
By DSJ Dat€06- Dec -10
Chd DSJ
File JumperFrame.std IDaterrime 06- Dec -2010 09:53
3.200 kip
.3.700 kip .288.000 Ibflft
- 288.000 IblIft
-3.700 kip
- 2288.000 Ibfth
X:1.097 In
36
W8X24
W8X24
36
oad 3 : DO:placrnicn:
Displacement - In
Whole Structure Loads 0.890082kip:lft Displacements 12in:1ft 3 DL +SEISMIC
Print Time/Date: 06/12/2010 10:14
STAAD.Pro for Windows 20.07.02.15
Print Run 1 of 1
Software licensed to ABKJ
Job No
07141.00
Sheet No
1
. -2/ &2.
Rev
Pan
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
BY DSJ Date06- Dec -10
Chd DSJ
File JumperFrame.std IDate/T'"1e 06- Dec -2010 09:53
Job Information
I Structure Type 1 PLANE FRAME
Number of Nodes
Engineer
Checked
Approved
Name:
DSJ
DSJ
DHB
Date:
06- Dec -10
3
DL +SEISMIC
I Structure Type 1 PLANE FRAME
Number of Nodes
6
Highest Node
6
Number of Elements
5
Highest Beam
5
I Number of Basic Load Cases
2
Number of Combination Load Cases
1
Included in this rintout are data for.
I All 1 The Whole Structure
Type
UC
Name
Primary
1
DEAD
Primary
2
SEISMIC
Combination
3
DL +SEISMIC
Nodes
Node
X
(ft)
Y
(ft)
Z
(ft)
1
0.000
0.000
0.000
2
24.000
0.000
0.000
3
0.000
17.000
0.000
4
24.000
17.000
0.000
5
-4.000
17.000
0.000
6
28.000
17.000
0.000
Beams
Beam
Node A
Node B
Length
(ft)
Property
0
(degrees)
1
5
3
4.000
2
0
2
3
4
24.000
2
0
3
4
6
4.000
2
0
4
1
3
17.000
1
0
5
2
4
17.000
1
0
Print Time/Date: 06/12/2010 10:02
STAAD.Pro for Windows 20.07.02.15
Print Run 1 of 3
• /4 Software licensed to ABKJ
Job No
07141.00
Sheet No
E3/eu,
2
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
By DSJ DatE06- Dec -10
Chd DSJ
File JumperFrame.std I Date/rime 06-Dec -2010 09:53
Section Properties
Prop
Section
Area
In
la
J
Material
STEEL
29E 3
(in2)
(in4)
(in4)
(in4)
STAINLESSSTEEL
1
W8X24
7.080
18.300
82.800
0.314
STEEL
2
W16X36
10.600
24.500
448.000
• 0.502
STEEL
Materials
Mat
Name
E
(kip/in2)
v
Density
(kip/in3)
a
(1PF)
1
STEEL
29E 3
0.300
0.000
6.5E -6
2
STAINLESSSTEEL
28E 3
0.300
0.000
9.9E -6
3
ALUMINUM
10E 3
0.330
0.000
12.8E -6
4
CONCRETE
3.15E 3
0.170
0.000
5.5E -6
Supports
Node
X
(kip/in)
Y
(kip/in)
Z
(kipfin)
rX
(kipitldeg)
rY
(kip-ft/deg)
rZ
(kip deg)
1
Fixed
Fixed
Fixed
Fixed
Fixed
Fixed
2
Fixed
Fixed
Fixed
Fixed
Fixed
Fixed
Releases
There is no data of this type.
Basic Load Cases
Number
Combination UC Name
Name
1
DEAD
3
2
SEISMIC
DEAD
Combination Load Cases
Comb.
Combination UC Name
Primary
Primary UC Name
Factor
3
DL +SEISMIC
1
DEAD
1.00
-
-
2
SEISMIC
1.00
Node Loads : 1 DEAD
Node
FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip'in)
MY
(kip'in)
MZ
(kip -in)
5
-
-3.700
-
-
-
-
6
-
-3.700
-
-
-
-
Print Time/Date: 06/12201010:02
STAAD.Pro for Windows 20.07.02.15 Print Run 2 of 3
• Software licensed to ABKJ
Job No
07141.00
Sheet No
3
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
By DSJ Datt06- Dec -10
Chd DSJ
File JumperFrame.std IDate/Time 06- Dec - 201009:53
Beam Loads : 1 DEAD
Beam
Type
Direction
Fa
Da
(ft)
Fb
Db
Ecc.
(ft)
1
UNI . Ibf/ft
GY
- 288.000
-
-
-
-
2
UNI Ibf/ft
GY
- 288.000
-
-
-
-
3
UNI Ibf/ft
GY
- 288.000
-
• -
-
-
Selfweiqht : 1 DEAD
Direction
Factor
Y
-1.000
Node Loads : 2 SEISMIC
Node
FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip -in)
MY
(kip'in)
MZ
(kip-in)
5
3.200
-
-
-
-
-
6
• 3.200
-
-
-
-
Print Time/Date: 06/12/2010 10:02
STAAD.Pro for Windows 20.07.02.15
Print Run 3 of 3
aol
Software licensed to ABKJ
Job No
07141.00
Sheet No
1
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
By DSJ
Date06- Dec -10
Chd DSJ
File JumperFrame.std IDatemme 06-Dec-2010 09:53
e Displacement Summary
Beam Displacement Detail Summary
Ulsplacemenrs
Node
UC
X
(in)
Y
(in)
Z
(in)
Resultant
(in)
rX
(rad)
rY
(rad)
rZ
(rad)
Max X
6
3:DL +SEISMIC
1.097
-0.093
0.000
1.101
0.000
0.000
-0.002
Min X
3
1:DEAD
-0.000
-0.009
0.000
0.009
0.000
0.000
0.000
Max Y
5
2:SEISMIC
1.097
0.060
0.000
1.098
0.000
0.000
-0.001
Min Y
.6
3:DL +SEISMIC
1.097
-0.093
0.000
1.101
0.000
0.000
-0.002
Max Z
1
1:DEAD
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Min Z
1
1:DEAD
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Max rX
1
1 :DEAD
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Min rX
1
1:DEAD
0.000
0.000
0.000
0.000
. 0.000
0.000
0.000
Max rY
1
1:DEAD
0.000
0.000
0.000
0.000
0.000.
0.000
0.000
Min rY
1
1:DEAD
0.000
0.000
0.000
0.000
• 0.000
0.000
0.000
Max rZ
5
1:DEAD
-0.000
-0.033
0.000
0.033
0.000
0.000
0.001
Min rZ
6
3:DL +SEISMIC
1.097
-0.093
0.000
1.101
0.000
0.000
-0.002
Max Rst
6
•3:DL +SEISMIC
1.097
-0.093
0.000
1.101.
0.000
0.000
-0.002
Beam Displacement Detail Summary
Ulsplacemenrs
snown ,n
Beam
I,COG,,,uu.o,c mu
UC
r.`.c,,.... �....
d
(ft)
.......... •
X
(in)
Y
(in)
Z
(in)
Resultant
(in)
Max X
3
3:DL +SEISMIC
4.000
1.097
-0.093
0.000
. 1.101
Min X
5
1:DEAD
11.900
-0.005
-0.006
0.000
0.008
Max Y
• 1
2:SEISMIC
0.000
1.097
0.060
0.000
1.099
Min Y
3
3:DL +SEISMIC
4.000
1.097
-0.093
0.000
1.101
Max Z
1
1:DEAD
0.000
-0.000
-0.033
0.000
0.033
Min Z
1
1:DEAD
0.000
-0.000
-0.033
0.000
0.033
Max Rst
3
3:DL +SEISMIC
4.000
1.097
-0.093
0.000
1.101
Beam End Displacement Summary
vispiacements
snown 111110116
Beam
u,u,uata
Node
"HS E., cov,,..� ...
UC
.... ........•
X
(in)
Y
(in)
Z
(in)
Resultant
(in)
Max X
3
6
3:DL +SEISMIC
1.097
-0.093
0.000
1.101
Min X
1
5
1:DEAD
-0.000
-0.033
0.000
0.033
Max Y
1
5
2:SEISMIC
1.097
0.060
0.000
1.099
Min Y
3
6
3:DL +SEISMIC
1.097
-0.093
0.000
1.101
Max Z
1
5
1:DEAD
-0.000
-0.033
0.000
0.033
Min Z
1
5
1:DEAD
-0.000
-0.033
0.000
0.033
Max Rst
3
6
3:DL +SEISMIC
1.097
-0.093
0.000
1.101
Print Time/Date: 06/12/2010 10:03
STAAD.Pro for Windows 20.07.02.15
Print Run 1 of 8
E6 ,/e l6
Software licensed to ABKJ
Job No '
07141.00
Sheet No
2
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
By DSJ Dat'06- Dec -10
Chd DSJ
File JumperFrame.std IBete/Tune 06-Dec -2010 09:53
Beam End Force Summary
The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value
nor an Deem.
Axial
Shear
Torsion
Bending
Section
Beam
Node
UC
Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip in)
My
(kip -in)
Mz
(kip-in)
Max Fx
5
2
3:DL +SEISMIC
11.460
3.146
0.000
0.000
. 0.000
337.040
Min Fx
3
4
2:SEISMIC
-3.200
-0.004
0.000
0.000
0.000
-0.186
Max Fy
3
4
1:DEAD
0.000
4.996
0.000
0.000
0.000
208.704
Min Fy
2
4
3:DL +SEISMIC
-0.066
-6.056
0.000
0.000
0.000
513.292
Max Fz
1
5
1:DEAD
0.000
-3.700
0.000
0.000
0.000
-0.000
Min Fz
1
5
1:DEAD
0.000
-3.700
0.000
0.000
0.000
-0.000
Max Mx
1
5
1:DEAD
0.000
-3.700
0.000
0.000
0.000
-0.000
Min Mx
1
5
1:DEAD
0.000
-3.700
0.000
0.000
0.000
-0.000
Max My
1
5
1:DEAD
0.000
-3.700
0.000
0.000
0.000
-0.000
Min My
1
5
1:DEAD
0.000
-3.700
0.000
0.000
0.000
-0.000
Max Mz
2
4
3:DL +SEISMIC
-0.066
-6.056
0.000
0.000
. 0.000
513.292
Min Mz
4
3
3:DL +SEISMIC
6.716
3.254
0.000
0.000
0.000
- 319.546
Beam Force Detail Summary,
Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end
A.
Axial
Shear
Torsion
Bending
Section
Beam
UC
d
(ft)
Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip -in)
My
(kip'in)
Mz
(kip -in)
Max Fx
5
3:DL +SEISMIC
0.000
11.460
3.146
0.000
0.000
0.000
337.040
Min Fx
3
2:SEISMIC
0.000
-3.200
-0.004
0.000
0.000
0.000
-0.186
Max Fy
3
1:DEAD
0.000
0.000
4.996
0.000
0.000
0.000
208.704
Min Fy
2
3:DL +SEISMIC
24.000
-0.066
-6.056
0.000
0.000
0.000
513.292
Max Fz
1
1:DEAD
0.000
0.000
-3.700
0.000
0.000
0.000
-0.000
Min Fz
1
1:DEAD
0.000
0.000
-3.700
0.000
0.000
0.000
-0.000
Max. Mx
1
1:DEAD
0.000
0.000
-3.700
0.000
0.000
0.000
-0.000
Min Mx
1
1:DEAD
0.000
0.000
-3.700
0.000
0.000.
0.000
-0.000
Max My
1
1:DEAD
0.000
0.000
-3.700
0.000
0.000
0.000
-0.000
Min My
1
1:DEAD
0.000
0.000
-3.700
0.000
0.000
0.000
-0.000
Max Mz
2
3:DL +SEISMIC
24.000
-0.066
-6.056
0.000
0.000
0.000
513.292
Min Mz
4
3:DL +SEISMIC
17.000
6.716
3.254
0.000
0.000
0.000
-319.546
Beam Maximum Forces by Section Property
Print Time/Date: 06/12/2010 10:03
STAAD.Pro for Windows 20.07.02.15
Print Run 2 of 8
Axial
Shear
Torsion
Bending
Section
Max Fx
(kip)
Max Fy
(kip)
Max Fz
(kip)
Max Mx
(kip-in)
Max My
(kip -in)
Max Mz
(kip"in)
W8X24
Max +ve
11.460
3.254
0.000
0.000
0.000
344.240
Max -ve
-2.168
-0.054
0.000
0.000
0.000
- 319.546
W16X36
Max +ve
3.200
4.996
0.000
0.000
0.000
513.292
Max -ve
-3.200
-6.056
0.000
0.000
0.000
- 312.282
Print Time/Date: 06/12/2010 10:03
STAAD.Pro for Windows 20.07.02.15
Print Run 2 of 8
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Job No
07141.00
Sheet No
E :/0, 4
3
Rev
Part
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
By DSJ DatE06- Dec -10 Chd DSJ
File JumperFrame.std IDate/i°"e 06-Dec -2010 09:53
Beam Combined Axial and Bending Stresses Summary
Max Tens
Beam
L/C
Length
(ft) .
Stress
(psi)
d r
(ft)
Corner
Stress
(psi)
d
(ft)
Corner
1
1:DEAD
4.000
3.69E 3
4.000
• 3
-3.69E 3
4.000
1
0.054
2:SEISMIC
4.000
305.181
4.000
1
Min FX
1
3:DL +SEISMIC
-3.266
3:DL +SEISMIC
4.000
3.99E 3
4.000
3
-3.39E 3
4.000
1
2 .
1:DEAD
24.000
3.56E 3
0.000
3
-3.57E 3
0.000
1
-3.211
2:SEISMIC
24.000
5.53E 3
• 0.000
1
-5.53E 3
0.000
3
-0.054
3:DL +SEISMIC
24.000
9.08E 3
24.000
3
-9.09E 3
24.000
1
3
1:DEAD
4.000
3.69E 3
0.000
3
-3.69E 3
0.000
1
-0.054
2:SEISMIC
4.000
0.000
0.000
3.632
- 305.172
0.000
1
-0.054
3:DL +SEISMIC
4.000
3.39E 3
0.000
3
-3.99E 3
0.000
1
. 4
1:DEAD
17.000
1.61E 3
17.000
1
Min MY
1'
1:DEAD
-0.054
2:SEISMIC
17.000
16E 3
0.000
3
-16.6E 3
0.000
1
-3.266
3:DL +SEISMIC
17.000
17.5E 3
0.000
3
-15.5E 3
0.000
1
5
1:DEAD
17.000
1.61E 3
17.000
3
2:SEISMIC
17.000
16.6E 3
0.000
3
-16E 3
0.000
1
3:DL +SEISMIC
17.000
17.8E 3
0.000
3
-14.5E 3
0.000
1
Reaction Summary
Print Time/Date: 06/12/2010 10:03 STAAD.Pro for Windows 20.07.02.15 Print Run 3 of 8
Horizontal
Vertical
Horizontal
Moment
Node
UC
FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip-in)
MY
(kip-in)
MZ
(kip -in)
Max FX
2
1:DEAD
0.054
9.293
0.000
0.000
0.000
-3.632
Min FX
1
3:DL +SEISMIC
-3.266
7.125
0.000
0.000
0.000
344.240
Max FY
2
3:DL +SEISMIC
-3.134
11.460
0.000
0.000
0.000
337.040
Min FY
1
2:SEISMIC
-3.211
-2.168
0.000
0.000
0.000
340.608
Max FZ
1
1:DEAD
-0.054
9.293
0.000
0.000
0.000
3.632
Min FZ
1
1:DEAD
-0.054
9.293
0.000
0.000
0.000
3.632
Max MX
1
1:DEAD
-0.054
9.293
0.000
0.000
0.000
3.632
Min MX
1
1:DEAD
-0.054
9.293
0.000
0.000
0.000
3.632
Max MY
1
1:DEAD
-0.054
9.293
0.000
0.000
0.000
3.632
Min MY
1'
1:DEAD
-0.054
9.293
0.000
0.000
0.000
3.632
Max MZ
1
3:DL +SEISMIC
-3.266
7.125
0.000
0.000
0.000
344.240
Min MZ
2
1:DEAD
0.054
9.293
0.000
0.000
0.000
-3.632
Print Time/Date: 06/12/2010 10:03 STAAD.Pro for Windows 20.07.02.15 Print Run 3 of 8
H. ±
Software licensed to ABKJ
Job No
07141.00
Sheet No
4
EVE?, c
Rev
Part
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
By DSJ
Date06- Dec -10 Chd DSJ
File JumperFrame.std lDatemme .06-Dec-201009:53
Steel Design (Track 2) Beam 1 Check 1
* * * * * * * * * * * **
MEMBER 1 *
*
DESIGN CODE * I
AISC -1989 *
*
*
* * * * * * * * * * * **
I AISC SECTIONS
I ST W16X36
PARAMETER
IN KIP INCH
l< - -- LENGTH (FT)= 4.00 - - - >1
17.4 (KIP -FEET)
KL /R -Y= 31.57 I
KL /R -Z= 7.38 +
UNL = 48.00 I L1
CB = 1.00 + L1
CMY = 0.85 I L1
CMZ = 0.85 + L1 L1
FYLD = 36.00 ILO
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- - + - - -I
DFF = 0.00 -1.0
PROPERTIES
IN INCH UNIT
AX = 10.60
- -Z AY = 4.20
AZ = 4.02
SY = 7.02
SZ = 56.49
RY = 1.52
RZ = 6.50
L1 STRESSES
L1 IN KIP INCH
LI
L1 LI
dff= 0.00
VALUE
LOCATION
LOADING
ABSOLUTE MZ ENVELOPE
(WITH LOAD NO.)
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
FA = 18.87
fa = 0.30
FCZ = 23.76
FTZ = 23.76
FCY = 27.00
FTY = 27.00
fbz = 3.69
fby = 0.00
Fey = 149.81
Fez = 2739.31
FV = 14.40
fv = 1.19
AXIAL SHEAR -Y SHEAR -Z MOMENT -Y MOMENT -Z
0.0 0.0 0.0 •0.0 0.0
0.0 0.0 0.0 0.0 0.0
0 0 0 0 .0
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
*
*
* DESIGN SUMMARY (KIP -FEET)
*
*
* RESULT/
FX
PASS
3.20 C
CRITICAL COND/ RATIO/
MY MZ
AISC- H1 -3 1.713E -01
0.00 17.38
LOADING/
LOCATION
3
4.00
*
*
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Print Time/Date: 06/12/2010 10:03
STAAD.Pro for Windows 20.07.02.15
Print Run 4 of 8
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Job No
07141.00
Sheet No
E9 /E2 f.
Rev
Part
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
By DSJ
Da1'06- Dec -10
Chd DSJ
Fig JumperFrame.std �Dale/Time 06-Dec -2010 09:53
Steel Design (Track 2) Beam 2 Check 1
* **** * * * * * * **
MEMBER. 2 *
DESIGN CODE *
AISC -1989 *
*
1 AISC SECTIONS
1 ST W16X36
1
* 1< - -- LENGTH (FT)= 24.00 - - ->1
* * *• * * * * * * * * **
PARAMETER
IN KIP INCH
42.8 (KIP -FEET)
1
1
PROPERTIES
IN INCH UNIT
AX = 10.60
- -Z AY = 4.20
AZ = 4.02
SY = 7.02
SZ = 56.49
RY = 1.52
RZ = 6.50
L3 STRESSES
IN KIP INCH
KL /R -Y= 189.44 1 L3
KL /R -Z= 44.30 +L2
UNL = 288.00 • I L2 L3
CB = 1.00 + L2
CMY = 0.85 1 L3 L3 L2
CMZ = 0.85 + L2
FYLD = 36.00 1 L3
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- - + - - -1
DFF = 0.00 4.6
dff= 0.00
VALUE
LOCATION
LOADING
• AXIAL
0.0
0.0
0
ABSOLUTE MZ ENVELOPE
(WITH LOAD NO.)
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
FA = 4.16
fa = 0.01
FCZ = 7.89
FTZ = 21.60
FCY = 27.00
FTY = 27.00
fbz = 9.09
fby = 0.00
Fey = 4.16
Fez = 76.09
FV = 14.40
fv = 1.44
SHEAR -Y SHEAR -Z MOMENT -Y MOMENT -Z
0.0 0.0
0.0 0.0
0 0
0.0
0.0
0
0.0
0.0
0
******************************************* * * * * * * * * * * * * *** * * * * * * * * * * * * * * **
*
*
*
*
* RESULT/
FX
FAIL
0.07 T
DESIGN SUMMARY (KIP -FEET)
CRITICAL COND/ RATIO/
MY MZ
AISC- H2 -1 1.151E +00
0.00 42.77
LOADING/
LOCATION
3
24.00
*
*
*
*
*
****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
rim " = 421 k -'
M -
"(19 '12'1 ) - 9,1 kJ;
56, 5
e 5 V, o V A? sins;
•
wig urn
Go Mr leeSf Ora
fVArJG .
Print Time/Date: 08/12/2010 10:03 STAAD.Pro for Windows 20.07.02.15 Print Run 5 of 8
Ero /12 6
•
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Job No
07141.00
Sheet No
6
Part
Rev
Job Tale WST Phase 6 Seismic Upgrade
Ref
By DSJ • Dat`06- Dec -10
Chd DSJ
client Westfield Corporation
File JumperFrame.std
Date/rime 06-Dec -2010 09:53
Steel Design (Track 2) Beam 3 Check 1
* * * * * * * * * * * **
* I = = = ==
MEMBER 3 * 1 AISC SECTIONS
* 1 ST W16X36
DESIGN CODE * I
AISC -1989 * ______________
*
* 1< - -- LENGTH (FT)=
* * * * * * * * * * * **
4.00 - - - >I
PROPERTIES
IN INCH UNIT
AX = 10.60
- -Z AY = 4.20
AZ = 4.02
__= SY = 7.02
SZ = 56.49
RY = 1.52
RZ = 6.50
17.4 (KIP -FEET)
PARAMETER IL1 STRESSES
IN KIP INCH 1 L1 IN KIP INCH
+ L1
KL /R -Y= 31.57 1 L1 L1 FA = 21.60
KL /R -Z= 7.38. + fa = 0.30
UNL = 48.00 1 L1 FCZ = 23.76
CB = 1.00 + L1 FTZ = 23.76
CMY = 0.85 1 L1 FCY = 27.00
CMZ = 0.85 + L1 L1 FTY = 27.00
FYLD = 36.00 1 LO fbz = 3.69
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- - + - - -1 fby = 0.00
DFF = 0.00 -1.0 Fey = 149.81
dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 2739.31
(WITH LOAD NO.) FV = 14.40
fv = 1.19
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
AXIAL SHEAR -Y SHEAR -Z MOMENT -Y MOMENT -Z
VALUE 0.0 0.0 0.0 0.0 0.0
LOCATION 0.0 0.0 0.0 0.0 0.0
LOADING 0 0 0 0 0
******************************************* * * * * * * * ** * * * * * * * * * * * *** * * * * * * **
*
*
*
*
******************************************* * * * * * * * * * * * * * * * ** * * * * * * * * ** * * **
DESIGN SUMMARY (KIP -FEET)
*
RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
PASS • AISC- H2 -1 1.693E -01 3
3.20 T 0.00 17.38 0.00
*
*
*
Print Time/Date: 06/12/2010 10:03
STAAD.Pro for Windows 20.07.02.15
Print Run 6 of 8
A
Software licensed to ABKJ
Job No
07141.00
Sheet No
7
Part
Rev '
Job Title WST Phase 6 Seismic Upgrade
Ref
By DSJ Dat€06- Dec -10
Chd DSJ
client Westfield Corporation
Fite JumperFrame.std
Date/rime 06-Dec -2010 09:53
Steel Design (Track 2) Beam 4 Check 1
* * * * * * * * * * * *+
* I
MEMBER 4 * 1 AISC SECTIONS
* 1 ST W8X24
DESIGN CODE * 1
AISC -1989 *
*
* I< - -- LENGTH (FT)= 17.00 - - - >1
* * * * * * * * * * * **
PROPERTIES
IN INCH UNIT
AX = 7.08
- -Z AY = 1.79
AZ = 3.48
SY = 5.64
SZ = 20.88
RY = 1.61
RZ = 3.42
28.7 (KIP -FEET)
PARAMETER 1L3 STRESSES
IN KIP INCH I L3 IN KIP INCH
+ L3 L3
.KL /R -Y= 126.89 1 L3 FA = 9.27
KL /R -Z= 59.65 + L3 fa = 1.01
UNL = 204.00 1 L3 L3 FCZ = 19.27
CB = 1.00 + L2 FTZ = 21.60
CMY = 0.85 1 L3 FCY = 27.00
CMZ = 0.85 + FTY = 27.00
FYLD = 36.00 1 L2 fbz = 16.48
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- - + - - -1 fby = 0.00
DFF = 0.00 -0.3 Fey = 9.27
dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 41.97
(WITH LOAD NO.) FV = 14.40
fv = 1.82
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
AXIAL SHEAR -Y SHEAR -Z MOMENT -Y MOMENT -Z
VALUE 0.0 0.0 0.0 0.0 0.0
LOCATION 0.0 0.0 0.0 0.0 0.0
LOADING 0 0 0 0 0
******************************************* * * * * * * * * * * * * * * * + * * * * * * * * * * * * * **
*
* DESIGN SUMMARY (KIP -FEET) *
*
* *
* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *
FX MY MZ LOCATION
PASS AISC- H1 -3 9.639E -01 3
7.12 C 0.00 28.69 0.00
*
*
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Print Time/Date: 06/12/2010 10:03
STAAD.Pro for Windows 20.07.02.15
PrintRun7of8
Software licensed to ABKJ
Job No
07141.00
Sheet No
8
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
client Westfield Corporation
By DSJ DatE06- Dec -10
Chd DSJ
File JumperFrame.std I Daterrime 06- Dec - 2010 09:53
Steel Design (Track 2) Beam 5 Check 1
** * * * * * * * * * **
* 1 =--.=
MEMBER 5 * I AISC SECTIONS
* I ST W8X24
DESIGN CODE * I
AISC -1989 * _
* I<--- LENGTH (FT)= 17.00 - - ->I
* * * * * * * * * * * **
PROPERTIES
IN INCH UNIT
AX = 7.08
- -Z AY = 1.79
AZ = 3.48
SY = 5.64
SZ = 20.88
RY = 1.61
RZ = 3.42
28.4 (KIP -FEET)
PARAMETER IL2 STRESSES
IN KIP INCH I L2 IN KIP INCH
+ L2 L2
KL /R -Y= 126.89 I L2 FA = 9.27
KL /R -Z= 59.65 + L2 fa = 1.62
UNL = 204.00 I L2 L2 FCZ = 19.27
CB = 1.00 + L3 FTZ = 21.60
CMY = 0.85 I L2 FCY = 27.00
CMZ = 0.85 + FTY = 27.00
FYLD = 36.00 I L3 fbz = 16.14
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- - + - - -I fby = 0.00
DFF = 0.00 -0.2 Fey = 9.27
dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 41.97
(WITH LOAD NO.) FV = 14.40
fv = 1.76
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
AXIAL SHEAR -Y SHEAR -Z MOMENT -Y MOMENT -Z
VALUE 0.0 0.0 0.0 0.0 0.0
LOCATION 0.0 0.0 0.0 0.0 0.0
LOADING 0 0 0 0 0
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
*
*
* DESIGN SUMMARY (KIP -FEET) *
* *
* *
* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *
FX MY MZ LOCATION
= =
PASS AISC- H1 -1 9.149E -01 3
11.46 C 0.00 28.09 0.00
*
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Print Time/Date: 06/12/2010 10:03
STAAD.Pro for Windows 20.07.02.15
Print Run 8 of 8
El 3/ U
- �.
►/"�'
Software licensed to ABKJ
Job No
07141.00
Sheet No �
1
■
Rev
Part
Job Title WST Phase 6 Seismic Upgrade
Ref
By DSJ Dat% Dec 10 chd DSJ
File HighBay Braced Frame.st[Date / rime 06-Dec-2010 10:07
client Westfield Corporation
3.200s•I
!
i-
II
-5.200 kip
- 432.000 Ibfi•
,..11l
.X31
-5.200
pod
I
kip
0.216 In
W12X79
0.149 In
W12X79
I�^r.•
..,I 3. s.; :.Et�
4 Di Displacement - In
II
I
• W12X79
iI
Sin
W12X79
I
I
10X22
Whole Structure Loads 1.4333kip:lft
•
Displacements
9in:lft 3 DL +SEISMIC
•
Print Time/Date: 06/12/2010 10:10
STAAD.Pro for Windows 20.07.02.15
Software licensed to ABKJ
Job No
07141.00
Sheet No
1
Rev
Part
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
Job Information
Structure Type 1 PLANE FRAME I
Number of Nodes
Engineer
Checked
Approved
Name:
DSJ
DSJ
DHB
Date:
6 Dec 10
3
DL +SEISMIC
Structure Type 1 PLANE FRAME I
Number of Nodes
6
Highest Node
6
I Number of Elements
8
Highest Beam
8
Number of Basic Load Cases
2
Number of Combination Load Cases
Included in this rintout are data for.
All The Whole Structure
•
Type
IJC
Name
Primary
1
DL
Primary
2
SEISMIC
Combination
3
DL +SEISMIC
Nodes
Node
X
(ft)
Y
(ft)
2
(ft)
1
0.000
0.000
0.000
2
24.000
0.000
0.000
3
0.000
21,000
Q.000
4
24.000
21.000
0.000
5
0.000
13.500
0.000
6
24.000
13.500
0.000
Beams
Beam
Node A
Node B
Length
(ft)
Property
ft
(degrees)
1
1
5
13.500
2
0
2
5
3
7.500
2
0
3
2
6
13.500
2
0
4
6
4
7.500
2
0
5
3
.4
24.000
3
0
6
5
6
24.000
1
0
7
5
4
25.145
4
0
8
3
6
25.145
4
0
By DSJ Dal% Dec 10
Chd DSJ
File HighBay Braced Frame.stIDate/rime 06- Dec -2010 10:07
PrintTime/Date: 06112/2010 10:10
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Job No
07141.00
Sheet No
2
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
By DSJ Dat% Dec 10
Chd DSJ
Client Westfield Corporation
File HighBay Braced Frame.st
Date/rime 06-Dec -2010 10:07
Section Properties
Prop
Section
Area
(in2)
In
(in4)
in
(in4)
J
(in4)
Material
1
W10X22
6.490
11.400
118.000
0.224
STEEL
2
W12X79
23.200
216.000
662.000
3.601
STEEL
3
W16X31
9.120
12.400
375.000
0.421
STEEL
4
Cir 0.75
0.442
0.016
0.016
0.031
STEEL
Materials
Mat
Name
E
v
Density
a
rZ
(kip- ft/deg)
1
-(kip/in2)
Fixed
(kip /1n3)
(1/°F)
1
STEEL
29E 3
0.300
0.000
6.5E -6
2
STAINLESSSTEEL
28E 3
0.300
0.000
9.9E -6
3
ALUMINUM
10E 3
0.330
0.000
12.8E -6
4
CONCRETE
3.15E 3
0.170
0.000
5.5E -6
Supports
Node
X
( kip/in)
Y
(kip/in)
Z
(kip/in)
rX
(kip-ft/deg)
rY
(kip-ft/deg)
rZ
(kip- ft/deg)
1
Fixed
Fixed
Fixed
Fixed
Fixed
Fixed
2
Fixed
Fixed
Fixed
Fixed
Fixed
Fixed
Releases
There is no data of this type.
Basic Load Cases
Number
Combination LJC Name
Name
1
DL
3
2
SEISMIC
DL
Combination Load Cases
Comb.
Combination LJC Name
Primary
Primary LJC Name
Factor
3
DL +SEISMIC
1
DL
1.00
2
SEISMIC
1.00
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Job No
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Sheet No
3
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
Node Loads : 1 DL
Node
FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kipin)
MY
(kip -in)
MZ
-(kip -in)
3
-
-5.200
-
-
-
-
4
-
-5.200
-
-
-
-
Beam Loads : 1 DL
By DSJ Dat% Dec 10
Chd DSJ
File HighBay Braced Frame.slIDate / rime 06-Dec-2010 10:07
Beam
Type
Direction
Fa
Da
Fb
Db
Ecc.
3.200
-
-
-
(ft)
-
4
(ft)
5
UNI Ibf/ft
GY
- 432.000
-
-
-
-
Selfweiqht : 1 DL
Direction
Factor
Y
-1.000
Node Loads : 2 SEISMIC
Node •
FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip -in)
MY
(kip -in)
MZ
(kip -in)
3
3.200
-
-
-
-
-
4
3.200
-
-
-
-
-
Print Time/Date: 06/12/2010 10:10
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Job No
07141.00
Sheet No
1
Rev
Part
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
Node Displacement Summary
BY DSJ Datt6 Dec 10
Chd DSJ
File HighBay Braced Frame.stlDate / rime 06-Dec-2010 10:07
Beam Displacement Detail Summary
•
Node
UC
X
(in)
Y
(in)
Z
*(in)
Resultant
(in)
rX
(rad)
rY
(rad)
rZ
(rad)
Max X
3
3:DL +SEISMIC
0.219
-0.003
0.000
0.219
0.000
0.000
-0.001
Min X
5
1:DL
-0.002
-0.003
0.000
0.004
0.000
0.000
0.000
Max Y
3
2:SEISMIC
0.218
0.001
0.000
0.218
0.000
0.000
-0.001
Min Y
4
3:DL +SEISMIC
0.216
-0.005
0.000
0.216
0.000
0.000
-0.000
Max Z
1
1:DL
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Min Z
1
1:DL
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Max rX
1
1:DL
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Min rX
1
1:DL
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Max rY
1
1:DL
0.000
. 0.000
0.000
0.000
0.000
0.000
0.000
Min rY
1
1:DL .
0.000
0.000
, 0.000
0.000
0.000
0.000
0.000
Max rZ
. 4
1:DL
-0.002
-0.004
0.000
0.005
0.000
0.000
0.000
Min rZ
6
3:DL +SEISMIC
. 0.149
-0.004
0.000
0.149
0.000
0.000
-0.001
Max Rst
3
3:DL +SEISMIC
0.219
-0.003
0.000
0.219
0.000
0.000
-0.001
Beam Displacement Detail Summary
•
Beam End Displacement Summary
Beam
UC
d
(ft)
X
(in)
Y
(in)
Z
(in)
Resultant
(in)
Max X
7.
3:DL +SEISMIC
12.572
1.848
-5.341
0.000
5.651
Min X
8
1:DL
12.572
-1.661
-5.325
0.000
5.578
Max Y
8
2:SEISMIC
17.601
0.177
0.029
0.000
0.180
Min Y
7
3:DL +SEISMIC
12.572
1.848
. -5.341
0.000
5.651
Max Z
1
1:DL
0.000
0.000
0.000
0.000
0.000
Min Z
1
1:DL
0.000
0.000
0.000
0.000
0.000
Max Rst
7
3:DL +SEISMIC
12.572
1.848
-5.341
0.000
5.651
Beam End Displacement Summary
Print Time/Date: 06/12/2010 10:12
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Beam
Node
UC
X
(in) .
Y
(in)
Z
(in)
Resultant
(in)
Max X
2
3
3:DL +SEISMIC
0.219
-0.003
0.000
0.219
Min X
1
5
1:DL
-0.002
-0.003
0.000
0.004
Max Y
2
3
2:SEISMIC
0.218
0.001
0.000
0.218
Min Y
4
4
3:DL +SEISMIC
0.216
-0.005
0.000
0.216
Max Z
1
1
1:DL
0.000
0.000
0.000
0.000
Min Z
1
1
1:DL
0.000
0.000
0.000
0.000
Max Rst
2
3
3:DL +SEISMIC
0.219
-0.003
0.000
0.219
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Job No
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Sheet No
0_4.
2
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
Beam End Force Summary
By DSJ Date Dec 10
Chd DSJ
File HighBay Braced Frame.sIIDate/rime 06-Dec-2010 10:07
The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value
v YVy
Axial
Shear
Torsion
Bending
Beam
Node
UC
Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip"in)
My
(kip"in)
Mz
(kip -in)
Max Fx
3
2
3:DL +SEISMIC
15.701
3.111
0.000
0.000
0.000
374.935
Min Fx
6
5
3:DL +SEISMIC
-3.003
-0.212
0.000
0.000
0.000
- 54.770
Max Fy
5
3
1:DL
2.931
5.556
0.000
0.000
0.000
233.948
Min Fy
5
4
3:DL +SEISMIC
2.930
-6.368
0.000
0.000
0.000
350.859
Max Fz
1
1
1:DL
12.712
0.089
0.000
0.000
0.000
1.110
Min Fz
1
1
1:DL
12.712
0.089
0.000
0.000
0.000
1.110
Max Mx
1
1
1:DL
12.712
' 0.089
0.000
0.000
0.000
1.110
Min Mx
1
1
1:DL
12.712
0.089
0.000
0.000
0.000
1.110
Max My
1
1 '
1:DL
12.712
0.089
0.000
0.000
0.000
1.110
Min My
1
1
1:DL
12.712
0.089
0.000
0.000
0.000
1.110
Max Mz
1
1
3:DL +SEISMIC
9.724
3.289
0.000
0.000
0.000
377.149
Min Mz
4
4
3:DL +SEISMIC
12.439
3.402
0.000
0.000
0.000
- 351.767
Beam Force Detail Summary
Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end
Print Time/Date: 06/12/2010 10:12
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Axial
Shear
Torsion
Bending
Beam
UC
d
(ft)
Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip -in)
My
(kip -in)
Mz
(kip -in)
Max Fx
3
3:DL +SEISMIC
0.000
15.701
3.111
0.000
0.000
0.000
374.935
Min Fx
6
3:DL +SEISMIC
0.000
-3.003
. -0.212
0.000
0.000
0.000
- 54.770
Max Fy
5
1:DL
0.000
2.931
5.556
0.000
0.000
0.000
233.948
Min Fy
5
3:DL +SEISMIC
24.000
2.930
-6.368
0.000
0.000
0.000
350.859
Max Fz
1
1:DL
0.000
12.712
0.089
0.000
0.000
0.000
1.110
Min Fz
1
1:DL
0.000
12.712
0.089
0.000
0.000
0.000
1.110
Max Mx
1
1:DL
0.000
12.712
0.089
0.000
0.000
0.000
1.110
Min Mx
1
1:DL
0.000
12.712
0.089
0.000
0.000
0.000
1.110-
Max. My
1
1:DL
0.000
12.712
0.089
0.000
0.000
0.000
1.110
Min My
1
1:DL
0.000
12.712
0.089
0.000.
0.000
0.000
1.110
Max Mz
1
3:DL +SEISMIC
0.000
9.724
3.289
0.000
0.000
0.000
377.149
Min Mz
4
3:DL +SEISMIC
7.500
12.439
3.402
0.000
0.000
0.000
- 351.767
Print Time/Date: 06/12/2010 10:12
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Job No Sheet No 7Rev
07141.00 3
Part
E26
Job Title WST Phase 6 Seismic Upgrade
Ref
BY DSJ Date6 Dec 10
Chd DSJ
Client Westfield Corporation
File HighBay Braced Frame.st
Date/rime 06- Dec - 2010 10:07
Beam Maximum Forces by Section Property
Beam Combined Axial and Bending Stresses Summary
Axial
Shear
Torsion
Bending
Section
Stress
(psi)
Max Fx
(kip)
Max Fy
(kip)
Max Fz
(kip)
Max Mx
(kip -in)
Max My
(kip -in)
Max Mz
(kip in)
W10X22
Max +ve
626.222
0.264
0.000
0.000
0.000
82.600
Max -ve
-3.003
-0.741
0.000
0.000
0.000
- 68.685
W12X79
Max +ve
15.701
3.402
0.000
0.000
0.000
377.149
0.000
Max -ve
-2.989
-2.922
0.000
0.000
0.000
- 351.767
W16X31
Max +ve
2.931
5.556
0.000
0.000
0.000
350.859
1
Max -ve
-0.001
-6.368
0.000
0.000
0.000
- 174.434
Cir 0.75
Max +ve
2.849
0.018
0.000
0.000
0.000
0.914
626.222
Max -ve
-2.864
-0.018
0.000
0.000
0.000
-0.454
Beam Combined Axial and Bending Stresses Summary
Print Time/Date: 06/12/2010 10:12
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Print Run 3 of 10
Max Comp
Max Tens
Beam
L/C
Length
(ft)
Stress
(psi)
d
(ft)
Corner
Stress
(psi)
d
(ft)
Corner
1
1:DL
13.500
626.222
13.500
1
2:SEISMIC
13.500
3.39E 3
0.000
3
-3.64E 3
0.000
1
3:DL +SEISMIC
13.500
3.95E 3
0.000
3
-3.11E 3
0.000
1
2
1:DL
7.500
2.66E 3
7.500
3
-1.73E 3
7.500
1
2:SEISMIC
7.500
1.02E 3
7.500
1
-1.16E 3
7.500
3
3:DL +SEISMIC
7.500
1.5E 3
7.500
3
- 709.823
7.500
1
3
1:DL
13.500
626.222
13.500
3
2:SEISMIC
13.500
3.65E 3
0.000
3
-3.39E 3
0.000
1
3:DL +SEISMIC
13.500
4.18E 3
0.000
3
-2.83E 3
0.000
1
4
1:DL
7.500
2.66E 3
7.500
1
-1.73E 3
7.500
3
2:SEISMIC
7.500
1.16E 3
7.500
1
-1.02E 3
7.500
3
3:DL +SEISMIC
7.500
3.83E 3
7.500
1
-2.75E 3
7.500
3
5
1:DL
24.000
5.27E 3
0.000
3
-4.63E 3
0.000
1
2:SEISMIC
24.000
2.48E 3
0.000
1
-2.48E 3
0.000
3
3:DL +SEISMIC
24.000
7.75E 3
24.000
3
-7.11E 3
24.000
1
6
1:DL
24.000
137.091
0.000
3
-1.06E 3
0.000
1
2:SEISMIC
24.000
2.96E 3
24.000
3
-2.96E 3
24.000
1
3:DL +SEISMIC
24.000
3.1E 3
24.000
3
-4.02E 3
24.000
1
7
1:DL
25.145
21.9E 3
0.000
-21.9E 3
0.000
2:SEISMIC
25.145
-6.61E 3
0.000
3:DL +SEISMIC
25.145
15.4E 3
25.145
-28.4E 3
25.145
8
1:DL
25.145
21.9E 3
25.145
-21.9E 3
25.145
2:SEISMIC
25.145
6.61E 3
25.145
3:DL +SEISMIC
25.145
28.5E 3
25.145
-15.6E 3
25.145
Print Time/Date: 06/12/2010 10:12
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Job No
07141.00
Sheet No
4
Part
Rev
Job Tate WST Phase 6 Seismic Upgrade
Ref
By DSJ oatt6 Dec 10
Chd DSJ
Client Westfield Corporation
Reaction Summary
File HighBay Braced Frame.stIDate/nme 06 -Dec- 2010 10:07
Print Time/Date: 08/12/2010 10:12
STAAD.Pro for Windows 20.07.02.15
Print Run 4 0110
Horizontal
Vertical
Horizontal
Moment
Node
UC
FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip -in)
MY
(kip in)
MZ
(kip -in)
Max FX
2
1:DL
0.089
12.712
0.000
0.000
0.000
-1.110
Min FX
1
3:DL +SEISMIC
-3.292
9.724
0.000
0.000
0.000
377.149
Max FY
2
3:DL +SEISMIC
-3.108
15.701
0.000
0.000
0.000
374.935
Min FY
1
2:SEISMIC
-3.203
-2.989
0.000
0.000
0.000
376.039
Max FZ
1
1:DL
-0.089
12.712
0.000
0.000
0.00. 0
1.110
Min FZ
1
1:DL
-0.089
12.712
0.000
0.000
0.000
1.110
Max MX
1
1:DL
-0.089
12.712
0.000
0.000
0.000
1.110
Min MX
1
1:DL
-0.089
12.712
0.000
0.000
0.000
1.110
Max MY
1
1:DL
-0.089
12.712
0.000
0.000
0.000
1.110
Min MY
1
1:DL
-0.089
12.712
0.000
0.000
0.000
1.110
Max MZ
1
3:DL +SEISMIC
-3.292
9.724
0.000
0.000
0.000
377.149
Min MZ
2
1:DL
0.089
12.712
0.000
0.000
0.000
-1.110
Print Time/Date: 08/12/2010 10:12
STAAD.Pro for Windows 20.07.02.15
Print Run 4 0110
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Job No
07141.00
Sheet No
Part
Rev
Joe Title WST Phase 6 Seismic Upgrade
Ref
By DSJ Date6 Dec 10
Chd DSJ
Client Westfield Corporation
File HighBay Braced Frame.stIDate/rene 06-Dec-2010 10:07
Steel Design (Track 2) Beam 1 Check 1
* * * * * * * * * * ***
* I = = = = =1 =__
MEMBER 1 * I AISC SECTIONS
* I ST W12X79
DESIGN CODE * I
AISC -1989 * ______ __ _ = ___
*
* I <--- LENGTH (FT)= 13.50 - - - >I
* * * * * * * * * * * **
PROPERTIES
IN INCH UNIT
AX = 23.20
- -Z AY = 5.30
AZ = 11.86
SY = 35.76
SZ = 106.95
RY = 3.05
RZ = 5.34
31.4 (KIP -FEET)
PARAMETER IL3 STRESSES
IN KIP INCH I L2 IN KIP INCH
+ L2
KL /R -Y= 53.09 I L2 FA = 18.07
KL /R -Z= 30.33 +• L2 fa 0.42
UNL = 162.00 I FCZ = 21.60
CB = 1.00 + L3 FTZ = 21.60
CMY = 0.85 I L2 L3 FCY = 27.00
CMZ = 0.85 + L2 L3 FTY = 27.00
FYLD = 36.00 I L3 fbz = 3.53
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- - + - - -I fby = 0.00
DFF = 0.00 0.2 Fey = 52.98
dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 162.36
(WITH LOAD NO.)
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
FV = 14.40
fv =. 0.62
AXIAL SHEAR -Y SHEAR -Z MOMENT -Y MOMENT -Z
VALUE 0.0 0.0 0.0 0.0 0.0
LOCATION 0.0 0.0 0.0 0.0 0.0
LOADING 0 0 0 0 0
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
*
* DESIGN SUMMARY (KIP -FEET)
*
* RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
CC
PASS AISC- H1 -3 1.865E -01
9.72 C 0.00 31.43
*
3
0.00
*
*
*
* ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Print Time /Date: 08 /12/2010 10:12
STAAD.Pro for Windows 20.07.02.15
Print Run 5 of 10
Software licensed to ABKJ
Job No
07141.00
Sheet No
6
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
By DSJ
Dat% Dec 10 Chd DSJ
Client Westfield Corporation
File HighBay Braced Frame.st
Date/rime 06-Dec-2010 10:07
Steel Design (Track 2) Beam 2 Check 1
* * * * * * * * * * * **
* 1
MEMBER 2 * I AISC SECTIONS
* I ST W12X79
DESIGN CODE * I
AISC -1989 * _____ _____________
• I < - -- LENGTH (FT)= 7.50 - - - >I
* * * ** * * * * * * **
PARAMETER
IN KIP INCH
19.6 (KIP -FEET)
1
PROPERTIES
IN INCH UNIT
AX = 23.20
- -Z AY = 5.30
AZ = 11.86
SY = 35.76
SZ = 106.95
RY = 3.05
RZ = 5.34
L1 STRESSES
L1 IN KIP INCH
KL /R -Y= 29.50 I L1 FA = 19.98
KL /R -Z= 16.85 + L1 fa = 0.46
UNL = 90.00 1 LI FCZ = 23.76
CB = 1.00 + FTZ = 23.76
CMY = 0.85 I FCY = 27.00
CMZ = 0.85 +L3 L2 L1 FTY = 27.00
FYLD = 36.00 I L3 L2 L2 fbz = 2.20
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- - + - - -I fby = 0.00
DFF = 0.00 6.0 Fey = 171.65
dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 526.06
(WITH LOAD NO.) FV = 14.40
fv = 0.55
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
AXIAL SHEAR -Y SHEAR -Z MOMENT -Y MOMENT -Z
VALUE 0.0 0.0 0.0 0.0 0.0
LOCATION 0.0 0.0 0.0 0.0 , 0.0
LOADING 0 0 0 0 0
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * ** * * **
*
* DESIGN SUMMARY (KIP -FEET)
*
*
*
RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
*
PASS AISC- H1 -3 1.157E -01 1
10.78 C 0.00 19.57 7.50
* *
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Print Time/Date: 06/1212010 10:12
STAAD.Pro for Windows 20.07.02.15
Print Run 6 of 10
Software licensed to ABKJ
Job No
07141.00
Sheet No
7
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
By DSJ Dat% Dec 10
Chd DSJ
Fite HighBay Braced Frame.sllDaternme 06- Dec -2010 10:07
Steel Design (Track 2) Beam 3 Check 1
** * * ** ** * * * **
* I = == I
MEMBER 3 * 1 AISC SECTIONS
* 1 ST W12X79
DESIGN CODE * I
AISC -1989 * __________
*
* I< - -- LENGTH (FT)= 13.50 - - - >I
* * * * * * ** * * ***
PROPERTIES
IN INCH UNIT
AX = 23.20
- -Z AY = 5.30
AZ = 11.86
SY = 35.76
SZ = 106.95
RY = 3.05
RZ = 5.34
31.3 (KIP -FEET)
PARAMETER 1L2 STRESSES
IN KIP INCH 1 L3 IN KIP INCH
+ L3
KL /R -Y= 53.09 1 L3 FA = 18.07
KL /R -Z= 30.33 + L3 fa = 0.68
UNL = 162.00 1 FCZ = 21.60
CB = 1.00 + L3 L2 FTZ "= 21.60
CMY = 0.85 1 L3 L2 FCY = 27.00
CMZ = 0.85 + L2 FTY = 27.00
FYLD = 36.00 1 L2 fbz = 3.51
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- - + - - -1 fby = 0.00
DFF = 0.00 -0.6 Fey = 52.98
dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 162.36
(WITH LOAD NO.) FV = 14.40
fv = 0.59
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
AXIAL SHEAR -Y SHEAR -Z MOMENT -Y MOMENT -Z
VALUE 0.0 0.0 0.0 0.0 0.0
LOCATION 0.0 0.0 0.0 0.0 0.0
LOADING 0 0 0 0 0
******.************************************** * ***** ***- * **** **** * ** ****** * **
*
DESIGN SUMMARY (KIP -FEET) *
*
*
RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY • MZ LOCATION
PASS AISC- H1 -3 1.998E -01 3
15.70 C 0.00 31.24 0.00
*
*
*
*
*
******************************************* * * * *** * * * * * * * * * * ** ** * * ** * * * * * **
Print Time/Date: 06/12/2010 10:12
STAAD.Pro for Windows 20.07.02.15
Print Run 7 of 10
Software licensed to ABKJ
Job No
07141.00
Sheet No
8
Part
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
Client Westfield Corporation
By DSJ pat Dec 10
Chd DSJ
File HighBay Braced Frame.sl1Date/rlme 06- Dec - 201010:07'
Steel Desiqn (Track 2) Beam 4-Check 1
* 1 = =1
MEMBER 4 * I AISC SECTIONS
I'ST W12X79
DESIGN CODE * I
AISC -1989 * =
* I< - -- LENGTH (FT)= 7.50 - - - >I
* * * * * * * * * * * **
PROPERTIES
IN INCH UNIT
AX = 23.20
- -Z AY = 5.30
AZ = 11.86
SY = 35.76
SZ = 106.95
RY = 3.05
RZ = 5.34
29.3 (KIP -FEET)
PARAMETER I L3 STRESSES
IN KIP INCH I L3 IN KIP INCH
+ L3 L3
KL /R -Y= 29.50 I L3 FA = 19.98
KL /R -Z= 16.85 + fa = 0.54
UNL = 90.00 I L3 FCZ = 23.76
CB = 1.00 + L3 FTZ = 23.76
CMY = 0.85 I L3 FCY = 27.00
CMZ = 0.85 + L3 FTY = 27.00
FYLD = 36.00 IL2 L2 fbz = 3.29
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- - + - - -I fby = 0.00
DFF = 0.00 4.9 Fey = 171.65
dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 526.06
(WITH LOAD NO.) FV = 14.40
fv = 0.64
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
AXIAL SHEAR -Y SHEAR -Z MOMENT-Y MOMENT -Z
VALUE 0.0 0.0 0.0 0.0 0.0
LOCATION 0.0 0.0 0.0 0.0 0.0
LOADING 0 0 0 0 0
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
*
*
* DESIGN SUMMARY (KIP -FEET) *
*
*
* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *
FX MY MZ LOCATION
=
PASS AISC- H1 -3 1.653E -01 3
12.44 C 0.00 -29.31 7.50
*
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Print Time/Date: 06/12/2010 10:12
STAAD.Pro for Windows 20.07.02.15
Print Run 8of10
Software licensed to ABKJ
Job No
07141.00
Sheet No
X25 6-2 4,
Part
Ng
Rev
Job Title WST Phase 6 Seismic Upgrade
Ref
By DSJ DatE6 Dec 10
Chd DSJ
client Westfield Corporation
File HighBay Braced Frame.st
Steel Design (Track 2) Beam 5 Check 1
* * * * * * * * * * * **
* 1 == _ 1
MEMBER 5 * 1 AISC SECTIONS 1
* 1 ST W16X31
DESIGN CODE * I
AISC -1989 *
* I< - -- LENGTH (FT)= 24.00 - - - >1
* * * * * **** ** **
Y PROPERTIES
IN INCH UNIT
1 AX = 9.12
1 - -Z AY = 0.00
AZ = 0.00
I = == SY = 4.49
SZ = 47.23
RY = 1.17
RZ = 6.41
0.0 (KIP -FEET)
PARAMETER 1 STRESSES
IN KIP INCH 1 IN KIP INCH
KL /R -Y= 246.99 1 FA = 0.00
KL /R -Z= 44.91 + fa = 0.00
UNL = 288.00 1 FCZ = 0.00
CB = 1.00 + FTZ = 0.00
CMY = 0.00 1 FCY = 0.00
CMZ • 0.00 + FTY = 0.00
FYLD = 36.00 1 fbz = 0.00
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- - + - - -1 fby = 0.00
DFF = 0.00 * * * * ** Fey = 171.65
dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 526.06
(WITH LOAD NO.) FV = 0.00
fv = 0.64
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
AXIAL SHEAR -Y SHEAR -Z 'MOMENT -Y MOMENT -Z
VALUE 0.0 0.0 0.0 0.0 0.0
LOCATION 0.0 0.0 0.0 0.0 0.0
LOADING 0 0 0 0 0
******************************************* * * * * * * * * * ****** * ** * * * * * * ** * * * **
* *
*
*
*
*
OK
RESULT/
FX
DESIGN SUMMARY (KIP -FEET)
*
*
*
CRITICAL COND/ RATIO/ LOADING/
MY
* * * * * * *** ** ** **
MZ LOCATION
1.235E+00
0.00
1
7.50
*
******************** ** * * * *t********. * * * * * * * * * * * * * **
SRAce- y Roop DIA 4'MRA4ri
Datelrbne 06 -Dec- 2010 10:07
Print Time/Date: 06/12/2010 10:12
STAAD.Pro for Windows 20.07.02.15
Print Run 9 of 10
Software licensed to ABKJ
Job No
07141.00
Sheet No
Z6
10
Rev
Part
Job Title WST Phase 6 Seismic Upgrade
Ref
By DSJ °atf6 Dec 10
Chd DSJ
Client Westfield Corporation
File HighBay Braced Frame.st
Date/rime 06-Dec-2010 10:07
Steel Design (Track 2) Beam 6 Check 1
* * * * * * * * ** * **
* I 1
MEMBER 6 * 1 AISC SECTIONS 1
* 1 ST W10X22
DESIGN CODE * 1
AISC -1989 *
*
* I< - -- LENGTH (FT)=
* * * * * * * * * * * **
24.00 - - ->1
PROPERTIES
IN INCH UNIT
AX = 6.49
- -Z AY = 2.21
AZ = -2.76
SY = 3.97
SZ = 23.21
RY = 1.33
RZ = 4.26
6.9 (KIP -FEET)
PARAMETER 1 L3 STRESSES
IN KIP INCH 1 IN KIP INCH
+L2 L3
KL /R -Y= 217.30 I L2 FA = 3.16
KL /R -Z= 67.54 + L2 L3 fa = 0.46
UNL = 288.00 1 FCZ = 8.48
CB = 1.00 + L3 L2 FTZ = 21.60
CMY = 0.85 1 L3 L2 FCY = 27.00
CMZ = 0.85 + FTY = 27.00
FYLD = 36.00 1 L1 fbz = 3.56
NSF = 1.00 +---+---+--- +--- +--- +--- +--- +--- +-- -+ - - -1 fby = 0.00
DFF = 0.00 0.1 Fey = 3.16
dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 32.73
(WITH LOAD NO.) FV = 14.40
fv = 0.34
MAX FORCE/ MOMENT SUMMARY (KIP -FEET)
AXIAL SHEAR -Y SHEAR -Z MOMENT -Y MOMENT -Z
VALUE 0.0 0.0 0.0 0.0 0.0
LOCATION 0.0 0.0 0.0 0.0 0.0
LOADING 0 0 0 0 0
*
* DESIGN SUMMARY (KIP -FEET) *
* *
*
* RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
PASS AISC- H2 -1 4.197E -01 3
3.00 T 0.00 6.88 24.00
*
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Print Time/Date: 06/122010 10:12
STAAD.Pro for Windows 20.07.02.15
Print Run 10 of 10
Title : Westfield ST Phase VI Seismic Upgra Job if 07141.00
Dsgnr: D.S. Johnston, P.E. Date: 12:42PM, 6 DEC 10
Description : Member Strengthening
Scope : Structural Engineering
Rev: 580006
User: KW- 0600114, Ver 5.8.0, 1- Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Built -Up Section Properties
Description
...K �. ter., ,R
Strengthen Existing W16X36 Beam
• Page 1
framing.ecwCalculations
General Information
,..J,.., a. H.,..., ,� u. �,. v.:.: �. :._.� . ..,,.� _ . ..,:u, :, ...: x .:
Type...
#1 Rectangular
#2 Rectangular
#3. Rectangular
Height
Height
Height
0.5000 in
1.0000 in
1.0000 in
Width
Width
Width
8.0000 in
2.5000 in
2.5000 in
X cg
0.0000 in
- 1.4500 in
1.4500 in
Y cg
- 8.1800 in
7.0000 in
7.0000 in
Steel Shapes
#1: Name W16x36
Location of Centroid from Datum
Angle
0 deg Depth
Width
Xcg 0.000 in Ycg 0.000 in Area
Summary
15.8600 in Ixx 448.0000 in4
6.9850 in lyy 24.5000 in4
10.6000 in2 Xbar 3.493 in
Ybar 7.930 in
Total Area
X cg Dist.
Y cg Dist.
19.6000 in2
0.0000 in
0.1163 in
Ixx 960.884 in4 r xx 7.0018 in
Iyy 58.950 in4 r yy 1.7343 in
Edge Distances from CG...
+X 4.0000 in S left 14.7375 in3
-X - 4.0000 in S right 14.7375 in3
+Y 7.8137 in S top 122.9747 in3
-Y - 8.5463 in S bottom 112.4324 in3
Je'cr WI 6 x G o ,c0R STA/11, 17) oOE.
Yv / 8 x 6 o PR a,te r/es;
5 0, / ,,1
d 8 hi
13,3 in3
g7in
Center of Gravity
U2
U2�
5 niM of Gravity
Y
X
Center Gravity
Center of WA&
v. / () 2 ii
Title : Westfield ST Phase VI Seismic Upgra Job # 07141.00
Dsgnr: D.S. Johnston, P.E. Date: 12:42PM, 6 DEC 10
Description : Member Strengthening
Scope : Structural Engineering
Rev: 580006
User KW- 0600114, Ver 5.8.0, 1- Dec -2003
(c)1983 -2003 ENERCALC Engineering Software
Built -Up Section Properties
�...rl_ T.+ .., arrrr.... v. r. axa..r ++n�•.�.....m:,...<..:... .r... -. • •":`..
Description
Strengthern Existing W8x24 Column
Page 1
framing.ecw:Celculations
x. aJ. Sx r.... :.r......v..,i�•..a..:+vs�..c.,
General Information
Type...
#1 Rectangular
#2 Rectangular
Height
Height
1.0000 in Width
1.0000 in
Width
5.0000 in
5.0000 in
X cg
0.0000 in
0.0000 in
Ycg
4.4000 in
- 4.4000 in
Steel Shapes
#1: Name W8x24
Location of Centroid from Datum
Angle
0 deg Depth
Width
Xcg 0.000 in Ycg 0.000 in Area
Total Area
X cg Dist.
Y cg Dist.
17.0800 in2
0.0000 in
0.0000 in
7.9300 in
6.4950 in
7.0800 in2
Ixx
I yy
Xbar
Ybar
82.7000 in4
18.3000 in4
3.248 in
3.965 in
Ixx 277.133 in4 r xx
Iyy 39.133 in4 r yy
Edge Distances from CG...
+X 3.2475 in S left
-x - 3.2475 in S right
+Y 4.9000 in S top
-Y - 4.9000 in S bottom
4.0281 in
1.5137 in
12.0503 in3
12.0503 in3
56.5578 in3
56.5578 in3
J &t.c r yv/ O k T 5' p R SJA427 Ph ooe-f:
kVi0 )c l $ PAPoPer, r
xy = 53,.7 -
Sy = /3,3 T,3
r).. ac 3z
ry a0/
L "/u z�
Title : Westfield ST Phase VI Seismic Upgra Job # 07141.00
Dsgnr: D.S. Johnston, P.E. Date: 12:42PM, 6 DEC 10
Description : Member Strengthening
Scope : Structural Engineering
Rev: 580006
User: KW- 0600114, Ver 5.8.0. 1-Dec-2003
(c)1983 -2003 ENERCALC Engineering Software
Built -Up Section Properties
Page 1
framing.ecw:Calculations
Description
Strengthern Existing W8x24 Column
Type...
#1 Rectangular
#2 Rectangular
Steel Shapes
Height
Height
#1: Name W8x24
Location of Centroid from Datum
1.0000 in Width
1.0000 in
Angle
Width
5.0000 in
5.0000 in
0 deg Depth
Width
Xcg 0.000 in Ycg 0.000 in Area
Summary
Total Area
X cg Dist.
Y cg Dist.
X cg
0.0000 in
0.0000 in
7.9300 in
6.4950 in
7.0800 in2
Ixx
lyy
Xbar
Ybar
Y cg
4.4000 in
- 4.4000 in
82.7000 in4
18.3000 in4
3.248 in
3.965 in
17.0800 in2
0.0000 in
0.0000 in
11oc 277.133 in4 r xx 4.0281 in
Iyy 39.133 in4 r yy 1.5137 in
Edge Distances from CG...
+X 3.2475 in S left 12.0503 in3
-X - 3.2475 in S right 12.0503 in3
+Y 4.9000 in S top 56.5578 in3
-Y - 4.9000 in S bottom 56.5578 in3
(4 5 /u1
68k
5
113 ; 82.5
-62.6
92.7
92 Y -10.3
4.5
Loads: LC 1, dead + seismic (strength for d
Results for LC 1, dead + seismic (strength 1
Member Bending Moments (k -ft)
Reaction units are k and k -ft
eflection)
or deflection)
I.
7 ,T- , ,I!\ -\;
_j. I $7,.7 -4.18 k
�14 ' -81. 6
1
92.3
92.3 '12 -10.2
18.2
AKB Engineers
Joseph Glaser
10- 141 -00
Westfiled Phase 6 Seismic Upgrade - deflection calcul...
January 26, 2011
11:34 AM
Strengthened jumper frame 1- 26 -1...
Company
Designer
Job Number
January 26, 2011
Joseph Glaser 11:34 AM
10- 141- 00Westfiled Phase 6 Seismic Upgrade - deflection calculations Checked By:
Materials (General)
Material Label
Young's Modulus
(ksi)
Shear Modulus Poisson's Thermal Coef.
(ksi) Ratio (per 10 115 F
STL
29000
11154
.3 I .65
)
Weight Density Yield Stress
k/ft ^3) (ksi)
.49
36
Joint Coordinates
Joint Label
X Coordinate
(10
Y Coordinate
(ft)
Joint Temperature
F
N1
0
DL
0
STL
0
BEAM
N2
.24
1.2
0
50.1
0 •
984
N3
0
..:M3 : -'.:. '
17
:'
0
°
N4 ..
- 24. .....
=
17;.•:•-•
. :
, ... 0
:. .
N5
-4
:'
17
M4
0
N6
:...,.'.28•.•
17'-
-.•;.:
,.. 0.
1.2
Boundary Conditions
Joint Label
X Translation
(k/in
)
Y Translation
(kfin
Rotation
(k -ft/rad
N1
Reaction
Reaction
Reaction
N2 •
Reaction'
- .Reaction
Reaction
Member Data
Shape /
Member Label I Joint J Joint Rotate Section
Set
rees
Material Phys End Releases
Set Memb I -End J -End
TOM AVM AVM
End Offsets Inactive
I -End J -End Code Length
in in (ft)
M2
N5
DL
N6
STL
BEAM
STL
Y
1.2
'snovi!;
50.1
;Snow Load
984
32
..:M3 : -'.:. '
N1 ..
:'
- +13
°
: `:
- COLUMN
.':STL ..
'Y..
.:
.
- ..
:.
, ....
:'
::•,17 •
M4
N2
N4
STL
COLUMN
STL
Y
1.2
1
3 Load Combination #6 - (1.1... y
1
1
17
Sections
Section
Database
Material
Label
Area
in A2
SA SA I (90,270)
0.180) (90.270
inA4
I (0,180) T/C
in ^41 Onl
BEAM
W18X60
DL
Dead Load
STL
-1
17.6
1.2
1.2
'snovi!;
50.1
;Snow Load
984
COLUMN".
:.`..� W10X45
:.':
::� -
STL
: `:
;13.3
=
12 ...,
12 •,
. _ •
53.4
:.
,.248
:'
'.;:,:
SEC3
STL
1
1.2
1.2
1
3 Load Combination #6 - (1.1... y
1
1
DL
Basic Load Case Data
BLC No.
Basic Load Case Category
Code
Descri ption
Category
Descriation
Gravity
X Y
Load Type Totals
Joint Point Direct Dist.
1
dead
DL
Dead Load
1.13
-1
2
1
2"
'snovi!;
:'SL:
;Snow Load
1 :-- =`,.
3
seismic
EL
Earthquake Load
: 2 •• • (Load ,Combination' #5 = .(1:1:;.1- Yd;,.; .1 ..
-
2
DL
:11:13'.;=
Load Combinations
cription
Env WS PD SRSS CD
BLC
Factor BLC
Factor
BLC
Factor
BLC
Factor
1 dead + seismic (strength for...
1
DL
1.13
EL
1
: 2 •• • (Load ,Combination' #5 = .(1:1:;.1- Yd;,.; .1 ..
-
1
DL
:11:13'.;=
:L.::EL Y ':
..7 :.
:; •
..
•
3 Load Combination #6 - (1.1... y
1
DL
1.1
EL
.525
SL
.75
4.' Load Combination #8 := .(.46.':. y : :' •
1
1
DL
.467:.
`. • 1EL•.:
:7 •
•
.
•
5
1
RISA -2D Version 5.5 [M: \TRANSFER \JosephG \projects \Westfield Mall - Permit Revisions \Strengthened jAaneellframe 1
Company : / January 26, 2011
Designer : Joseph Glaser 11:34 AM
Job Number : 10- 141- 00VVestfiled Phase 6 Seismic Upgrade - deflection calculations Checked By:
Joint Loads /Enforced Displacements, Category : DL. BLC 1 : dead
Joint Label [L)oad,[M]ass,or, Direction Magnitude
[Misplacement (k, k -ft in, rad, k *s ^2/ft
N5
L
Y
-3.7
N6
L
-3.7
Joint Loads /Enforced Displacements. Category : EL. BLC 3 : seismic
Joint Label [L]oad,[M]ass,or, Direction Magnitude
[Misplacement (k, k -ft, in, rad, k`s ^2/ft
N5
L
X
10.268
N6
10.268
Member Direct Distributed Loads. Category : DL. BLC 1 : dead
Member Label •
Direction
Start Magnitude
(k/ft, F)
-.288 1 -.288
M2
Y
End Magnitude
(k/ft, F)
Start Location
(ft or %
End Location
(ft or %
0
0
Member Direct Distributed Loads. Category : SL. BLC 2 : snow
Member Label Direction Start Magnitude End Magnitude Start Location
(k/ft, F) (k/ft, F) (ft or %)
End Location
(ft or%
)
M2
Y
-.6
-.6
0
0
Reactions. By Combination
LC
Joint Label
X Force
(k)
Y Force
(k)
Moment
(k -ft)
1
N1
- 10.303
4.502
92.695
0
N2
= 10:233'
- . 18 :178 .
. 92.311
1
Totals:.
- 20.536
22.68
1.075
1
COG (ft):
X: 12 _
Y: 16.348
Joint Displacements. By Combination
LC Joint Label X Translation Y Translation
( )
in
in
Rotation
(radians;
1
N1
0
1.208
0
.126
0
..1.
N2
•
. 0 • .
"
= .
1.075
0 .
1
N3
H1 -1
1.255
1
-.002
- 1.742e -3
1
•N4.
.241
. . 1:255
H1 -1
.. = :009 .
.:..•
'- 1.81,5e -3
1
N5
1.256
.072
- 1.553e -3
1 .
'.: N6 ..
1.256 '-
•
- .1'06,
-
- 2.005e -3
MemberAISC ASD 9th Code Checks. By Combination
LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn.
(ft ) (ft)
Message
1
M2
1.208
27.667
.126
27.667
H1-3
1 ' •
•
"
. M3
1.075
0 .
• ;, :243
0
H1 -1
1
M4
1.152
0
.241
0
H1 -1
RISA -2D Version 5.5 [M: \TRANSFER \JosephG \projects \Westfield Mall - Permit Revisions \Strengthened IBagiB@frame 1
Company
Designer
Job Number
January 26, 2011
.roseph Glaser 11:38 AM
10- 141 -0Westfiled Phase 6 Seismic Upgrade - ASD Load combinations Checked By:
Materials (General)
Material Label
Young's Modulus Shear Modulus
(ksi) " (ksi)
STL
29000
Poisson's Thermal Coef.
Ratio (per 10 "5 F
Weight Density
(k/ft "3)
Yield Stress
(ksi)
11154
.3
.65
.49
36
Joint Coordinates
Joint Label
X Coordinate
Y Coordinate
(ft )
Joint Temperature
F
Boundary Conditions
Joint Label
X Translation
(k/in
Y Translation
(k/in
Rotation
(k- ft/rad
N1
Reaction
Reaction
Reaction
N2
Reaction
Reaction
Reaction
Member Data
Shape /
Member Label 1 Joint J Joint Rotate Section
Material Phys End Releases
Set Memb I -End J -End
TOM AVM AVM
End Offsets Inactive
1 -End J -End Code Length
in in (ft)
M2
N1
N6
0'
0
0
• .
N2 :
1
' . 24
0
-- -. 0
;::13.3•
N3
Ma-`: ,
0
17
0
COLUMN
'N4: '
Y
•24
•17
1
N5
-4
17
0
:
.-, N6'•
-'
28 ,. ,
.17 .
0 -:
Boundary Conditions
Joint Label
X Translation
(k/in
Y Translation
(k/in
Rotation
(k- ft/rad
N1
Reaction
Reaction
Reaction
N2
Reaction
Reaction
Reaction
Member Data
Shape /
Member Label 1 Joint J Joint Rotate Section
Material Phys End Releases
Set Memb I -End J -End
TOM AVM AVM
End Offsets Inactive
1 -End J -End Code Length
in in (ft)
M2
N5
N6
17.6
BEAM
STL
Y
984
1
:.,COLUMN :•.'1.-
: ' •W1 0X45
, ° -STL
;::13.3•
32
Ma-`: ,
N1
N3
°. ..;
COLUMN
STL
Y
1
1.2
1.2
1
1
17
M4
N2
N4
1
COLUMN
STL
Y
`'EL,
:7
.=
17
Sections
Section
Database
Material
Area
SA SA 1 (90,270)
0,270
in "4
I (0,180) T/C
in "4) Onl
BEAM
W18X60
STL
17.6
1.2
1.2
50.1
984
1
:.,COLUMN :•.'1.-
: ' •W1 0X45
, ° -STL
;::13.3•
1:2• :....;1:2
.`
. 53:4..,
_ 248. •
SEC3
seismic
STL
1
1.2
1.2
1
1
Basic Load Case Data
BLC No. Basic Load Case Category
Category
)escription
Gravity
X Y
Load Type Totals
Joint Point Direct Dist.
1
dead
DL
Dead Load
1
-1
2
. EL
1
2 . _
, snow" : .
. " 'SL. , .,.
• .. Snow Load
'.
3
seismic
EL
Earthquake Load
2'
Load Combinations
BLC
Factor
BLC
Factor
BLC
Factor
BLC
Factor
1 Idead + seismic (strength for...
1
DL
1.13
. EL
1
1' 2 .:ILoad Combination #5 - (1 :1.. ::.y.'I:. s::.'
`
1
1
1.'
..DL'.
'1.13 :..
`'EL,
:7
.=
..
3 Load Combination #6 - (1.1... y
1
DL
1.1
EL
.525
SL
.75
4 (Load Combination #8 - (.46.1 y' V :" ;
-
1
1
DL
.467- .
'.'''EL . •
• .:7. '
5
1
RISA -2D Version 5.5 [M: \TRANSFER \JosephG \projects \Westfield Mall - Permit Revisions \Strengthened jlaagl 8frame 1
Company
Designer
Job Number
.Joseph Glaser
10- 141- 0Westfiled Phase 6 Seismic Upgrade - ASD Load combinations
January 26, 2011
11:38 AM
Checked By:
Joint Loads /Enforced Displacements. Category : DL. BLC 1 : dead
Joint Label
[L]oad,[M]ass,or,
[Misplacement
Direction
Magnitude
(k, k -ft, in, rad, k•s "2/ft)
N5
L
Y
-3.7
N6
L
Y •
-3.7
Joint Loads /Enforced Displacements. Category : EL.
BLC 3 : seismic
Joint Label [ L]oad,[M]ass,or, Direction
[Misplacement
Magnitude
(k, k -ft, in, rad, k's "2/ft
N5
L
X
10.268
N6 •
L
..X •
10.268
Member Direct Distributed Loads. Category : DL.. BLC 1 : dead
Member Label Direction Start Magnitude End Magnitude Start Location
(k/ft, F) (k/ft, F) (ft or %
Y 1 -.288
End Location
(ft or%
M2
-.288
0
0
Member Direct Distributed Loads. Category : SL. BLC 2 : snow
Member Label Direction Start Magnitude End Magnitude
(k/ft, F) (k/ft, F)
M2 1 Y 1 -.6
Start Location
(ft or %)
-.6 1 0
Envelope Reactions
Joint Label
End Location
(ftor %)
0
X Force
(k)
Y Force
Lc (k)
Lc
Moment
(k -ft ) Lc
N1
max
-4.793
3
14.649
3
64.944
2
.
min
2:7.223 •
' 2.
' . -:1. • •
•:4.'
.•.4.5.29
3
N2
max
-5.988
3
21.829
3
64.673
4
:min :
"':--7:173 •• .
-4 .
•' `9:473.»4:5i.838
0.000
4
3
Reaction Totals :
max
- 10.781
3
36.478
3
'min.:
= 14.375 ..
2 ....9
:373 ' -
' 4
Envelope Joint Displacements
Joint Label
X Translate Y Translate
in Lc in Lc
Rotate
radians
Lc
Envelope Member MSC ASD 9th Code Checks
Member Label Code Chk Loc Shear Chk Loc
(ft ) Lc (ft)
Lc
ASD Eqn.
Message
M2
N1
.912
27.667
max
0.000
2
0.000
4
0
3
•
•
•:758 :_ ..`
0 •:.:2`.:
:min.
2.,0.000 '.
3 •
•••0:000:•',.3
:.2
H1 -2
...::.
•
N2
.786
max
0.000
4
0.000
4
0
3
.
':min ::':.0.000
3 .
, 0.000 :=
• ‘.3'..
: :, ..0 ... •
4
Ni
max
.879
4
0
4
- 1.209e -3
2
..
:miri' ='
• :659.
3
.. :'-:008-:.:,'
:'3•.':
=11548e =3
3
N4
max
.879
2
-.005
4
- 3.195e -4
3
•..•
.-
;mine
..::659:.
. 3
: `:011:....
3'.:
- :281e 3
2
N5
max
.879
4
.056
3
- 1.019e -3
2
:A
:min,
:.r:66 .•.
:.3..
. :045.•ti:;2i';'-
.1:339e -3
3
N6
max
.879
2
-.037
3
- 5.286e -4
3
.. •
.•-.=
-min
:: ::659
:3..
.: =.079' •-.:••f
:2
-1 471e -3
2
Envelope Member MSC ASD 9th Code Checks
Member Label Code Chk Loc Shear Chk Loc
(ft ) Lc (ft)
Lc
ASD Eqn.
Message
M2
.912
27.667
2
.146
27.667
3
H1-3
M3
•
•:758 :_ ..`
0 •:.:2`.:
..170=
.'°'';:
0' ".
:.2
H1 -2
...::.
•
M4
.786
0
2
.169 .
0
4
H1-2
RISA -2D Version 5.5 [M :\ TRANSFER \JosephG \projects \Westfield Mall - Permit Revisions \Strengthened jldagE4frame 1
r,1 ,11.1
u 1; FEB 0 7 2011 . .
FIEJD INC.
•�,
4
ABKJI
ANDERSEN • BJORNSTAD• KANE •JACOBS
Consulting Civil and Structural Engineers
800 Fifth Avenue, Suite 2500 Seattle, Washington 98104
DATE: January 25, 2011
TO: Mr. Patrick Burns
Operations and Risk Manager
Westfield Shoppingtown Southcente
633 Southcenter
.. F$tI COPY
REV R MEMORANDUM
I�206.340.2266 I www.abkj.com
APPRf9VED
FEB 2 2 2011
City of Tukwila
BUILDING DIVISION
Seattle, WA 98188 • .
1 I : i ',
' .1 FEB - 7 2011 .'
FROM: Joseph Glaser, P.E.
RE: Building Permit Plan Review — First Submittal
Westfield Mall Seismic Upgrade (D10 -353)
Dear Mr. Burns:
We have reviewed the plan review comments dated January 14, 2011 which you have
forwarded to us. Attached please find our response to each of these comments. We
have followed the format of beginning with a portion of each review comment (in bold
and following the original numbering scheme), followed by our response. In addition,
we have provided a narrative for the project, in order to better explain the current
permit submittal package and to aid in its review.
Please incorporate this package along with the attached revised structural drawings and
supplemental structural calculations into the permit response package you prepare for
the Building Official for the City of Tukwila, Department of Community Development.
HISTORY
The original portion of the South Center Mall, which is where the current seismic
upgrade is to occur, was constructed in 1966 and according to the General Notes for the
Permitted drawing set, it was designed under the Seismic guidelines of the 1961 UBC
and amendments.
In 1987, a voluntary seismic upgrade was undertaken at the owner's volition (see
attached plan, Figure 1). This was "voluntary" as no upgrade was necessitated due
conditions described in the provisions of IBC Section 3401: "alteration, repair, addition
or change of occupancy to an existing structure ". A series of seismic strengthening
measures were prescribed at that time. All phases were completed except for "Phase
6 ", which comprise the measures currently under consideration. What we propose in
this current permit submittal, therefore, is a voluntary upgrade. As such, it shall adhere
to IBC Section 3404.5.
DESCRIPTION OF THE REGIONS TO BE STRENGTHENED AND THE EXISTING LATERAL
FORCE RESISTING SYSTEMS IN THESE REGIONS
There are two regions / locations where elements of the existing lateral force resisting
system (LFRS) are to be strengthened.
The region described in detail A on sheet S -2 (Region "A ") is bounded by gridlines "13 ",
on the West, "20" to the East, "F" to the North and "N" to the south. Please refer to
page L1 of the calculations and on the attached Figure 2 from the As -Built Plan set. To
explain the justification of isolating this region in terms of our seismic modeling of it, on
the East at gridline "20" the region is bounded by a seismic joint (see referenced detail
14/S -21 on Figure 4) , on the North ( "F ") and West ( "13 ") by the edge of the building,
and on the South ( "0 ") by an adjacent region with a similar LFRS layout (this continuity
is based on the assumption of a flexible roof diaphragm so that the seismic Toads are
distributed according to the tributary area associated with each line of resistance of the
LFRS elements).
The region described in detail B on sheet S -2 (Region "B ") is contiguous with Region "A"
directly to the south and is the bounded by gridlines "13" on the West, "20" to the East,
"0" to the North and "U" to the south. Please refer to Figure from the As -Built Plan
set. The region is bounded on the East at gridline "20" by a seismic joint, on the North
( "0 ") by region "A ", on the South ( "U ") by the edge of the building and on the West
( "13 ") by a contiguous region. (Note from the "NEW SEISMIC UPGRADE FRAMING" plan
(Figure 1) other portions of the building have had seismic upgrades. We feel that this
further justifies our "regional" approach to this upgrade).
Based on several factors, primarily the details describing the two types of frame
elements in these regions (the typical "Jumper Beam Frame" of detail 1/S -2 - figure 5 -
and the "High Bay Bracing" of detail 10/5 -18 - figure 6)'coupled with the limited capacity
of the roof diaphragm, it was concluded that the two types of frames provided lateral
resistance and formed the LFRS in the East -West direction.
DESIGN APPROACH
In our analysis to provide the strengthening measures described in the 1987 document
(as it pertains to "Phase 6 "), we determined that if we follow the flexible diaphragm
analogy and distributed the seismic forces (based on current IBC requirements) equally
to each existing element of the LFRS, each existing frame element will be slightly
overstressed (see sheet L3 and E9 of the original calculations). We feel it is justifiable to
make the flexible diaphragm analogy and equal distribution to each frame element
because each frame has similar stiffness. The goal of the strengthening of a given frame
is that by stiffening the selected element, it will attract more seismic load and lower the
load to the adjacent LFRS elements (note that there will be no increase in the load to
the adjacent existing frames, satisfying paragraph (1) of IBC Section 3404.5). This
redistribution of forces is described in the calculations on sheet L3 of the existing
calculations. This increased load to the strengthened frame forms the basis of the
current design.
Within the original and revised calculations, the organization is as follows:
• Sheet L1 —The seismic loads are determined
• Sheet L2 — assume equal distribution to each of 19 frames per flexible diaphragm
analogy. Rho (redundancy coefficient) is determined, and loads are distributed
to the existing frames. The high frames are determined to be adequate in
deflection. The jumper frames indicate excessive deflection. This however is
using E (full strength loads), which to check for existing conditions is
conservative. Using 70% of E, deflection is 2.82" < 3.01" allowed.
• Sheet L3 — Redistribute loads to system, such that 10% of the 15% overloading to
the existing frames is distributed to the frame to be strengthened in order to
determine its Toad. The results of the RISA analysis (see sheets U5 — U7) are
presented and shown to be within the deflection limits.
• Sheet L4 — The adequacy of the Existing Decking is demonstrated.
• Sheet L5 —The revised load combinations per IBC 1605.3.1 and ASCE 7 -05 (ASD)
are provided. The RISA analysis of these combinations (sheets U8 -U9) are shown
to be adequate.
• A quantitative description of the strengthening of the existing members as a
transformed section ("Built-Up Section Properties "), is provided on sheets U1
through U4. The properties of the built up sections become the Beam and
Column used in the "JumperFrame_Strengthened" model used in the STAAD
analysis on sheets U5 — U21.
Note that in response to several permit comments, the STAAD analysis has been revised
and simulated in RISA 2 -D. Please see relevant portions of the Permit. Response letter
below.
PERMIT COMMENT RESPONSES
1. Structural special inspections by ...: This has been addressed in the revised
drawings. Please see sheet S -1.
2. Structural tests by qualified ...: This has been addressed in the revised drawings.
Please see sheet S -1.
3. The general structural notes, Sheet S-1, should be revised ... : This has been
addressed in the revised drawings. Please see sheet S -1.
4. The extent of each type of special inspection ... : This has been addressed in the
revised drawings. Please see sheet S -1.
5. The earthquake load design data in the general structural notes ...: This has
been addressed in the revised drawings. Please see sheet S -1.
6. A note should be added to the general structural notes, Sheet S -1...: This has
been addressed in the revised drawings. Please see sheet S -1.
7. A note should be added to the general structural notes, Sheet S -1, ...: There are
no slip - critical connections in this project. All connections are friction type. See
paragraph 3 of STRUCTURAL STEEL section of General notes.
8. A note should be added to the general structural notes, Sheet S -1 ...: This has
been addressed in the revised drawings. Please see sheet S -1.
9. A note should be added to the general structural notes, Sheet S -1 ...: This has
been addressed in the revised drawings. Please see sheet S -1.
10. The complete-joint-penetration groove welds of the beam flanges, ...: Detail
4/S -2 (formerly 4/S -1) and the General Notes have been updated and have been
revised accordingly.
11. Steel ordinary moment frames are proposed, but these are not permitted ...
due to being assigned to Seismic Design Category D ...: Per ASCE 7 -05 section
12.2.5.6, ordinary steel moment frames in Seismic Design Category D are
allowed in one story structures up to a height of 65' and the dead load does not
exceed 20 psf. As all of these conditions are met, the steel ordinary moment
frame should be allowed.
12. The size of the structure where the steel ordinary moment frames are
proposed ...: Please see Narrative section above and the associated figures
(plans and details from As -Built Structural Drawing set) which address this
comment.
13. The note: "moment frame selected for upgrading" ... : Please see Narrative
section above and the associated figures (plans and details from As -Built
Structural Drawing set) which addresses this comment.
14. The note: "moment frame selected for upgrading" ... : Please see Narrative
section above and the associated figures (plans and details from As -Built
Structural Drawing set) which addresses this comment.
15. Assuming the existing lateral- force - resisting vertical elements are
concentrically braced frames, replacing ... leads to the creation of a horizontal
combination seismic force - resisting system ...: As is discussed in the Narrative
section, the existing lateral force resisting system (LFRS) is a combination of
"Jumper Frames" and "High Brace Frames ". Also, the frame elements chosen for
upgrading are "Jumper Frames ", which we have categorized as ordinary moment
frames. (See Figures 2, 3, 5, and 6). The "High Brace Frames" are difficult to
classify, but are not true concentrically braced frames. Our interpretation of the
cited sections (especially section 12.2.3.2 of ASCE 7 -05) is that they are intended
to base a design on the less rigid and /or less ductile elements of a system where
combined structural elements of the LFRS were used. We feel that this would be
more appropriate for new construction where the types of systems are more
easily categorized and designed to a specific standard (R, Cd, and Overstrength).
Because of our approach of strengthening of a selected frame in an existing
system, which because of its strengthening attracts additional Toad and which is
designed to resist that load in terms of shear, moment, and deflection (see
deflection related responses below), we feel that using the deflection
amplification factor (Cd = 3.0) associated with the "Ordinary Moment Frame"
categorization of the strengthened element is appropriate.
16. Based on our understanding of the occupancy of the structure ...: The original
design uses an importance factor of le = 1.25. See calculations sheet L1.
17. A seismic base shear, V, for allowable stress design ... the determination of
allowable story drift is based on strength design ...: This has been corrected in
the revised calculations. See sheets L3 and U7.
18. The determination of allowable story drift, in the calculations assumes a
classification ... : This has been corrected in the revised calculations. See sheet
L3.
19. The structure is required to be designed for the additional load combination
indicated below....: This has been corrected in the revised calculations. See
sheet L4A.
20. The building is required to be designed for load combinations that include
vertical seismic Toad effects....: This has been corrected in the revised
calculations. See sheet L4A.
21. The STAAD.Pro analyses assumes fixed -end conditions at the bottom of each
column ...: The bases of the columns are encased in the concrete footing.
Please see attached figures 7.
Please feel free to contact our office should you have any questions,
Thank you,
Joseph Glaser, P.E.
Senior Project Engineer
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January 14, 2011
File No. 262011.005/00101
Mr. Bob Benedicto, Building Official
City of Tukwila, Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
Subject: Building Permit Plan Review — First Submittal
Westfield Mall Seismic Upgrade (D10 -353)
Dear Mr. Benedicto:
We reviewed the proposed project for compliance with the structural provisions of the
2009 International Building Code (IBC) as amended and adopted by the state of
Washington and the city of Tukwila. The permit applicant should address the
comments below.
CIVII!ENGINEERING' w=`'
t, STRUCTURAL ENGINEERIN
rhR ANNING
"SURVEYINGK{
Etf-f xC% jtrr.;7
Responses to the review comments below should be made in an itemized letter form.
We recommend the permit applicant have the structural engineer respond and resubmit
two sets of the revised structural drawings and one copy of the supplemental structural
calculations for additional review. All information should be submitted directly to Reid
Middleton, Inc.
Geotechnical
No comments
Architectural
No comments
Structural
1. Structural special inspections by qualified special inspectors should be provided.
See IBC Sections 1704 and 1707. The following is a summary:
a. Fabrication and erection of structural steel: Periodic, see also
Section 1704.3.
b. Welding of structural steel for single -pass fillet welds (maximum 5/16- inch):
Periodic, see also Section 1704.3.
V,IASH•r400;;
728 134th Street SW
Suite 200
Everett, WA 98204
Phone: 425 741 -3800
=ax. 425 741 -3900
ALASKA
4300 8 Street
Suite 302
Anchorage, AK 99503
?hone: 907 567 -7439
Fax. 907 561 -5319
Mr. Bob Benedicto, Building Official
City of Tukwila
January 14, 2011
File No. 262011.005 /00101
Page 2
c. Welding of structural steel other than single -pass fillet welds (maximum
5/16- inch): Continuous, see also Section 1704.3.
d. High - strength bolting of structural steel other than slip - critical: Periodic, see
also Section 1704.3.
e. High - strength bolting of structural steel, slip - critical, where applicable:
Continuous, see also IBC Section 1704.3, Section M5.4 of AISC 360 -05 and
RCSC Section 9.3.
2. Structural tests by qualified special inspectors should be conducted. See IBC
Sections 1704 and 1708. The following is a summary:
a. Nondestructive testing of the complete-joint-penetration (and partial-joint-
penetration, where applicable) groove - welded joints at the steel ordinary
moment frames. See IBC Section 1708.3 and Section 18 and Appendix
Section Q5.2 of AISC 341 -05.
3. The general structural notes, Sheet S -1, should be revised by specifying an
additional special inspection (i.e., fabrication and erection of structural steel).
See IBC Section 1705.2. Refer to Sections 1704 and 1707 and the structural
comment above to determine the additional type of special inspection.
4. The extent of each type of special inspection in the general structural notes,
Sheet S -1, should be specified for review (e.g., periodic or continuous). See IBC
Section 1705.2(5). Refer to Section 1702.1 for the definitions of continuous
special inspection and periodic special inspection. Refer to Sections 1704 and
1707 and the structural comment above to determine when continuous or
periodic special inspection is required for each type of special inspection.
5. The earthquake load design data in the general structural notes, Sheet S -1,
should be revised by also specifying the site class, design spectral response
accelerations, SDS and SD /, design base shear, V, seismic response coefficient, CS,
and analysis procedure used. See IBC Section 1603.1.5.
6. A note should be added to the general structural notes, Sheet S -1, specifying
nondestructive testing of the complete-joint-penetration (and partial-joint-
penetration, where applicable) groove- welded joints at the steel ordinary
moment frames. See IBC Section 1708.3 and Section 18 and Appendix
Section Q5.2 of the AISC 341 -05.
Reid iddleton'
1
Mr. Bob Benedicto, Building Official
City of Tukwila
January 14, 2011
File No. 262011.005 /00101
Page 3
7. A note should be added to the general structural notes, Sheet S -1, specifying
that, other than erection bolts, the high - strength bolts at the seismic- force-
resisting system of the building shall be pretensioned and their faying surfaces
shall be prepared as required for slip - critical connections (Class A, /c >_ 0.35).
See IBC Section 2205.2.2, Section 7.2 AISC 341 -05 and Section J3.8 of
AISC 360 -05.
8. A note should be added to the general structural notes, Sheet S -1, specifying that
the welds at the members and connections of the seismic - force - resisting system
of the building shall be made with filler metal producing welds with a minimum
Charpy V -notch toughness of 20 ft -Ibf at 0 degrees F. See IBC Section 2205.2.2
and Section 7.3a of AISC 341 -05.
9. A note should be added to the general structural notes, Sheet S -1, specifying that
demand critical welds shall be made with filler metal producing welds with a
minimum Charpy V -notch toughness of 20 ft -lbf at minus 20 degrees -F and
40 ft -Ibf at 70 degrees -F. See IBC Section 2205.2.2 and Section 7.3b of
AISC 341 -05.
10. The complete-joint-penetration groove welds of the beam flanges, shear plates
and beam webs to the columns of the steel ordinary moment frames are required
to be demand - critical welds. Detail 4 /S -1 should be revised by specifying the
locations of these welds for review. See IBC Section 2205.2.2 and
Sections 5.1(5) and 11.2c of AISC 341 -05.
11. Steel ordinary moment frames are proposed, but these are not permitted in the
structure due to being assigned to Seismic Design Category D. The drawings
should be revised by providing a seismic force- resisting system that is approved
for Seismic Design Category D. See IBC Sections 1613.1 and 3404.1, and
Table 12.2 -1, Item C.4, of ASCE 7 -05.
12. The size of the structure where the steel ordinary moment frames are proposed
and the characteristics of the existing seismic force - resisting systems are unclear.
Documentation confirming the number of stories or framing levels of the
structure, the extent of the structure beyond what is shown on Sheet S -1, the
locations of seismic joints enabling an apparent assumption of 7 bays, 24 feet
0 inches in width, in the effective structure for the purposes of the analysis, the
types and locations of the existing lateral- force- resisting vertical elements, and
other pertinent information, should be submitted to enable review. Refer to
Section 12.2.5.6 of ASCE 7 -05.
Reid iddleton`
Mr. Bob Benedicto, Building Official
City of Tukwila
January 14, 2011
File No. 262011.005 /00101
Page 4
13. The note: "moment frame selected for upgrading" at Partial Roof Framing
Plans A and B is not clear. A narrative should be submitted explaining the
choice of the moment frames in the current drawings and the probability that
other moment frames will be proposed for upgrading in the future, should be
submitted for review.
14. The note: "moment frame selected for upgrading" at Partial Roof Framing
Plans A and B is also unclear with respect to what is currently in place at the
locations for upgrading. Based on the details elsewhere on Sheet S -1, it appears
that the existing lateral- force - resisting vertical elements consist of steel
concentrically- braced frames.
15. Assuming the existing lateral- force - resisting vertical elements are concentrically
braced frames, replacing or supplementing them with steel ordinary moment
frames leads to the creation of a horizontal combination seismic force- resisting
system. For steel ordinary concentrically braced frames, the lower value of the
response modification coefficient, R, and the higher value of the deflection
amplification factor, Co, is required to be used for the structure. This will
require the calculations to be revised and resubmitted for review. The structural
design may need to be revised. Please verify. See IBC Section 1613.1 and
Section 12.2.3.2 of ASCE 7 -05.
16. Based on our understanding of the occupancy of the structure (Occupancy
Category III), the seismic base shear, V, and lateral seismic forces, Fx, are
required to be multiplied by an importance factor, 1, of 1.25. This requirement,
however, was not considered in the determination of V or Fx in the calculations
• (pages L1 -L3), but it was assumed in the determination of the deflections, ax
(pages L2 and L3). The calculations should be revised and resubmitted for
review. The structural design may need to be revised. Please verify. • See IBC
Section 1613.1 and Table 1604.5, and Sections 11.5, 12.8.1, 12.8.1.1, and 12.8.6
of ASCE 7 -05.
17. A seismic base shear, V, for allowable stress design is determined on page L 1 of
the calculations, but the determination of the allowable story drift, tlx is based on
strength design (page L2). The calculations should be revised and resubmitted
for review. The structural design may need to be revised. Please verify. See
IBC Sections 1602.1 (notation for "E "), 1605, and 1613.1, Sections 12.4 and
12.8.6 of ASCE 7 -05, and Table 12.12.1 of ASCE 7 -05.
Reid iddleton
Mr. Bob Benedicto, Building Official
City of Tukwila
January 14, 2011
File No. 262011.005 /00101
Page 5
18. The determination of allowable story drift, dx, in the calculations apparently
assumes a classification of Occupancy Category II for the structure, but our
understanding is that a classification of Occupancy Category III is required. The
calculations for allowable story drift, dx, should be revised for 75 percent of the
calculated value and resubmitted for review. The structural design may need to
be revised. Please verify. See IBC Section 1613.1 and Table 12.12 -1 of
ASCE 7 -05.
19. The structure is required to be designed for the additional load combination
indicated below. This load combination does not appear to be considered in the
STAAD.Pro analyses, which should be revised and resubmitted for review. The
structural design may need to be revised. Please verify. See IBC
Sections 1605.1 and 1605.3.1. Note that D = dead load and E = earthquake Toad
(strength design).
a. 0.6 D + 0.7 E
20. The building is required to be designed for load combinations that include
vertical seismic load effects. These load combinations do not appear to be
considered in the calculations STAAD.Pro analyses, which should be revised to
include load combinations with vertical seismic load effects as indicated below
and resubmitted for review. The structural design may need to be revised.
Please verify. Note that D = dead load, E = seismic load effect, QE = effect of
horizontal seismic forces, p = redundancy factor, and SDS = design spectral
response acceleration parameter at short periods. See IBC Section 1613.1 and
Section 12.4 of ASCE 7 -05.
a. E = P QE + 0.2 SDS D.
b. E = p QE - 0.2 SDS D.
21. The STAAD.Pro analyses assume fixed -end conditions at the bottom of each
column in the steel moment frames. The calculations do not appear to consider
the effect of this assumption on the steel base plates, the anchorage of the frames
to the foundation and the foundation. Substantiating data verifying structural
adequacy should be submitted for review. The structural design may need to be
revised. Please verify. See IBC Section 1604.4.
Reid iddleton
%yr
Mr. Bob Benedicto, Building Official
City of Tukwila
January 14, 2011
File No. 262011.005/00101
Page 6
Corrections and comments made during the review process do not relieve the permit
applicant or the designers from compliance with code requirements, conditions of
approval, and permit requirements; nor are the designers relieved of responsibility for a
complete design in accordance with the laws of the state of Washington. This review is
for general compliance with the International Building Code as it relates to the project.
If you have questions or need additional clarification, please contact us.
Sincerely,
'd Middleton, Inc.
Philip Brazil, P.E., S
Senior Engineer
cc: Mark Hilliard, BN Builders (by e-mail)
Joseph Glaser, ABKJ (by e-mail)
Brenda Holt, City of Tukwila (by e-mail)
knb:\doc\.26\planrevw\tukwila\1 1 \t001 r1.doc \prb
Reid iddleton
ABKJI
ANDERSEN • BJORNSTAD • KANE • JACOBS
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Reid iddleton
February 17, 2011
File No. 262011.005/00102
Mr. Bob Benedicto, Building Official
City of Tukwila, Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
Subject: Building Permit Plan Review — Final Submittal
Westfield Mall Seismic Upgrade (D10 -353)
Dear Mr. Benedicto:
CIVIL ENGINEERING
STRUCTURAL ENGINEERING
PLANNING
SURVEYING
RECEN D
1FE8
la 20111
DEye pPp NT
We reviewed the proposed project for compliance with the structural provisions of the
2009 International Building Code (IBC) as amended and adopted by the state of
Washington and the city of Tukwila. The permit applicant has responded successfully
to our comments.
A new sheet not included in the drawings that we reviewed initially was submitted with
the revised drawings. The other sets of drawings should be reconciled in preparation for
permit issuance. One additional copy of this new sheet is enclosed to facilitate the
process. This new sheet is: S1 (original S1 renumbered to S2).
The "red- lined" revisions noted below were made to the drawings with the concurrence
of the structural engineer. The other sets of drawings should be reconciled in
preparation for permit issuance.
1. Sheet S -1. At section on structural steel, add "Prepare faying surfaces as
required for slip- critical connections (Class A, µ > 0.35)" as shown.
2. Sheet S -1. At section on structural steel, add "@ 0° F" as shown.
3. Sheet S -1. At section on structural steel, add "and 40 ft-lb @ 70° F" as shown.
4. Sheet S -1. At section on quality assurance plan, change from "designated
seismic system" to "voluntary seismic improvement" as shown.
5. Sheet S -2. Revise sheet references as shown.
Structural special inspections by qualified special inspectors should be provided. The
following is a summary:
1. Fabrication and erection of structural steel: Periodic.
2. Welding of structural steel for single -pass fillet welds (maximum 5/16- inch):
Periodic.
Mr. Bob Benedicto, Building Official
City of Tukwila
February 17, 2011
File No. 262011.005/00102
Page 2
3. Welding of structural steel other than single -pass fillet welds (maximum
5/16- inch): Continuous.
4. High- strength bolting of structural steel other than slip- critical: Periodic.
5. High- strength bolting of structural steel, slip - critical, where applicable:
Continuous.
Structural tests by qualified special inspectors and other methods of verification should
be conducted or submitted, where applicable. The following is a summary:
1. Nondestructive testing of the complete-joint-penetration (and partial-joint-
penetration, where applicable) groove - welded joints at the steel ordinary
moment frames.
Enclosed are two sets of the revised structural drawings, structural calculations, and
correspondence from the structural engineer for your records. If you have questions or
need additional clarification, please contact us.
Sincerely,
Reid Middleton, Inc.
Philip B, zil, P.E., S.E.
Senior ngineer
Enclosures
cc: Mark Hilliard, BN Builders (by e -mail)
Joseph Glaser, ABKJ (by e -mail)
Brenda Holt, City of Tukwila (by e -mail)
knb\26 \p lanrevw \tukwi la\ 11 \t001 r2.doc \prb
Reid iddleton
Reid iddleton
January 14, 2011
File No. 262011.005 /00101
Mr. Bob Benedicto, Building Official
City of Tukwila, Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
Subject: Building Permit Plan Review — First Submittal
Westfield Mall Seismic Upgrade (D10 -353)
Dear Mr. Benedicto:
CIVIL ENGINEERING
STRUCTURAL ENGINEERING
PLANNING
SURVEYING
CiTyRNMEq
JAN 18 2011
PERMI7CENIER
We reviewed the proposed project for compliance with the structural provisions of the
2009 International Building Code (IBC) as amended and adopted by the state of
Washington and the city of Tukwila. The permit applicant should address the
comments below.
Responses to the review comments below should be made in an itemized letter form.
We recommend the permit applicant have the structural engineer respond and resubmit
two sets of the revised structural drawings and one copy of the supplemental structural
calculations for additional review. All information should be submitted directly to Reid
Middleton, Inc.
Geotechnical
No comments
Architectural
No comments
Structural
1. Structural special inspections by qualified special inspectors should be provided.
See IBC Sections 1704 and 1707. The following is a summary:
a. Fabrication and erection of structural steel: Periodic, see also
Section 1704.3.
b. Welding of structural steel for single -pass fillet welds (maximum 5/16- inch):
Periodic, see also Section 1704.3.
4 ;or,
44 44
Mr. Bob I3enedicto, Building Official
City of 'Tukwila
January 14, 2011
Pile No. 262011.005/00101
Page 2
c. Welding of structural steel other than single -pass fillet welds (maximum
5/16- inch): Continuous, sec also Section 1704.3.
d. Iligh-strength bolting of structural steel other than slip - critical: Periodic, see
also Section 1704.3.
e. I Iigh- strength bolting of structural steel, slip - critical. where applicable:
Continuous, see also IBC Section 1704.3, Section M5.4 of RISC 360 -05 and
RCSC Section 9.3.
2. Structural tests by qualified special inspectors should he conducted. Sec IBC
Sections 1704 and 1708. The following is a summary:
a. Nondestructive testing of the complete-joint-penetration (and partial- joint-
penetration, where applicable) groove- welded joints at the steel ordinary
moment frames. See IBC Section 1708.3 and Section 18 and Appendix
Section Q5.2 of AISC 341 -05.
3. The general structural notes, Sheet S -1, should he revised by specifying an
additional special inspection (i.e., fabrication and erection of structural steel).
See IBC Section 1705.2. Refer to Sections 1704 and 1707 and the structural
comment above to determine the additional type of special inspection.
4. The extent of each type of special inspection in the general structural notes.
Sheet S -1. should be specified for review (e.g., periodic or continuous). See IBC
Section 1705.2(5). Refer to Section 1702.1 for the definitions of continuous
special inspection and periodic special inspection. Refer to Sections 1704 and
1707 and the structural comment above to determine when continuous or
periodic special inspection is required for each type of special inspection.
5. The earthquake load design data in the general structural notes. Sheet S -1.
should he revised by also specifying the site class. design spectral response
accelerations, .S „s and Sm. design base shear. i'. seismic response coefficient. (',s,
and analysis procedure used. See IBC Section 1603.1.5.
6. A note should be added to the general structural notes. Sheet S -1, specifying
nondestructive testing of the complete-joint-penetration (and partial- joint-
penetration, where applicable) groove- welded joints at the steel ordinary
moment frames. See 113C Section 1708.3 and Section 18 and Appendix
Section Q5.2 of the AISC 341 -05.
Reid iddleton
Mr. Bob Benedicto, Building Official
City of Tukwila
January 14. 2011
File No. 262011.005/00101
Page 3
7. A note should he added to the general structural notes, Sheet S -1, specifying
that, other than erection bolts, the high - strength bolts at the seismic- force-
resisting system of the building shall he pretensioned and their faying surfaces
shall be prepared as required for slip - critical connections (Class A, fi > 0.35).
See IBC Section 2205.2.2, Section 7.2 AISC 341 -05 and Section J3.8 of
AISC 360 -05.
8. A note should be added to the general structural notes. Sheet S -1, specifying that
the welds at the members and connections of the scismic- force - resisting system
of the building shall he made with filler metal producing welds with a minimum
Charpy V -notch toughness of 20 ft -lbf at 0 degrees F. Sce IBC Section 2205.2.2
and Section 7.3a of RISC 341 -05.
9. A note should be added to the general structural notes. Sheet S -1, specifying that
demand critical welds shall be made with filler metal producing welds with a
minimum Charpy V -notch toughness of 20 ft -lbf at minus 20 degrees -F and
40 ft-Ibf at 70 degrees -F. Sec IBC Section 2205.2.2 and Section 7.3h of
AISC 341 -05.
10. The complete- joint- penetration groove welds of the beam flanges, shear plates
and beam webs to the columns of the steel ordinary moment frames are required
to be demand - critical welds. Detail 4 /S -1 should be revised by specifying the
locations of these welds for review. Sce IBC Section 2205.2.2 and
Sections 5.1(5) and 11.2c of AISC 341 -05.
11. Steel ordinary moment frames are proposed, but these are not permitted in the
structure due to being assigned to Seismic Design Category D. The drawings
should he revised by providing a seismic force - resisting system that is approved
for Seismic Design Category 1). See IBC Sections 1613.1 and 3404.1, and
Table 12.2 -1, Item C.4. of ASCE 7 -05.
12. The size of the structure where the steel ordinary moment frames are proposed
and the characteristics of the existing scismic force- resisting systems are unclear.
Documentation confirming the number of stories or framing levels of the
structure, the extent of the structure beyond what is shown on Sheet S -1. the
locations of seismic joints enabling an apparent assumption of 7 hays. 24 feet
0 inches in width. in the effective structure for the purposes of the analysis. the
types and locations of the existing lateral- force - resisting vertical elements, and
other pertinent inforniation, should be submitted to enable review. Refer to
Section 12.2.5.6 of ASCE 7 -05.
Reid iddleton
Mr. Bob Benedicto, Building Official
City of Tukwila
January 14. 2011
File No. 262011.005/00101
Page 4
13. The note: "moment frank selected for upgrading'" at Partial Roof Framing
Plans A and B is not clear. A narrative should be submitted explaining the
choice of the moment frames in the current drawings and the probability that
other moment frames will he proposed for upgrading in the future, should he
submitted for review.
14. The note: "moment frame selected for upgrading' at Partial Roof Framing
Plans A and B is also unclear with respect to what is currently in place at the
locations for upgrading. Based on the details elsewhere on Sheet S -1, it appears
that the existing lateral - force- resisting vertical elements consist of steel
concentrically - braced frames.
15. Assuming the existing lateral- force - resisting vertical elements are concentrically
braced frames. replacing or supplementing them with steel ordinary moment
frames leads to the creation of a horizontal combination seismic force- resisting
system. For steel ordinary concentrically braced frames, the lower value of the
response modification coefficient. R, and the higher value of the deflection
amplification factor, ('p. is required to be used for the structure. "l'his will
require the calculations to he revised and resubmitted for review. The structural
design may need to he revised. Please verify. See IBC Section 1613.1 and
Section 12.2.3.2 of ASCE 7 -05.
16. I3ased on our understanding of the occupancy of the structure (Occupancy
Category 111). the seismic base shear, 1', and lateral seismic forces, Fr, are
required to he multiplied by an importance factor, I, of 1.25. This requirement.
however. was not considered in the determination of I•' or Fr in the calculations
(pages I,1 -L3). but it was assumed in the determination of the deflections, 6,
(pages L2 and L3). The calculations should be revised and resubmitted for
review. The structural design may need to be revised. Please verify. See IBC
Section 1613.1 and Table 1604.5. and Sections 11.5, 12.8.1. 12.8.1.1, and 12.8.6
of ASCE 7 -05.
17. A seismic base shear. f', for allowable stress design is determined on page 1,1 of
the calculations, but the determination of the allowable story drift. Ax is based on
strength design (page L2). The calculations should he revised and resubmitted
for review. The structural design may need to be revised. Please verify. See
IBC Sections 1602.1 (notation for "E'"). 1605. and 1613.1, Sections 12.4 and
12.8.6 of ASCE 7 -05. and Table 12.12.1 of ASCE 7 -05.
Reid iddleton
Mr. Bob Benedicto, Building Official
City of Tukwila
January 14, 2011
File No. 262011.005/00101
Page 5
18. The determination of allowable story drift, A, in the calculations apparently
assumes a classification of Occupancy Category II for the structure. but our
understanding is that a classification of Occupancy Category II1 is required. The
calculations for allowable story drift. z9C, should be revised fbr 75 percent of the
calculated value and resubmitted for review. The structural design may need to
be revised. Please verify. See IB(' Section 1613.1 and Table 12.12 -1 of
ASCE 7 -05.
19. The structure is required to be designed fbr the additional load combination
indicated below. This load combination does not appear to he considered in the
STAAD.Pro analyses, which should he revised and resubmitted for review. The
structural design may need to he revised. Please verify. See IBC
Sections 1605.1 and 1605.3.1. Note that I) - dead load and E = earthquake load
(strength design).
a. 0.6 D + 0.7 E
20. The building is required to he designed for load combinations that include
vertical seismic Toad effects. These load combinations do not appear to he
considered in the calculations STAAD.Pro analyses. which should be revised to
include load combinations with vertical seismic load effects as indicated below
and resubmitted for review. The structural design may need to be revised.
Please verify. Note that I) = dead load. E — seismic load effect, QE: = effect of
horizontal seismic forces. p = redundancy factor. and S1)5 design spectral
response acceleration parameter at short periods. See 113C Section 1613.1 and
Section 12.4 of ASCE 7 -05.
a. E
b. E
= p QE
p QE'
+ 0.2 SES D.
- 0.2 SES D.
21. The STAAD.Pro analyses assume fixed -end conditions at the bottom of each
column in the steel moment frames. The calculations do not appear to consider
the effect of this assumption on the steel base plates, the anchorage of the frames
to the foundation and the foundation. Substantiating data verifying structural
adequacy should be submitted for review. The structural design may need to he
revised. Please verify. See IBC Section 1604.4.
Reid iddleton
Mr. Bob Bcnedicto. Building Official
City of Tukwila
January 14, 2011
File No. 262011.005/00101
Page 6
Corrections and comments made during the review process do not relieve the permit
applicant or the designers from compliance with code requirements, conditions of
approval, and permit requirements; nor are the designers relieved of responsibility for a
complete design in accordance with the laws of the state of Washington. This review is
for general compliance with the International Building Code as it relates to the project.
If you have questions or need additional clarification. please contact us.
Sincerely,
Read Middleton, Inc.
Philip Brazil. P.E.. S,E.
Senior Engineer
cc: Mark llilliard. BN Builders (by e -mail)
Joseph Glaser, A13KJ (by e -mail)
Brenda [bolt, City of Tukwila (by e -mail)
knb: \doc \26 \planrevw \1 ukwila\ 1 I \t00 I r l .doc \prb
Reid iddleton
08 -01 -2011
City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
MARK HILLIARD
2601 4 AV #350
SEATTLE WA 98121
RE: Permit No. D10 -353
2800 SOUTHCENTER MALL TUKW
Dear Permit I lolder:
In reviewing our current records, the above noted permit has not received a final inspection by the City of
Tukwila Building Division. Per thc 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 09/17/2011.
Based on the above, you are hereby advised to:
1) Call thc 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 09/17/2011, 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. D10 -353
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665
41
Ci ®f
d
t#i Jim Haggerton, Mayor
Department of Community i►Ievelopment Jack Pace, Director
January 3, 2011
Dave Swanson. P.E.
Reid Middleton
728 - 134th Street SW. Suite 200
Everett, WA 98204
RE: Structural Review
Development Permit D10 -353
Westfield Mall Seismic Upgrade — 2800 Southcenter Mall
Dear Mr. Swanson:
Please review the enclosed set of plans and documents for structural compliance with the
2009 International Building Code.
If you should have any questions, please feel free contact us in the Permit Center at (206)
431 -3670.
Sincerely,
c
RNaja_r_
Bill Rambo
Permit Technician
encl
File: i)10 -353
A'.1Petmit Center \Stiuclutal ReNiew'0 I0 -353 Structural Rcvicw DOC
6300 Southcenter Boulevard, Suite #100 e Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665
FERMI? COORD COPY �
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D10 -353 DATE: 12/29/10
PROJECT NAME: WESTFIELD MALL - SEISMIC UPGRADE
SITE ADDRESS: 2800 SOUTHCENTER MALL
X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter #
Revision # after Permit Issued
DEPARTMENTS:
Building 'vision
D
I'Ut)IIC Works
ANA AIi11- D40-1.0 11 kg 3 t-0
Fire Prevention fanning Division
qt ,tti U1 ''�
tructura Permit Coordinator
DETERMINATION OF COMPLETENESS: :1
Complete
Comments:
Incomplete
DUI 1)A1I : 12/30/10
Not Applicable
Permit Center Use Only
INCOMPLETE LETTER MAILED:
I)ep,trtment% determined in(t :mplete: Bld ❑ I ire ❑ I'Ing ❑ P'VV ❑ SIJii Init JIs:
LETTER OF COMPLETENESS MAILED:
TUES/THURS ROUTING:
Please Route ip Structural Review Required
RLVILWER'S INITIALS:
No further Review Required
DA1E:
APPROVALS OR CORRECTIONS:
Approved
Notation:
REVIFWrR'S INITIAI S:
Approved with Conditions
DUE DATE: 01/27/11
Not Approved (attach comments)
I)AIF:
Permit Center Use Only
CORRECTION LETTER MAILED:
1 elmrtment, isuerl r Ilrmc tinrtS:
Bldg ❑ Fire ❑ Plntt ❑ P4V' ❑ St,1tl Inrt�JIh:
1 kx uml.nt'.: nubnl ' hp Jul
:au'
Contractors or Tradespeople Peter Friendly Page
0
General /Specialty Contractor
A business registered as a construction contractor with L &I 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 B N BUILDERS INC UBI No. 602056687
Phone 2063823443 Status Active
Address 2601 4Th Ave Ste 350 License No. BNBUII'990K3
Suite /Apt. License Type Construction Contractor
City Seattle Effective Date 5/23/2001
State WA Expiration Date 9/12/2011
Zip 98121 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
WESTESL913K1
WESTERN STATES
LOGISTIX LLC
Construction
Contractor
General
Unused
5/8/2009
5/8/2011
Active
BASTINB0000J
BASTIAN NIELSEN
BUILDERS INC
Construction
Contractor
General
Unused
9/11/2000
9/7/2001
Archived
PURODSI984JN
PURODI SYSTEMS
INC
Construction
Contractor
Plumbing
Unused
6/19/2002
7/2/2010
Expired
Business Owner Information
Name
Role
Effective Date
Expiration Date
BASTIAN, BRAD
President
05/23/2001
Bond Amount
NIELSEN, JEFF
Vice President
05/23/2001
6642084
Bond Information
Page 1 of 2
Bond
Bond Company Name
Bond Account Number
Effective Date
Expiration Date
Cancel Date
Impaired Date
Bond Amount
Received Date
5
INS CO OF
AMERICA
6642084
06/02/2009
Until Cancelled
512,000.00
06/05/2009
4
HARTFORD FIRE INS
528SBBK5617
01/01/2002
Until Cancelled
06/02/2009
512,000.00
12/04/2001
3
TRAVELERS CAS &
SURETY CO
103355900
08/30/2001
Until Cancelled
04/07/2009
$12,000.0009/06
/2001
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
12
ZURICH
AMERICAN INS
CO
g1a380504400
09/07/2010
09/07/2011
$1,000,000.0009
/07/2010
11
WAUSAU
UNDERWRITERS
INS. CO
TBJZ91442966029
09/07/2009
09/07/2010
$1,000,000.0009
/03/2009
10
WAUSAU
BUSINESS INS
CO
TBKZ91442966028
09/07/2008
09/07/2009
$1,000,000.00
09 /05/2008
9
WAUSAU
BUSINESS INS
CO
TBKZ91442966027
09/07/2007
09/07/2008
$1,000,000.00
09 /05/2007
https://fortress.wa.gov/lni/bbip/Print.aspx
03/21/2011
GENERAL STRUCTURAL NOTES
THE FOLLOWING NOTES APPLY UNLESS INDICATED OTHERWISE:
CODE•
INTERNATIONAL BUILDING CODE, 2009 EDITION.
DESIGN LIVE LOADS:
ROOF
RETAIL FLOORS
WIND
SEISMIC
STRUCTURAL STEEL:
= 25 PSF
= 100 PSF
= 85 MPH (3 SECOND GUST), EXPOSURE C,
Iw = 1.15
• SEISMIC DESIGN CATEGORY D.
I E = 1.25, SDS = 0.952, SDI = 0.492
R = 3,5 (ORDINARY STEEL MOMENT FRAMES)
CD= 3.0
SITE CLASS = D
V = 0.340W, C = 0.340 (EQUIVALENT LATERAL
FORCE PROCEDURE)
ALL STEEL ASTM A36, Fy = 36 KSI,
SPECIAL INSPECTION REQUIRED, FABRICATION AND ERECTION PER AISC SPECIFICATIONS.
SUBMIT SHOP DRAWINGS,
WELDING PER AWS D1.1. MINIMUM SIZE WELDS 3/16" CONTINUOUS FILLET, WELDERS
CERTIFIED PER WABO FOR ROD AND POSITION.
HIGH — STRENGTH BOLTS PER ASTM A325, TYPICAL BOLTED CONNECTIONS — FRICTION
TYPE. TENSION HIGH — STRENGTH BOLTS BY DIRECT TENSION INDICATOR METHQP USING
LOAD INDLCATOR WASHERS INSTALLED PER MA CTUREI'S INSTR CTIONS� Y� �'` � ��i
''=" �5 4 I �� 5 C p— e -gr".1 A e---e � t a'�►i J� j (e t -�
EMPLOY A PROPER FIRE WATCH T OVERSEE AND MONIT01� ALL FIELD—WELDING OPERATIONS. \
es„3s
ALL WELDS USED IN MEMBERS AND CONNECTIONS SHOWN IN THESE DRAWINGS SHALL
BE MADE WITH A FILLER METAL THAT CAN PRODUCE WELDS THAT HAVE A MINIMUM
CHARPY V —NOTCH TOUGHNESS OF 20 FT -LB. L. c3°
'.
WHERE WELDS SHOWN IN THESE DRAWINGS ARE DESIGNATED AS DEMAND CRITICAL, THEY
SHALL BE MADE WITH A FILLER METAL CAPABLE OF PROVIDING A MINIMUM CHARPY ��-�
V —NOTCH (CVN) TOUGHNESS OF 20 FT —LB (27J) AT —20'5, rtr)�' 4.- .-t�j
MISCELLANEOUS:
REFER TO ARCHITECTURAL DRAWINGS FOR OPENINGS, ARCHITECTURAL TREATMENT
AND DIMENTIONS NOT SHOWN,
VERIFY ALL DIMENTIONS AND CONDITIONS AT THE PROJECT SITE PRIOR TO STARTING
WORK AND NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.
PROVIDE TEMPORARY ERECTION BRACING AND SHORING AS REQUIRED FOR STABILITY
OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION,
SPECIAL INSTRUCTIONS:
PROVIDE SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC SECTION 1704.3 AND PER
THE QUALITY ASSURANCE PLAN FOR THE FOLLOWING:
STRUCTURAL WELDING
HIGH STRENGTH BOLTING
QUALITY ASSURANCE PLAN
QUALITY ASSURANCE PER SECTION 1705 IBC 2009.
SEISMIC UPGRADE /STRENGTHENING OF COMPONENTS OF THE EXISTING SEISMIC
FORCE RESISTING SYSTEM (SFRS), THE EXISTING SFRS CONSISTS OF CONCRETE
FILLED STEEL DECK DIAPHRAGMS AND STEEL MOMENT FRAMES ON CONCRETE
SPREAD FOOTINGS,
SPECIAL INSPECTIONS AND TESTING TO BE PROVIDED IN ACCORDANCE WITH
IBC CHAPTER 17:
STRUCTURAL STEEL
STRUCTURAL WELDING
TYPE AND FREQUENCY OF TESTING;
PERFORM NON— DESTRUCTIVE TESTING (ULTRASONIC AND MAGNETIC PARTICLE
TESTING) OF COMPLETE JOINT PENETRATION GROOVE WELDS (CJP) WHICH ARE
IDENTIFIED AS "DEMAND CRITICAL" WELDS ON DRAWINGS.
TYPE AND FREQUENCY OF SPECIAL INSPECTION:
SPECIAL INSPECTIONS TO CONFORM TO SECTION 1704 IBC 2009 AND ATTACHED
TABLE 1704.3,
REQUIRED FREQUENCY AND DISTRIBUTION OF TEST AND SPECIAL INSPECTION REPORTS;
WEEKLY.
STRUCTURAL OBSERVATION TO BE PERFORMED;
NONE REQUIRED.
i oL f
I F
f4 Mechanical
Electrical
Plumbing
Gas Piping
City of Tukwila
DiVl 1'
IBC 2009 TABLE 1704.3
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
VERIFICATION AND INSPECTION
CONTINUOUS DURING
TASK LISTED
PERIODICALLY DURING
TASK LISTED
1. MATERIAL VERIFICATION OF HIGH — STRENGTH BOLTS, NUTS AND
WASHERS:
A. INDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS
SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS,
_
X
B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED.
—
X
2, INSPECTION OF HIGH — STRENGTH BOLTING:
A. SNUG —TIGHT JOINTS.
—
X
B. PRETENSIONED AND SLIP— CRITICAL JOINTS USING TURN —OF-
NUT WITH MATCHMARKING OR CALIBRATED WRENCH METHODS
OF INSTALLATION.
—
X
C. PRETENSIONED AND SLIP— CRITICAL JOINTS USING TURN —OF-
NUT WITHOUT MATCHMARKING OR CALIBRATED WRENCH
METHODS OF INSTALLATION.
X
—
3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD— FORMED
STEEL DECK: ._
A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO
CONFORM TO RISC 360.
_
X
B. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO
ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION
DOCUMENTS,
—
X
C. MANUFACTURER'S CERTIFIED TEST REPORTS,
—
X
4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:
A. INDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION
IN THE APPROVED CONSTRUCTION DOCUMENTS.
_
B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED.
—
X
5. INSPECTION OF WELDING:
A, STRUCTURAL STEEL AND COLD— FORMED STEEL DECK:
1) COMPLETE AND PARTIAL PENETRATION GROOVE WELDS,
X
—
2) MULTIPASS FILLET WELDS.
X
—
3) SINGLE —PASS FILLET WELDS > 5/16"
X
—
4) PLUG AND SLOT WELDS.
X
—
4) SINGLE —PASS FILLET WELDS 5/16"
—
X
5) FLOOR AND ROOF DECK WELDS,
—
X
B. REINFORCING STEEL:
1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL
OTHER THAN ASTM A706.
_
_
2) REINFORCING STEEL — RESISTING FLEXURAL AND AXIAL
FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES,
AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS
OF CONCRETE AND SHEAR REINFORCEMENT.
_
_
3) SHEAR REINFORCEMENT,
—
—
4) OTHER REINFORCING STEEL.
—
—
6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE:
A, DETAILS SUCH AS BRACING AND STIFFENING,
—
X
B. MEMBER LOCATIONS.
—
X
C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION,
—
X
REVISIONS
....r.e...•w.w...
No changes shall h^ 1177:10 to th^ ct'oOe
of work without prior approv..7.1 of
Tukwila Building Division.
NOTE: Revisions will require a new e'en fiuhmitt ^I
and may include additional plan review flees.
A
FILE COPY
Permit No........� /��.
Plan review approval Is subject to errors and omissions.
Approval of construction documents does not authorize
the violation of any adopted code or ordinance. Receipt
of approved Field Copy and. i',,,e : is acknowledged:
By '
Date. M p'- ; a - t 201 1.
BUILDING DIVISION
REVIEWED FOR
CODE COMPLIANCE
�4 PDionVFE)
FEB .82 [iiil
Cityof u 1Ia
BUILDING mf M
1'IErWED
Tl+lx plan was rcrkwrd furgeneral iontorrnance with the &llow*,
us'aatc dalb!' the )iiitdictiun:
SltrtsNural Provisions of the'ifitternstkoe{ Building Code
0 Nun - structural Provisions of ehe-ittt etintionel Building Code
0 . other .
T i'R aet.agdioent is ropo+witde for with all eppliaabte ci ooedkioos
of approval.. and. pooh requirements subject to the esquirmnent, and i
governing authority. This review does not " kc of the
relieve the •rltcl+itect end of $pceord of
+ responsibili jot a easrtplste d+alga it &ocvr w
i oils the taws of the govemiitg
jurisdiction -and i of W'ildaiko
Jorisdiellos Trp II
■
. Gje
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41
18
Agglk
TYP
/MALL LEVEL
(E) TOC EL 28' -6"
ROOF LEVEL
(E) TOS EL 45' -5"
(VERIFY)
GRID Q FRAME ELEVATION
VICINITY PLAN
NO SCALE
N
1/8"=1'-0"
TYP
5/16 2 -12
5/16 P2 -12
3 SIDES
STIFF FP_
TO (E) COL 1/4
1/4
SECTION 3A -3A
I. 1x5 ES
CONT
SECTION 3B -3B
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CODE COMP
APDDAVFD
F cUI
City of Tukwila
BUILDING niviRi ni
STIFF IE 3/8x3
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WHERE PRESENT
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AS REQD
STIFF It 1/2x3 ES
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TYP RETROFITTED COL & BASE
1 1/2 " =1' -0"
ROOF LEVEL
(E) TOS EL 44'-11"
(VERIFY)
/MALL LEVEL
(E) TOC EL 28' -6"
GRID H FRAME ELEVATION
TYP
EA
5/16 V2 -12
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w
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MMNIMMMWMMMOMM
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ft W BM (E)T
(E ) WEB W BM
TYP
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EA SIDE
CJP*
5/16 1/
REID MIDDLET
(E) W BM
r +Lf
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+71
6
11
WIDEN 1" COL COVER 411111111
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0
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SECTION 4B -4B
5/1611
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COVER PLATE
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PLATE AROUND (E)
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ID
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STIFF IE. 1/2 ES
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*NOTE: ALL CJP WELDS ARE CONSIDERED "DEMAND CRITICAL" WELDS.
CE PERSDETAIL
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41
18
Agglk
TYP
/MALL LEVEL
(E) TOC EL 28' -6"
ROOF LEVEL
(E) TOS EL 45' -5"
(VERIFY)
GRID Q FRAME ELEVATION
VICINITY PLAN
NO SCALE
N
1/8"=1'-0"
TYP
5/16 2 -12
5/16 P2 -12
3 SIDES
STIFF FP_
TO (E) COL 1/4
1/4
SECTION 3A -3A
I. 1x5 ES
CONT
SECTION 3B -3B
REVIEWED NCE
CODE COMP
APDDAVFD
F cUI
City of Tukwila
BUILDING niviRi ni
STIFF IE 3/8x3
ES 0 4' -0" OC
(E) X BRACE RODS
WHERE PRESENT
3A
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AROUND (E) GUSSET
AS REQD
STIFF It 1/2x3 ES
ELEVATION
TYP RETROFITTED COL & BASE
1 1/2 " =1' -0"
ROOF LEVEL
(E) TOS EL 44'-11"
(VERIFY)
/MALL LEVEL
(E) TOC EL 28' -6"
GRID H FRAME ELEVATION
TYP
EA
5/16 V2 -12
SI DE
1/8"--=v—o"
FE 1x2 1/2 CONT
CHAMFER
FOR (E ED
FOR
w
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r111
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• ■ -
1�,,
1
1
5/16 2 -12
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SPACER
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MMNIMMMWMMMOMM
SECTION 4A -4A
14 4A
3" 2'-
ft W BM (E)T
(E ) WEB W BM
TYP
(E) DBL ANGLE CLIP
EA SIDE
CJP*
5/16 1/
REID MIDDLET
(E) W BM
r +Lf
I I
+71
6
11
WIDEN 1" COL COVER 411111111
PLATE AT JOINT ES
11
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•
a..
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R
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4 -3/4" DIA BOLTS
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REQD ES
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4
0
0
r■ 4B
CJP *> \
SECTION 4B -4B
5/1611
TWO PIECE
COVER PLATE
AT (E) RODS
SLOT & CUT COVER
PLATE AROUND (E)
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1/4
+.+
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PIT-
5/8 H <1Y1 P
-65",w dm
ES STIFF FE
A
<CJP*
I. 1x2 1 2
ES CONT/
(E) STIFF FE ES
<----OVER it 1/2 ES
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44A
ID
1/4 1/
-- -- --- ------ MMWMM
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4C N <CJP*
(E) CAP F.
STIFF IE. 1/2 ES
ELEVATION
*NOTE: ALL CJP WELDS ARE CONSIDERED "DEMAND CRITICAL" WELDS.
CE PERSDETAIL
3/S -1
(E) W COL
TYP BM TO COL RETROFITTED CONNECTION
1 1/2"=1' -0"
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m
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ABOVE
0
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0
0
w
0
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PARTIAL ROOF FRAMING PLAN 4.
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1
1
1
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(E) 1 FRAME
TO BE RETROFITTED
Q
fm,
r. — i - - — — —I
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TO BE RETROFITTED
4_
41
18
Agglk
TYP
/MALL LEVEL
(E) TOC EL 28' -6"
ROOF LEVEL
(E) TOS EL 45' -5"
(VERIFY)
GRID Q FRAME ELEVATION
VICINITY PLAN
NO SCALE
N
1/8"=1'-0"
TYP
5/16 2 -12
5/16 P2 -12
3 SIDES
STIFF FP_
TO (E) COL 1/4
1/4
SECTION 3A -3A
I. 1x5 ES
CONT
SECTION 3B -3B
REVIEWED NCE
CODE COMP
APDDAVFD
F cUI
City of Tukwila
BUILDING niviRi ni
STIFF IE 3/8x3
ES 0 4' -0" OC
(E) X BRACE RODS
WHERE PRESENT
3A
CUT STIFF FE, TO FIT
AROUND (E) GUSSET
AS REQD
STIFF It 1/2x3 ES
ELEVATION
TYP RETROFITTED COL & BASE
1 1/2 " =1' -0"
ROOF LEVEL
(E) TOS EL 44'-11"
(VERIFY)
/MALL LEVEL
(E) TOC EL 28' -6"
GRID H FRAME ELEVATION
TYP
EA
5/16 V2 -12
SI DE
1/8"--=v—o"
FE 1x2 1/2 CONT
CHAMFER
FOR (E ED
FOR
w
_lio/—IYA- '371-417-
r111
11:1
NM
• ■ -
1�,,
1
1
5/16 2 -12
0
w
FL 1/2x8 CONT
1 1/2"--
SPACER
FE. ES
MMNIMMMWMMMOMM
SECTION 4A -4A
14 4A
3" 2'-
ft W BM (E)T
(E ) WEB W BM
TYP
(E) DBL ANGLE CLIP
EA SIDE
CJP*
5/16 1/
REID MIDDLET
(E) W BM
r +Lf
I I
+71
6
11
WIDEN 1" COL COVER 411111111
PLATE AT JOINT ES
11
1/2'
•
a..
•
•
•
(E) W BM
R
1/2x3 ES W/
4 -3/4" DIA BOLTS
SPACER I. AS
REQD ES
EA FLG/ I/
4
0
0
r■ 4B
CJP *> \
SECTION 4B -4B
5/1611
TWO PIECE
COVER PLATE
AT (E) RODS
SLOT & CUT COVER
PLATE AROUND (E)
ROD & GUSSET
1/4
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PIT-
5/8 H <1Y1 P
-65",w dm
ES STIFF FE
A
<CJP*
I. 1x2 1 2
ES CONT/
(E) STIFF FE ES
<----OVER it 1/2 ES
(E) SPLICE F.
44A
ID
1/4 1/
-- -- --- ------ MMWMM
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MVP
mloommmwimmimmommmmommumwm
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5/16N
CJP*
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to
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(E) X BRACE RODS
WHERE PRESENT
1/4
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LIB 1/2x8 CONT
4C N <CJP*
(E) CAP F.
STIFF IE. 1/2 ES
ELEVATION
*NOTE: ALL CJP WELDS ARE CONSIDERED "DEMAND CRITICAL" WELDS.
CE PERSDETAIL
3/S -1
(E) W COL
TYP BM TO COL RETROFITTED CONNECTION
1 1/2"=1' -0"
D(0-353
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