HomeMy WebLinkAboutPermit D16-0157 - BOEING #9-101 - STEAM CONVERTERBOEING #9-101 -
STEAM CONVERTER
9725 E MARG I NAL WAY S
BLDG 9-101
EXP/RED 09/02/17
D16-0157
.�. City of Tukwila
• '' " � Department of Community Development
� 6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
'' ` Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.aov
Parcel No: 0003400018
Address:
Project Name:
Owner:
Name:
Address:
DEVELOPMENT PERMIT
Permit Number: D16-0157
9725 E MARGINAL WAY S BLDG 9-101 Issue Date: 9/28/2016
Permit Expires On: 3/27/2017
BOEING #9-101- STEAM CONVERTER
BOEING COMPANYTHE
PO BOX 3707 M/C 20-00 PROPERTY
TAX DEPT, SEATfLE, WA, 98124
Contact Person:
Name: JOHN S MURDOCH
Address:
Contractor:
Name:
PO BOX 3707 MC 46-88 , SEATTLE,
WA, 98124
BOEING COMPANY, THE
Address: 100 N RIVERSIDE, M/C 5003-4027 ,
CHICAGO, IL, 60606-1596
License No: BOEINC*294ML
Lender:
Name: BOEING COMPANYTHE
Address: PO BOX 3707 M/C 20-00 PROPERTY
TAX DEPT, SEATTLE, WA, 98124
DESCRIPTION OF WORK:
Phone: (253) 740-0214
Phone: (312) 544-2535
Expiration Date: 1/18/2017
REPLACEMENT OF STEAM PRESSURE REDUCING STATION. REPLACEMENT OF EXISTING SUPPORT, INCLUDING A
NEW SHIPS LADDER FOR MAINTENANCE ACCESS OF CONVERTER STATION.
Project Valuation: $147,955.00 Fees Collected: $3,267.82
Type of Fire Protection: Sprinklers: YES
Fire Alarm: YES
Type of Construction: IIB Occupancy per IBC: f-1
Electrical Service Provided by: TUKWILA Water District: TUKWILA
Sewer District: VALLEY VIEW,TUKWILA
Current Codes adopted by the City of Tukwila:
International Building Code Edition: 2015 National Electrical Code: 2014
International Residential Code Edition: 2015 WA Cities Electricai Code: 2014
International Mechanical Code Edition: 2015 WAC 296-46B: 2014
Uniform Plumbing Code Edition: 2015 WA State Energy Code: 2015
International Fuel Gas Code: 2015
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering: Volumes: Cut: 0 Fill: 0
Landscape Irrigation:
Sanitary Side Sewer: Number: 0
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter: No
,�/ ' � ��'
Permit Center Authorized Signature: W Date:
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The grantin of th s permit does not presume to give authority to violate or cancel the provisions of any other
state or lo I la re .�lating construction or the performance of work. I am authorized to sign and obtain this
developm nt �ermit�a�d agree to th�e conditions attached to this permit.
Date:� r� '--'^ �
Print
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: 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.
5: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications.
6: When special inspection is required, either the owner or the registered design professional in responsible
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to
the first building inspection. The special inspector shall furnish inspection reports to the Building Official in
a timely manner.
7: 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,
8: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
4026 SI-STRUCT STEEL
4004 SI-WELDING
9: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work
included in the permit, the structural observer shall submit to the Building Official a written statement that
the site visits have been made and identify any reported deficiencies which, to the best of the structural
observer's knowledge, have not been resoived.
10: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap
the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks,
wells, and other excavations. Final inspection approval will be determined by the building inspector based
on satisfactory completion of this requirement.
11: 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).
12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
13: 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.
14: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center (206/431-3670).
18: Fire protection systems shall be maintained in accordance with the original instailation standards for that
system. Required systems shall be extended, altered or augmented as necessary to maintain and continue
protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems
shall be done in accordance with applicable standards. (IFC 901.4)
16: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
15: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory
Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire
Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence
without approved drawings. (City Ordinance No. 2436).
20: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may
require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437)
19: All new fire alarm systems or modifications to existing systems shall have the written approval of The
Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been
obtained. (City Ordinance #2437) (IFC 901.2)
17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation. ,
22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention
Bureau at (206)575-4407.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
1400 FIRE FINAL
0409 FRAMING
4046 SI-EPDXY/EXP CONC
4034 SI-METAL PLATE CONN
4023 SI-OBS-SEISMIC REST
4025 SI-STEEL CONST
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CITY OF TUKWILA
Communiry Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd, Suite 100
Tukwila, WA 98188
htto ://www. Tukwi l aW A. �
Building Permit No. �1�
Project No.
Date Application Accepted: � �J —� {U
Date Application Expires: ����
(For o�ce use only)
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION • � �i� � �r`�j �
.� �
King Co Assessor's Tax No.:
Site Address: 9725 East Marginal Way So Suite Number: 9-101 Floor: �
Tenant Name: The Boeing Compally New Tenant: ❑.....Yes �..No
PROPERTY OWNER �
Na'Y'e: The Boeing Company - John S. Murdoch
Address: p.0. Box 3707 M/C 46-88
City: Seattle State: WA zip: 98124
CONTACT PERSON — person receiving all project
communication
Nar"e: John S. Murdoch - The Boeing Company
Address: p,0. Box 3707 M/C 46-88
City: Seattle State: �A zip: 98124
Phone: �253) 740-0214 F�`�
Email: �ohn.s.murdoch@boeing.com
GENERAL CONTRACTOR INFORMATION
Company Name: �e Boeing Company
Address: p O. Box 3707 M/C 46-88
City: Seattle State: WA Z'P• 98124
Phone: �253) 740-0214 F�'�'
Contr Reg No.: gOEINC*294ML Exp Date: O1/18/2017
Tukwila Business License No.:
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ARCHITECT OF RECORD
Company Name:
Architect Name:
Address:
City: State: Zip:
Phone: Fax:
Email:
ENGINEER OF RECORD
Company Name: Coffinan Engineers
Engineer Name: Emery S. Ojala
Address: 1601 Sth Ave. Suite 900
�'n'� Seattle State: WA Zip: 98101
Phone: �206) 623-0717 F�'
Emai1: ojalae@coffinan.com
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 1927.095)
Nan'e: The Boeing Company
Address: p,0. Box 3707 M/C 46-88
Ciry: Seattle State: WA zip: 98124
Page 1 of 4
BUILDING PERMIT INFORMATION — 206-431-3670
Valuation of Project (contractor's bid price): $ 147,955 Existing Building Valuation: $ 100,000,000
Describe the scope of work (please provide detailed information):
Replacement of Steam Pressure Reducing Station. Replacement of Structural on Existing Support, including a New Ships Ladder
for Maintenance access of Converter Station.
Will there be new rack storage? ❑.....Yes m.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
Addition to Type of Type of
Existing Construction per Occupancy per
Existin Interior Remodel Structure New IBC IBC
1�' Floor 713,829 950 II-B B/ F1
z Floor 295,878
3 Floor 55,689
Floors thru
Basement
Accessory Structure*
Attached Gazage
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 m....... No If "yes", explain:
FIRE PROTECTION/HAZARD US MATERIALS:
� ....... Sprinklers ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify)
Will there be storage or use of flammable, combustible or hazazdous materials in the building? ❑....... Yes .......No
]f `yes', attach list of»ra[erials and storage locations on a separate 8-1/2 "x 11 "paper including guantities and Materia! 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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PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
Scope of Work (please provide detailed information):
D.N.A.
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑... Water District #l25 ❑ .. Highline
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila ❑ ... Valley View ❑ .. Renton
❑...Sewer Use Certificate ❑... Sewer Availability Provided
❑ .. Renton
❑ .. Seattle
Seutic Svstem•
❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Auulicadon (mark boxes which annlv):
❑...Civil Plans (Maximum Paper Size — 22" x 34")
❑...Technical Information Report (Storm Drainage) ❑.. Geotechnical Report ❑...Traffic Impact Analysis
❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (SAO)
❑ ... Hold Harmless — (ROW)
Prouosed Activities (mark boxes that anulv):
❑...Right-of-way Use - Nonprofit for less than 72 hours ❑.. Right-of-way Use - Profit for less than 72 hours
❑...Right-of-way Use - No Disturbance • ❑.. Right-of-way Use — Potential Disturbance
❑ ...Construction/Excavation/F'ill - Right-of-way ❑
Non Right-of-way ❑
❑ ...Total Cut cubic yards
❑ ...Total Fill cubic yards
❑ ...Sanitary Side Sewer
❑ ...Cap or Remove Utilities
❑ ...Frontage Improvements
❑ ...Traffic Control
❑ ...Backflow Prevention - Fire Protection _
lrrigation
Domestic Water
❑ .. Work in Flood Zone
❑ .. Storm Drainage
❑ .. Abandon Septic Tank
❑ .. Curb Cut
❑ .. Pavement Cut
❑ .. Looped Fire Line
�
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
❑ ...Permanent Water Meter Size... " WO #
❑ ...Temporary Water Meter Size .. " WO #
❑...Water Only Meter Size............ " WO # ❑...Deduct Water Meter Size
❑ ...Sewer Main Extension .............Public ❑ Private ❑
❑ ...Water Main Extension .............Public ❑ Private ❑
FINANCE INFORMATION
Fire Line Size at Property Line
❑ ...Water ❑ ...Sewer
Monthlv Service Billing to:
Number of Public Fire Hydrant(s)
❑ ...Sewage Treatment
Day Telephone:
Mailing Address:
c�ry s��e z��
Water Meter Refund/Billine:
Day Telephone:
Mailing Address:
� City State 7ip
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PERMIT APPLICATION NOTES —
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
reGuested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREB TIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY F PE R�BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING
�� �fi/�� �,�I�ik���1 l�ate� 06/15/2016
Print Nam��John S.1V�urdoch Day Telephone: (253) 740-0214
Mailing Address: P•O. Box 3707 M/C 46-88 Seattle WA 98124
Ciry State 7.ip
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Date Paid: Wednesday, June 15, 2016
Paid By: JOHN S MURDOCH
Pay Method: CREDIT CARD 078290
Printed: Wednesday, June 15, 2016 1:04 PM 1 of 1 ���`�'SysreMs
INSPECTION RECORD �
Retain a copy with permit �1 ���� ��
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION .
6300 Southcenter Bfvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
� Approved per appiicabEe codes. � Gorrections required prior to approvai.
� paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD
� Retain a copy with permit �1��� L`��
IN ION N0. PERMIT N0.
C1TY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (205) 431-367Q
Permit inspection Request line (206) 438-9350
� Appr�oved per applicable codes. n Gorrections required prior to approval.
.�_'�.
� paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection.
l 1NSPECTION RECORD �
/ Retain a copy with permit ��� ��f � 7
INSP ON N0. PERMIT N0.
CITY OF TUKWICA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit lnspection Request Line (206) 438-9350
�tnspettor: /�eG Iuate:1�I���/� I
J
� REINSPECTION FEE REQUIRED. Prior to next inspectinn, fee must be
paid at 6300 Southcenter Btvd., Suite 100. Call to schedute reinspection.
sr„n�.ox�r�«.zm�.w:w�r.«.N.<.... �.�:r:�.+ .u%,�,4t,�k,...»�<s=m;.:=, .,e :..�::<. �a.,,��.:�s�.,,��<tuw'�3.w...n.. ��;:a�evu,�..,;.s;>p, <x.,,,. ,,,�ti>,... ��.,�...j-..>.% �..,.cx.....°'.�::�.{�s.+--'w�,'';�y�,a.ro. , n•" .�g#s :� +`� �d `::vn
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INSPEC�'IC1N RECO�D . �� ---p �
�� Y Re�ain a copy with permit
INSPECTION NUMBER PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Pro' . � Type of Inspection:
� � � l� �Q �'..� � r n�l.�c,.. � �� �.;��.,; h�- L..,.._.._
Address ,,3 Conta Pe�sqn:
Suite #: �� ,�� � � (.�-�
Special Instructions Phone No.:
I
Approved per appiicable codes.
COMMENTS:
�2 �rv G� �i2-- ; /� �
t,v �-�-�"` r�r-1 � �"
,� rJ
� Corrections required prior to approval.
- f�2 �- C.�(Z-��=Z.-7�7
�atl � l�5�%
Inspector: �fvi ��'" Date: yt" ��--�j 2-- � Hrs.: �
�$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billin Address
Attn: Com an Name:
Address
Ci State: Zi
Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113
��
INSPECTION RECORD I��� ��� ��--
Retain�a copy with`permit
INSPECTION NUMBER PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Pxoject: � Type of Inspection:
�/n1 �-lG � ��1����� �G'v�_
Address: � Contact Person:
Suite #: %�2�' �yY1 � /Y1 ��
Special Instructions: Phone No.: )
� Approved per applicable codes. ,� o ections required prior to approval.
COMMENTS:
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Needs Shift Inspection: Sprinklers:
Fire Alarm: Hood & Duct: �
Monitor: Pre-Fire:
Permits: Occu ancy T e:
Inspector: � j� sr.�— Date: 'f���,�� �- Hrs.: �
�$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Address:
Citv:
Word/Inspection Record Form.Doc
� Company Name:
State:
3/14/14
Zlp:
T.F.D. Form F.P. 113
3
' BOEING
9- I 01 Replace Steam Converter
Station #3
Tukwila, Washington
Issue for Construction
� Structural Calculations
�
_y
April 20 I 6
r' '1�
Boeing Project # I 6069-20
CEI Project # I 50990
� ,
...
SEATTLE � 1601 F�fthAve.,Suite 900 � Seattle,WA 98101-1620 � 206.623.0717
vrww.coftman.com
REVIEWED FOR
�ODE COMPLIANCE
APPROVEQ
JUl O 1 2016
Ci of `�ul�r�
BUILD NG DIVISION
,�;���'�� � RECEIVED
CI7Y OF TUKWILA
JUN 15 2016
P.ERMIT CENTER
�coF�aN
NGIHEERS
��
�
,�����Ma�
N G I N E E R S
REPLACE STEAM CONVERTER STATION #3 ISSUE FOR CONSTRUCTION
, BOEING 9-101 STRUCTURAL
PART 1 - STRUCTURAL ANALYSIS
1.1 INTRODUCTION AND SUMMARY OF RESULTS
- A structural analysis has been performed to evaluate the structural adequacy of the steam
converter station #3. The objective is to replace the existing steam converter units with new floor
�' mounted steam conversion units. The steam converter station #3 is situated on top of the ceiling
for the second floor restroom #5. Since the weight of the units and other miscellaneous
' mechanical weight exceeds the loading from the original usage for the space, an analysis for the
ceiling of the restroom and a lateral analysis for the diaphragm and the walls is also necessary.
The analysis will evaluate any structural element that is required to accommodate the new gravity
and seismic loads for the new mechanical equipment. The analysis also includes the design of a
new ship ladder northwest comer of the steam converter station #3 for the access to the steam
converter room.
1.2 RESULTS
`� ' When the new loading was applied to the existing ceiling bar joists of the restroom #5, the
,, analysis shows that the existing joists are adequate to support the anticipated gravity and seismic
loading of the new mechanical equipment. The original floor diaphragm, which was 5/8"
� plywood decking, exhibited major signs of water damage; therefore, the entire floor decking will
need to be replaced with new 5/8" plywood decking as required and water tight floor pan. The
lateral analysis on the restroom #5 walls showed that the existing CMiJ walls have adequate
strength to resist the larger seismic load from the additional mass of the mechanical equipment.
The new steam converter units will ship in two skids per unit. The most convenient way to
accomplish the lift and transfer of the skid units is to lift the units adjacent to the platform on the
west side access room. The units are too large to fit between the mechanical piping space;
therefore, the existing stud wall will be required to be temporarily removed while the mechanical
skids are transported to the final location. After the mechanical skids are in place, the wall will be
replaced. An analysis of the stair well ceiling for the temporary condition was performed with 3D
analysis software and showed that the ceiling structure is adequate to support the anticipated
gravity loading for the temporary condition of the mechanical skid transportation.
� Based on site visit as-built conditions for the 9-101 steam converter station #3 hoist beam, It can
be concluded that the hoist beam is identical to a TC/American 325L Series Rail, Model number
3RL8-18, Part # 10-2652-01. This assumption is based on the information and measurements that
� were taken of the hoist beam rail.
The maximum skid load that was received from Spirax Sarco is a load of 2,3001bs. Based on the
, attached load tables from TC/American for the assumed existing monorail beam from the field
�'i measurements, the beam has a minimum allowable load of 6370 lbs. for the 9ft support
' spans. The monorail beam supports for the allowable loads, have adequate strength to support the
equipment skid hoist.
; � Apri12016 Page 1
�CQ��MAN
N G I N E E R S
REPLACE STEAM CONVERTER STATION #3 ISSUE FOR CONSTRUCTION
BOEING 9-101 STRUCTURAL
� The hoist trolley is only rated for '/2 metric ton along with the electric hoist at a rated capacity of
SOOIbs, therefore, to perform the hoist of the equipment skids, the trolley will need to be replaced
or moved to the end of the monorail beam while a new temporary trolley is installed.
The contractor can use the existing hoist beam with a new temporary hoist and trolley system
" rated at a minimum allowable load of 3,000 lbs. (approximately 1.25*2,3001bs for impact load
-"� factor) for the equipment skid lifts. After the equipment skids are in place, the contractor can
remove the temporary hoist and leave the existing trolley and hoist in place for future use while
�� keeping the rating of the hoist to 5001bs.
� 1.3 CONCLUSIONS
�
The design analysis for the new decking diaphragm and the existing bar joist framing concludes
"� that the restroom #5 ceiling and walls and the new ships ladder, as designed are adequate to
' support the anticipated gravity and seismic loads from the new mechanical equipment being
installed in the 9-101 steam converter station #3. See Drawings 09-101-5458 and associated
drawings for framing and anchorage details.
END OF STRUCTURAL DESIGN REVIEW
,j
;
�:
� I Apri12016 Page 2
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Design Maps Summary Report
��, Design Maps Summary Report
User—Specified Input
Report Title 9-101 Steam Converter Station #3
Tue January 19, 2016 22:33:12 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.51545°N, 122.29589°W
Site Soil Classi�cation Site Class D-"Stiff Soil"
Risk Category I/II/III
�-- ---- - -� �C'JC'r.��'��:� �� ;'�,�I��'� — TT
: i� .
r��, r
J �)�'
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Page 1 of 2
�
�ir� :' �Z L11� . . , �
-w �
i� , �.--
t_ � - -- --- --- --- - ----�_ ..._ IL��.l:f.alissa. _ �
USGS-Provided Output
Ss= 1.514g SMs= 1.514g Sos= 1.009g
S, = 0.573 g S,,, = 0.859 g So, = 0.573 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the `�2009 NEHRP" building code reference document.
�CE� �tes�r�n�� �,p��r�m �esig� Fte�pvnse. �pectr�m
i. rc
�.co ��.�o
1.44 - _ _ _ . Q�.99
1.�4 O.Ci
3.12 0.17
a o.�c � a.cc
� o.ca � ass
ac� a.r�
6.48 0.33
b_32 0.22
O,.1S 0.11
0.� 4,00
0,09 O.I9 O.tO 4 iA O.C9 l.q 1.2t1 1.f0 l.fn 1 p 2.00 O.Q� 0.2iD O.fO O.W O.C.9 l t9 I, lU 1+�0 1.60 I.CO 2.00
i�er►ad. T (�e�� Period, i (�c.c)
For PGA„, T�, CRS, and Ca, values, please view the detailed renort.
Page 3 of 83
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Design Maps Detailed Report
� �����, Design Maps Detailed Report
ASCE 7-10 Standard (47.51545°N, 122.29589°W)
Site Class D-"Stiff Soil", Risk Category I/II/III
Section 11.4.1 — Mapped Acceleration Parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and
1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Figure 22-1 �1'
From Figure 22-2 �Z'
Section 11.4.2 — Site Class
SS = 1.514 g
5,=0.573g
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Chapter 20.
Page 1 of 6
Table 20.3-1 Site Classification
Site Class vs N or N�„ s�
''` A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
� D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
�
� Any profile with more than 10 ft of soil having the characteristics:
• Plasticity index PI > 20,
' • Moisture content w>_ 40%, and
• Undrained shear strength s� < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: lft/s = 0.3048 m/s ilb/ftz = 0.0479 kN/m2
Page 4 of 83
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Design Maps Detailed Report
Page 2 of 6
Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake
(MCER) Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient Fe
Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period
SS <_ 0.25 SS = 0.50 SS = 0,75 SS = 1.00 SS >_ 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of SS
For Site Class = D and SS = 1.514 g, Fa = 1.000
Table 11.4-2: Site Coefficient F�
,` Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period
�� S,<_0.10 S1=0.20 SI=0.30 S1=0.40 S,>_0.50
,- A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
� D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and S, = 0.573 g, F� = 1.500
Page 5 of 83
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�
;�
n,
Design Maps Detailed Report
Equation (11.4-1):
Equation (11.4-2):
SMS = FaSs = 1.000 x 1.514 = 1.514 g
SM, = F�SI = 1.500 x 0.573 = 0.859 g
' Section 11.4.4 — Design Spectral Acceleration Parameters
Equation (11.4-3): Sos = 2/3 SMS — 2/3 x 1.514 = 1.009 g
Equation (11.4-4):
Section 11.4.5 — Design Response Spectrum
From Figure 22-12 �3'
Sol = 2/3 SMl = 2/3 x 0.859 = 0.573 g
T� = 6 seconds
Figure 11.4-1: Design Response Spectrum
T<T�;S�=S��0.4*�_6T/T�j
' 1�}3fiSfia:�a." �o�
S�,i l.f�ti9 -
; ' ���T���;S�'��r1T
; �
��p t 1+� 1�.'tl', ie?��LI 1�
•r
� F
t f
f f
@ 1
f f
6 (
� �
� �
S�,=fi.573 _�__-------_+___-------.
i i �
� , ,
� ,
; + ,
� � ,
� � ,
� � ,
� + ,
r , ,
t E �
� ; X
e + �
e � �
t f �
t 1 �
k 1 �
F { �
t I
Ta=Q.114 Ts=�.568 �.CMOD
Periud, T �sec}
Page 3 of 6
Page 6 of 83
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�
Design Maps Detailed Report
Page 4 of 6
Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response
Spectrum
The MCER Response Spectrum is determined by multiplying the design response spectrum above by
1.5.
�
�
�
6n
C
Q
�0
r
�
I�
1/
�
$
a
�
c
0
a
�
�
�
�
�,
m
a
sn
�',. ; P-: �.���r
�-_•, = 0.�59
fi= 4�113 1`� = f1.5b7 I.t4a0
Period. T I.se¢�
Page 7 of 83
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Design Maps Detailed Report
Page 5 of 6
Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic
Design Categories D through F
From Pigure 22-7 �4' PGA = 0.632
Equation (11.8-1): PGAM = FP�APGA = 1.000 x 0.632 = 0.632 g
Table 11.8-1: Site Coefficient F,�A
Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA
Class
PGA <_ PGA = PGA = PGA = PGA >_
0.10 0.20 0.30 0.40 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1,0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of PGA
For Site Class = D and PGA = 0.632 g, F�A = 1.000
Section 21.2.1.1 - Method 1(from Chapter 21 - Site-Specific Ground Motion Procedures
for Seismic Design)
From Figure 22-17 `5' CRS = 0.937
From Figure 22-18 `6' CRl = 0.919
Page 8 of 83
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�
Design Maps Detailed Report
Section 11.6 — Seismic Design Category
i� Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter
, RISK CATEGORY
w VAWE OF Sos
I or II III IV
Sos < 0.167g A A A
0.167g <_ Sos < 0.33g B B C
'� 0.33g <_ Sos < 0.50g C C D
� 0.50g 5 Sos D D D
-- For Risk Category = I and Sos = 1.009 g, Seismic Design Category = D
Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter
RISK CATEGORY
� VALUE OF Sol
, I or II III IV
Soi < 0.067g A A A
, 0.067g <_ Sbl < 0.133g B B C
0.133g 5 Soi < 0.20g C C D
� 0.20g 5 Soi D D D
. For Risk Category = I and Sp, = 0.573 g, Seismic Design Category = D
Note: When Sl is greater than or equal to 0.75g, the Seismic Design Category is E for
�_ � buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
� Seismic Design Category -"the more severe design category in accordance with
Table 11.6-1 or 11.6-2" = D
Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.
References
Page 6 of 6
1. Figure 22-1:
http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-i.pdf
2. Figure 22-2:
http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf
3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-
� � 12.pdf
4. Figure 22-7:
"�i http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf
� 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-
17.pdf
�-' 6. Figure 22-IS: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-
� 18.pdf
Page 9 of 83
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i
�
r
325 Series Rail
325 Series Rail
"325L" and "325H" Series Rail
Continuous
Welds,
Both Sides
Crane and Monorail Systems Catalog
TC/FIIIIERICRI'1
Raised Riding Tread
TC/American "325L° and "325H" Series Patented Track
Rails are 3-piece composite beams consisting of an
ASTM A36 Top Flange, ASTM A36 Web and a load
carrying Tee Section rolled from high carbon-
manganese alloy steel. All 325 Series Tee Sections are
3'/" wide with a raised riding tread. The 325L Tee
Section is �/�s" thick, measured at the riding tread; the
325H Tee Section is ��/�s" thick.
The rail components are simultaneously joined together
in TC/American's fabrication shop by an automatic,
continuous submerged arc welding process to provide
uniformly strong sections. Standard rail sizes are
available from 8" to 40" depth.
See the 325L and 325H Series Specification Sheets and
the Equivalent Center Load (ECL) Tables for the load
capacity of each size rail, as based upon distances
between supports (span) and allowable deflection
criteria. Also see the "General Engineering" section of
this Systems Catalog for more information about ECL's.
Contact the factory for special rail sizes.
All rail, splice assemblies and end stops are factory
cleaned to SSPC-SP2 (solvent and hand tool cleaned),
and painted with one coat of TC/American high quality,
dark green (gray-green) low luster industrial enamel.
Contact the factory for primer and special paint options.
A36
ange
ASTM A36
Web
Tee Section Specifications
Metallurgical Data
Carbon 0.48-0.55
Manganese 0.60-0.90
Phosphorous 0.04 Max.
Sulphur 0.05 Max.
Silicon 0.15-0.30
Vanadium 0.05-0.10
Physical Properties
Tensile Strength 125,000 P.S.I. Min.
Yeld Strength 65,000 P.S.I. Nom.
Brinell Hardness 235 Avg.
Maximum Wheel Loading
"L" Series Rail 2750 Pounds Per Wheel
"H" Series Rail 5000 Pounds Per Wheel
Note Total load on each fro/ley wheel includes ifs
share of the Live Load, lmpact, Hoist Weight, Crane
Weight if applicable, plus any handling equipment
weights.
Forrail ends with diagonal cuts (i.e., in switches),
the allowable wheel loading is reduced.
See the Switches and Curves section of this catalog
for limitations.
Revision Date:1/1/15 TNESE DIMENSIONS ARE FOR ESTIMATING PURPOSES ONLY. DATA AND
SPECIFICATIONS SHOWN ARE SUBJECT TO CHANGES OR IMPROVEMENTS IN
DESIGN OR �UALITY OF MANUFACTURING WITHOUT NOTICE OR OBLIGATION.
B-13
Page 10 of 83
r
"325L" Series Data
TC/FIItIERICRi'1
"325L" Series Specifications
325 Series Rail
Part # Model Weight A a B C D Max." It Sc# St�
(Ibs.lft.) E In4 In3 In3
10-2651-01 3RL8-16# 16.3 713/16" 73/s" 4" 3/8" Y<" 2'/2' 48.6 12.43 12.43
10-2652-01 3RL8-18 17.6 713hs" 73/s" 5" 3/8" '/<" 2'/." 53.4 14.67 12.78
10-3725-01 3RL11-19 19.0 1013/ts" 103/s" 4" 3/8" Y<" 2'/" 102.8 18.97 19.03
10-2653-01 3RL11-21 21.4 1013/�6" 103/8" 6" 3/s" '/<" 3" 120.8 25.21 20.06
10-2654-01 3RL11-24 24.0 1015/�s" 10'/i' 6" '/z' '/4' 3" 136.6 31.04 20.89
10-2655-01 3RL13-22 22•3 1215/as" 12'/i' 4" '/s" '/a" 2Yi' 171.9 28.42 24.96
10-2656-01 3RL13-27 27.4 1215/�s" 12'/2" 7" Yi' '/<" 5Y�' 213.0 42.88 26.72
10-2657-01 3RL14-35 35.0 1315/�s" 13%z" 8" '/Z' 3/8" 5'/z" 286.0 53.89 33.13
* All top flanges need to be evaluated for proposed loading conditions.
t I= Moment of inertia
$ Sc = Section in compression
§ St = Section in tension
# Standard curve rail
B-14
B
� E� �
I �
C
A a Fp
'/ s"
�
3'/a"� �
Maximum Wheel Loading
"L" Series Rail = 2750 Pounds Per Wheel
Note Tofal load on each trolley wheel includes its
share of the Live Load, Impact, Hoist Weight, Crane
Weighf if applicable, plus any handling equipment
weights.
Forrail ends with diagonal cuts (i.e., in switches),
the allowable whee! loading is reduced.
See the Switches and Curves section of fhis catalog
for limitations.
Note A suffix of �C', �T" or D" denotes whether the ECL is
limited by Compression Tension or Deflecfion.
THESE DIMENSIONS ARE FOR ESTIMATING PURPOSES ONLY. DATA AND Revision Date:1/1/15
SPECIFICATIONS SNOWN ARE SUBJECT TO CHANGES OR IMPROVEMENTS IN
DESIGN OR QUALITY OF MANUFACTURING WITHOUT NOTICE OR OBLIGATION.
Page 11 of 83
325 Series Rail .., Crane and Monorail Systems Catalog
T��mEAi�An
"L" Series Equivalent Center Load Table (ECL)-1/450th Deflection
Span 3RL8-18
(ft.) 10-2652-01
6 17,553 C
7 15,029 C
3RL11-21
10-2653-01
27,802 T
23,810 T
20,814 T
3RL11-24
10-2654-01
28,947 T
24, 790 T
21,669 T
3RL13-27
10-2656-01
37,034 T
31,798 T
27, 727 T
3RL14•35
10-2657-01
45,916 T
39,324 T
34, 375 T
9 11,658 C� 18,481 T 19,238 T 24,621 T 30,523 T
, 16,613 T 17,292 T 22,133 T 27,437 T
11 9476 D 14,330 C 15,697 T 20,095 T 24,910 T
12 7963 D 12,012 C 14,366 T 18,394 T 22,800 T
13 6785 D 10,205 C 13,238 T 16,953 T 21,013 T
14 5850 D 8770 C 12,269 T 15,715 T 19,478 T
15 5083 C 7609 C 11,428 T 14,641 T 18,146 T
16 4443 C 6658 C 10,691 T 13,700 T 16,978 T
17 3911 C 5867 C 9615 C 12,867 T 15,945 T
18 3463 C 5203 C 8543 C 11,685 C 15,025 T
19 3083 C 4639 C 7633 C 10,449 C 13,947 C
20 2758 C 4156 C 6855 C 9391 C 12,537 C
21 3739 C 6183 C 8479 C 11,321 C
22 3377 C 5599 C 7686 C 10,265 C
23 3059 C 5089 C 6993 C 9342 C
24 2778 C 4639 C 6383 C 8529 C
25 2530 C 4241 C 5843 C 7810 C
26 2308 C 3886 C 5363 C 7170 C
27 2109 C 3569 C 4934 C 6598 C
28 1930 C 3284 C 4548 C 6085 C
29 3027 C 4200 C 5622 C
30 3885 C 5202 C
31 3599 C 4821 C
32 3338 C 4474 C
33 3098 C 4156 C
34 2879 C 3864 C
35 3595 C
36 3347 C
37 3118 C
Note This table was developed for allowable Equivalent Center Loads (ECL) in pounds, with rai/ deflection limited to no more
than 1/450 of the span or unsupported length, or 1'4", whichever is less. The weight of the rail is included in the
allowable ECL.
Maximum 60:1 Span to Top �lange ratio on spans or unsupported lengths over 16 ff.
Maximum 32:1 Span to Depth ratio.
A suffix of "C'; "T" or "D° denotes whefher the ECL is limited by Compression, Tension or Deflection.
Revision Date:1/1/15 THESE DIMENSIONS ARE FOR ESTIMATING PURPOSES ONLY. DATA AND B-15
SPECIFICATIONS SHOWN ARE SUBJECT TO CHANGES OR IMPROVEMENTS IN
DESIGN OR QUALITY OF MANUFACTURING WITHOUT NOTICE OR OBLIGATION.
Page 12 of 83
�
�
Span
(ft.)
6
7
8
�
9
11
12
13
14
15
16
17
18
19
20
21
�
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
325 Series Rail
TC/R�IIERICRII
"L" Series Equivalent Center Load Table (ECL)-1/600th Deflection
3RL8-18
10-2652-01
17,553 C
15, 029 C
10,617 D
7107 D
5972 D
5089 D
4388 D
3822 D
3359 D
2976 D
2654 D
2382 D
2150 D
3RL11-21
10-2653-01
27, 802 T
23,810 T
20,814 T
18,481 T
16,613 T
14,330 C
12,012 C
10,205 C
8770 C
7609 C
6658 C
5867 C
5203 C
4639 C
4156 C
3739 C
3377 C
3059 C
2778 C
2530 C
2308 C
2109 C
1930 C
3RL11-24
10-2654-01
28, 947 T
24,790 T
21,669 T
19,238 T
17,292 T
15, 697 T
14,366 T
13,025 D
11,230 D
9783 D
8598 D
7616 D
6794 D
6097 D
5503 D
4991 D
4548 D
4161 D
3821 D
3522 D
3256 D
3019 D
2808 D
2617 D
3RL13-27
10-2656-01
37, 034 T
31,718 T
27, 727 T
24,621 T
22,133 T
20,095 T
18,394 T
16, 953 T
15,715 T
14,641 T
13,407 D
11,876 D
10,593 D
9507 D
8580 D
7783 D
7091 D
6488 D
5959 D
5491 D
5077 D
4708 D
4378 D
4081 D
3813 D
3571 D
3338 C
3098 C
2879 C
3R114•35
10-2657-01
45,916 T
39, 324 T
34,375 T
30, 523 T
27,437 T
24,910 T
22, 800 T
21,013 T
19,478 T
18,146 T
16,978 T
15, 945 T
14,223 D
12,766 D
11,521 D
10,450 D
9521 D
8711 D
8001 D
7373 D
6817 D
6321 D
5878 D
5480 D
5120 D
4795 D
4474 C
4156 C
3864 C
3595 C
3347 C
3118 C
Note This tabie was developed for allowable Equivalent Center Loads (ECL) in pounds, with rail deflection limited to no more
than 1/600 of the span or unsupported length, or 1'/<", whichever is less. The weight of the rail is inc/uded in the allowable
ECL.
B-16
Maximum 60:1 Span to Top Flange ratio on spans or unsupported lengths over 16 ft.
Maximum 32:1 Span to Depth ratio.
A suffix of "C'; "T" or D" denotes whether the ECL is limited by Compression, Tension or Deflection.
THESE DIMENSIONS ARE FOR ESTIMATING PURPOSES ONLY. DATA AND Revision Date:1/1/15
SPECIFICATIONS SHOWN ARE SUBJECT TO CHANGES OR IMPROVEMENTS IN
DESIGN OR QUALITY OF MANUFACTURING WITHOUT NOTICE OR OBLIGATION.
Page 13 of 83
325 Series Rail ., Crane and Monorail Systems Catalog
TC/Al11ERICRt7
"L" Series Equivalent Center Load Table (ECL)-1/1000th Deflection
Span 3RL8-18 3RL11-21 3RL11-24 3RL13-27 3RL14-35
(ft.j 10-2652-01 10-2653-01 10-2654-01 10-2656-01 10-2657-01
6 14,333 D 27,802 T 28,947 T 37,034 T 45,916 T
7 10,530 D 23,810 T 24,790 T 31,718 T 39,324 T
8 18,249 D 20,636 D 27,727 T 34,375 T
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
4264 D
3583 D
3053 D
2633 D
2293 D
2016 D
1785 D
1593 D
1429 D
1290 D
14,419 D 16,305 D 24,621 T 30,523 T
11,680 D
9653 D
8111 D
6911 D
5959 D
5191 D
4562 D
4041 D
3605 D
3235 D
2920 D
2648 D
2413 D
2208 D
2028 D
1869 D
1728 D
1602 D
1490 D
13, 207 D
10,915 D
9172 D
7815 D
6738 D
5870 D
5159 D
4570 D
4076 D
3658 D
3302 D
2995 D
2729 D
2497 D
2293 D
2113 D
1954 D
1812 D
1685 D
1570 D
20,593 D
17,019 D
14,301 D
12,185 D
10,507 D
9152 D
8044 D
7126 D
6356 D
5704 D
5148 D
4670 D
4255 D
3893 D
3575 D
3295 D
3046 D
2825 D
2627 D
2449 D
2288 D
2143 D
2011 D
1891 D
1781 D
27, 437 T
22,851 D
19,202 D
16,361 D
14,107 D
12,889 D
10,801 D
9568 D
8534 D
7659 D
6913 D
6270 D
5713 D
5227 D
4800 D
4424 D
4090 D
3793 D
3527 D
3288 D
3072 D
2877 D
2700 D
2539 D
2392 D
2257 D
2134 D
2020 D
Note This fable was developed for allowable Equivalent Center Loads (ECL) in pounds, with rail deflecfion limited to no
more than 1/1000 of the span or unsupporfed length, or 1'/." whichever is 1ess. The weight of the rail is included in
fhe ailowable ECL.
Maximum 60:1 Span to Top Flange ratio on spans or unsupporfed lengfhs over 16 ft.
Maximum 32:1 Span to Depth ratio.
A su�x of "C'; "T" or `D" denotes whether the ECL is limited by Compression, Tension or Deflection.
Revision Date:1l1/15 THESE �IMENSIONS ARE FOR ESTIMATING PURPOSES ONLY. DATA AND
SPECIFICATIONS SHOWN ARE SUBJECT TO CHANGES OR IMPROVEMENTS IN
DESIGN OR QUALITY OF MANUFACTURING WITHOUT NOTICE OR OBLIGATION.
B-17
Page 14 of 83
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Page 16 of 83
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Page 18 of 83
Company
Designer
�f� Job Number
� � � �`
TECNNOtOGIEB ModelName
Coffman Engineers
KPJ
Hoist 8eam
G/obal Hoist Beam Support
Apr 14, 2016
Checked By:
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Page 19 of 83
Company
� Designer
� Job Number
^_� ��
r E c x N o� o a i e s MOdelNaltte
G/obal. Continued
Coffman Engineers
KPJ
Hoist Beam
Hot Rolled Steel Properties
Apr 14, 2016
Checked By:
Hot Rolled Steel Secfion Sets
Labei Sha e T e Desi n Li t Material Desi n Rules A in2 I in4 Izz in4 J in4
[.1 __ H R 1 A W 8x 10 Beam W�de Flange A36 G r.36 � Typical 2.96 2.09 30.8 i.043
Joint Coordinates and Temaeratures
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Page 20 of 83
Company : Coffman Engineers � Apr 14, 2016
�` �'� Designer : KPJ
� Job Number . Checked By.
�. ���
r e c N N o i o c � e s Model Name : Hoist Beam
Hot Rolled Steel Desiarn Parameters '
Joint Loads and Entorced Disnlacements BLC 2: Lateral)
Joint Label L D M Direction Ma nitude k k-ft in rad k`s^2/ft...
� N3 � Y 2.3
Joint Loads and Enforced Disalacements (BtC 3: lonaitudinal)
_._ __.. ... Joint Label_ L D ir t' Ma nitude k k-ft in rad k*s^2/ft...
� 1� N3 L X 2 3
Movina Loads
a Pattem Increment ft Both ... i s Joint2nd Joint rd Joint 4th J int 5th Joint 6th Joint 7th Joint 8th Joint 9kh Joint 1 h Jo...
1 Mi SK{D 1 N1 N2 �
Movincr Load Patterns
Pattern Label Load Direction Distance
-
_ ik)_ ft
r SKID -------- -_�- -- ---- -2.3 z p
Load Combinations
EnveloQe A/SC 14fh(360-10): LRFD Stee/ Code Checks
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Page 21 of 83
� Company : Coffman Engineers Apr 14, 2016
� Designer : KPJ
� � . � Job Number . Checked By:
r e C H N o�o�c � e s Model Name : Hoist Beam
_
Envelope Joinf Disalacements
Joint X in LC Y in LC Z in LC X Rotation ..: LC Y Rotation ... LC Z Rotatio:..LC
1 N1 �max .021 1-9 .069 1-1 0 1-15 2.115e-3 1-13 4.737e-4 �->> 7.3�8e-3 1-5
: ' 2 : � min. : -:01��...: . 19. `;..., : 0 '; 1-15' :03 �� :� .3.982e 4 'a=i� 3.54.�� 4_. -1 .1 T�;629e-3 �=14'
3 N2 �max .021 1-9 .059 1-19 �-.002 1-5 2.115e-3 1-13 4.373e-4 �-1s i.ss�e-3 1-6
' q, ; -; : . rriin " �: 9` ` 1-19 "`' ....{}02`. . ..1T :04� . a'=i9 =3:9$2�=41�ji 4:6 2� 4 =3 9 �.36e 3 �;:i.5
5 N3 max .021 1-9 .067 1-y0 -.005 3 2.115e- 1-t3 2.161e-4 1-19 4.75e-3 1-14
_
6 . `: >?. >.:� .... .:: min -�0�9...- - 1.. .9, -. .dil$`a. , . ..�:. `�=:03$ ,. �t.10 ,3.98 e � �-17 1:547e-4 ::i. 1 4,�'S1e 3.:1=6:
7 N4 max .008 3 0 1-19 -.002 1-5 5.229e-4 �-j s 0 1-5 9.783e-5 3
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Page 22 of 83
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checked t�� ��
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da� Page 27 of 83
sea-ni�nn
� � � � � � � � �
Project: Boeing 9-101 Steam Conversion
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Calculation Title: F1oorBquipment Anchorage
Analysis
Job No. : 150990
Page 1 of 9
Prepared By: JA Vollanan
Date: 4/14/2016
Checked By:
Date:
Determine The Floor Loading for the Steam Converter Station #3
Determine the Dead Load of the Floor
w�b:= 16in The steel joist spacing.
DLfloorpl �- 0.04in• 490pcf = 1.63• psf The dead load the 20Ga steel plate flooring.
DLPIy := 2.6psf = 2.6 psf The dead load the 5/8" plywood flooring.
DL�S�:= 3psf = 3•psf The misc dead load.
DLtotal �— DLfloorpl + Dl.ply + DL�S� = 7.23• psf The total superimposed distributed dead load on the
floor.
�'dl �- DLtotal' wmb = 9.64• plf The tributary dead load on the floor joist.
Determine the Dead Load of the Steam Conversion Skid
Wsk �- 35501bf
d:= 9ft+ Sin
w:= Sft
h:= 68.Sin
DLsk := Wsk = 75.4• psf
d• w
�'dlsk � — DLsk' �'trib — 100.53• plf
Determine the Floor Live Load
LL:= 60psf
wll := LL• wmb = 80• plf
The weight of the skid.
The depth of the unit.
The width of the unit.
The height of the unit.
The distributed load for the Skid.
The tributary dead load on the floor joist due to the Skid.
The floor live load
The tributary live load on the floor joist.
Page 28 of 83
� �' � �' IR � � � �
Project: Boeing 9-101 Steam Conversion
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Calculation Title: Floor/Equipment Anchorage
Analysis
Determine The Anchorage for the Steam Converter Unit
Determine Seismic Force Which Acts at the Center-of-Gravity of the Equipment
This structure will be analyzed as a"mechanical component" according to ASCE 7-10, Section 13.3.
SDS h �— 1.011
�:_
1.0
1.5
Rp := 2.5
37.5
z over h : _ — = 0.74
– – 51
Job No. : 150990
Page 2 of 9
Prepared By: JA Vollmian
Date: 4/14/2016
Checked By:
Date:
The design spectral horizontal acceleration pazameter at short
periods.
The component ampliiication factor. ASCE 7-10, Table 13.5-1.
Seismic Importance Factor. Per IBC 2012 use group II.
Response Modification Factor. ASCE 7-10, Section 13.5.1.
The height of the attachment point on the support structure (z)
over the height of the structure (h). z/h need not be greater than
1.0 per ASCE 7-10, Section 13.3.1.
0.4ap•SDS h'W'Ip
Fp(V� := 0.3• SDS h' Ip' R' if 03• SDS b• Ip• W> – •(1 + 2• z_over_h)
– – �
0.4 ap SDS h' W' Ip �
�– •(1 + 2• z_over h), 1.6 SDS h' Ip' V� I otherwise
J
The seismic design force centered at the component's center of
Fp(V� = 0.599 W gravity and distributed relative to the component's mass
distribution. ASCE 7-10, Section 13.3.1
p := 1.0
Eh_w ' – �' Fp� Wsk� - 2128.0961bf
a�, := 0.2• SDS h �, = 0.2
Redundancy Factor. ASCE 7-10, Section 13.3.1
Horizontal seismic load effect of the equipment. ASCE 7-10,
Section 12.4.2.1
Recommended vertical acceleration. ASCE 7-10, Section 13.3.1
Determine the Approzimate Location of the Center of Gravity of the Equipment
CG� :_ � = 34.25• in
Vertical distance fmm base to center of gravity of the
equipment.
Page 29 of 83
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Calculation Title: Floor/Equipment Anchorage
Analysis
Check Overturning Effects of the Steam Converter Unit
h�,`,:= w
�0.7a� WSk•h�,�,)
Mo := 0.7Eh �; CG� +
— 2
+ Mo = 5508• lbf• ft
�0.6WSk• h�,�,�
MI : _
2
Mr = 5325• lbf• ft
�
�.
�
i
�
�
Job No. : 150990
Page 3 of 9
Prepared By: JA Volkman
Date: 4/14/2016
Checked By:
Date:
Width of the equipment anchor bolt pattern parallel to the seismic
force.
Overturning moment due to the applied
loads on the Steam Converter Unit.
Resistive moment of the Steam Converter Unit.
M
DCR�T:= �= 1.03 The DCR is greater than 1.0, Therefore, the skid unit will
Mr overturn. Anchorage is required.
Determine the Anchor Force on the Steam Converter Unit
na:= 8 The number of anchors.
Va:= Eh—W = 266.O1 lbf
na
Shear force per anchor.
�0.7• a�,• Wsk• h�,) �0.6WSk• h�,)1
0.7• Eh �,�; CG� + —
Ta:= m 2 2 = 9.151bf
h�; 4 J
Tension force per anchor.
�0.7• a�,• Wsk• h�,) � 1.OWSk• h�,�,) �
0.7• Eh `,�; CG� + +
Ca:= ma 2 2 = 305.48•pif
h�; d J
Compression Force per linear foot.
Page 30 of 83
�.
0
�� � � �' � � � �
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Calculation Title: Floor/Equipment Anchorage
Analysis
Determine The Anchorage for the Expansion Tank
Determine Seismic Force Which Acts at the Center-of-Gravity of the Equipment
This structure will be analyzed as a"mechanical component" according to ASCE 7-10, Section 13.3.
W•- 5651bf + 211 al• 62 4 cf - 2325 091bf
�' g ' p - ' The mass of the Ex ansion Tank
' SDS h�- 1.011
�:_
1.0
Ip := 1.5
2.5
37.5
z over h :_ — = 0.74
- - 51
�
�
Job No. : 150990
Page 4 of 9
Prepared By: JA Volkman
Date: 4/14/2016
Checked By:
Date:
P •
The design spectral horizontal acceleration pazameter at short
periods.
The component amplification factor. ASCE 7-10, Table 13.5-1.
Seismic Importance Factor. Per IBC 2012 use group II.
Response Modification Factor. ASCE 7-10, Section 13.5.1.
The height of the attachment point on the support structure (z)
over the height of the structure (h). 7Jh need not be greater than
1.0 per ASCE 7-10, Section 13.3.1.
0.4 aP SDS h' W' Ip
Fp(V� := 0.3• SDS h' Ip' W if 0.3• SDS h' Ip' W� - •(1 + 2• z_over h)
- - � -
0.4 ap• SDS h' W' Ip �
�- •(1 + 2• z_over h), 1.6 SDS_h' Ip' V� I otherwise
J
The seismic design force centered at the component's center of
Fp(V� = 0.599 W gravity and distributed relative to the component's mass
distribution. ASCE 7-10, Section 13.3.1
p:= 1.0 Redundancy Factor. ASCE 7-10, Section 13.3.1
Eh �,:= p•Fp�W�) = 1393.8081bf Horizontal seismic load effect of the equipment. ASCE 7-10,
- Section 12.4.2.1
a�, := 0.2• SDS h av = 0•2 Recommended vertical acceleration. ASCE 7-10, Section 13.3.1
D:= 30in
H:= 82in
The width of the base.
The height of the tank.
Determine the Approzimate Location of the Center of Gravity of the Equipment
H
CG�:=—=41•in
2
Vertical distance fmm base to center of gravity of the
equipment.
Page 31 of 83
�
�
� � � 1 � � � � �
Project: Boeing 9-101 Steam Conversion
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CalculaHon Title: Floor/Equipment Anchorage
Analysis
Check Overturning Effects of the Expansion Tank
Ih�,:= D
(0.7a�,• W� h"�,)
Mo := 0.7Eh �; CG� +
— 2
Mo = 3745• lbf• ft
(o.6w� t�,�
Mr:=
2
Mr = 17441bf• ft
Mo
DCR�T : _ — = 2.15
Mr
Determine the Anchor Force on the Ezpansion Tank
na:= 4
Va:= Eh—W = 348.451bf
na
Job No. : 150990
Page 5 of 9
Prepared By:JA Vollanan
Date: 4/14/2016
Checked By:
Date:
Width of the equipment anchor bolt pattern pazallel to the seismic I
force.
Overtuming moment due to the applied
loads on the Expansion Tank.
Resistive moment of the Expansion Tank.
The DCR is greater than 1.0, Therefore, the tank will overturn.
Anchorage is required.
The number of anchors.
Shear force per anchor.
�0.7ad Wta hv�,� 10.6Wta h�,�,)1
0.7Eh `,`; CG� + -
Ta2:= ma 2 2 = 800.431bf
hW �
Tension force per anchor.
�0.7• a"• W� h�,�,) � 1.OW� h�,`,) �
0.7• Eh_"�; CG� + +
Ca2:= m 2 2 = 2660.5 lbf
hW J
Compression Force.
Page 32 of 83
� 1�' �I �' �' � � � �
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Calculation Title: F1oorBquipment Anchorage
Analysis
Job No. : 15099C
Page 6 of S
Prepared By: JA Vollcmac
Date: 4/14/201f
Checked By:
Date:
Determine the Adequacy of the 3/4" Plywood Spanning the Sleepers for the Mechanical Pad
The following section analyzes the 3/4" plywood for bending and shear. The plywood is treated as a 16" (hPly) long, 12"
wide, pinned pinned beam.
Determine the Adequacy of the Plywood in Bending
11 := 12in – 3.Sin = 8.5• in The span spacing for the plywood.
F 1 f•= Ca2 = 2660.5� plf
, `'`'�' � 1 ft
, Fb�1:= 1190psi
_ -,
KS := 0.418in3
,�
120• Fb�l• KS
�'b : _
/11\2
� �
wb = 9913.98• plf
F
DCRb :_ �lf DCRb = 0.27
�'b
Determine the Adequacy of the Plywood in Shear
Ws �– Fwplf WS = 2660.5• plf
FS:= 63psi
.2
IbQ : = 4.047 ft
�
20• FS IbQ� 12in
�'s:-
, 11
, 1 WS
DCRS : _ —
' �'s
ws = 7198.9• plf
DCRS = 0.37
The load pound per linear foot value (per 12" width).
The allowable bending stress for a 5-ply sheet, which is outdoors.
(Plywood Design Specification 1997, Y510, Table 3) It is assumed
that the plywood is of group 2 species.
Effective Section Modulus when stress is applied perpendicular to
face grain. (Plywood Design Specification 1997, Table 2)
Conservatively, this value will be used since it is smaller than the
section modulus when stress is applied parallel to face grain.
The allowable pound per linear foot value in bending for 3/4",
5-ply plywood. (Plywood Design Specification 1997, Section
4.1.1)
The demand to capacity ratio for bending is less than 1; therefore,
the plywood is adequate in bending.
The distributed load for bending is also used for shear.
The allowable shear strength for rolling shear. (Plywood Design
5pecification 1997, Table 3) The shear strength for rolling shear
will conservatively be used since the values are smaller than sheaz
through the thickness.
Rolling Shear Constant. (Plywood Design Specification 1997, Table
3)
The allowable pound per lineaz foot value in shear for 3/4", 5-ply,
plywood. (Plywood Design Specifcation 1997, Section 4.1.1)
The demand to capacity ratio for shear is less than 1; therefore,
the plywood is adequate in bending.
Page 33 of 83
�
�� �7 � �' � � � �
Project: Boeing 9-101 Steam Conversion
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Calculation Title: Floor/Equipment Anchorage
Analysis
Determine the Adequacy of the Plywood for Deflection
Determine the Adequacy of the Plywood for Bending Deflection
.4
m
Job No. : 150990
Page 7 of 9
Prepared By: JA Volkman
Date: 4/14/2016
Checked By:
Date:
I:= 0.108 ft Moment of Inertia when stress is applied perpendicular to face
P1 d 'i '
E�,:= 1500000psi
,
,
0
gram. ( ywoo Design Speci icahon 1997, Table 2)
Conservatively, this value will be used since it is smaller than the
moment of inertia when stress is applied parallel to face grain.
The allowable modulus of elasticity for a 5-ply sheet, which is
outdoors. (Plywood Design Specification 1997, Y510, Table 3) It
is assumed that the plywood is of group 1 species.
WS 114
Ob :_ = 0• in The bending deflection.
1 ft• 1743• E�; I
Determine the Adequacy of the Plywood for Shear Deflection
C�,:= 60
tP := 0.75in
WS C`,`; t 2• 112
OS:= p = 0.003•in
1 ft• 1270• E�; I
�t : _ �b + OS = 0.01 • in
Shear deflection constant. (Plywood Design Specification 1997,
Section 4.1.1)
The thickness of the panel.
The shear deflection.
The total deflection.
11 = 1263.68 The span deflection ratio. This is greater than 240; therefore OK.
�t
Determine the Adequacy of the 1/2" Lag bolt for Uplift
T� = 800.431bf
� Wls �= 367 lbf
in
DCRIs :— Ta2
� Wls' 2.25in
DCRIs = 0.97
The uplift load on the expansion tank anchor.
The lag screw Withdrawal Design Ualue for lag screws in Douglas I
Fir-Larch. NDS 2010, Table 11.2A
The demand to capacity ratio for the lag screw anchor is less than
1; therefore, the connection is adequate.
Determine the Adequacy of the Simpson Strong T�e Type BA Hangers for Uplift
Ta2 = 800.43 Ibf
WuP := 11701bf
T�
DCRup:= W DCRup = 0.68
up
The uplift load on the expansion tank anchor.
The allowable uplift load for a Type BA hanger on a wood nailer.
The demand to capacity ratio for the hanger is less than 1;
therefore, the connection is adequate.
Page 34 of 83
� � � �' � � � � �
Project: Boeing 9-101 Steam Conversion
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Calculation Title: F1oorBquipment Anchorage
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Job No. : 150990
Page 8 of 9
Prepared By: JA Vollcman
Date: 4/14/2016
Checked By: I
Date: '
Determine the Adequacy of the 3/8" Plywood for the rest of the tlooring for the Steam Converter Station #3
The following section analyzes the 3/8" plywood for bending and shear. The plywood is treated as a 16" (hp�y) long, 12"
wide, pinned pinned beam.
Determine the Adequacy of the Plywood in Bending
11 := 16in – 3.Sin = 12.5• in
F�I f:= Ca = 305.48• plf
, Fb�1:= 1190psi
�
KS:= 0.033in3
,
�
120• Fb�l• KS
�'b : _
/11`2
ll
wb = 361.91•plf
The span spacing for the plywood.
The load pound per linear foot value (per 12" width).
The allowable bending stress for a 5-ply sheet, which is outdoors.
(Plywood Design Specification 1997, Y510, Table 3) It is assumed
that the plywood is of group 2 species.
Effective Section Modulus when stress is applied perpendicular to
face grain. (Plywood Design Specification 1997, Table 2)
Conservatively, this value will be used since it is smaller than the
section modulus when stress is applied parallel to face grain.
The allowable pound per linear foot value in bending for 3/8",
5-ply plywood. (Plywood Design Speciiication 1997, Section
4.i.i�
F
DCRb :_ �lf DCRb = 0.84 The demand to capacity ratio for bending is less than 1; therefore,
�'b the plywood is adequate in bending.
Determine the Adequacy of the Plywood in Shear
Ws �- Fwplf
FS:= 63psi
.2
IbQ : = 4.927 ft
20• FS IbQ� 12in
�'s : –
11
Ws
DCRS:= —
�'s
WS = 305.48• plf
ws = 5959.7• plf
DCRS = 0.05
The distributed load for bending is also used for shear.
The allowable shear strength for rolling sheaz. (Plywood Design
Specification 1997, Table 3) The shear strength for rolling shear
will conservatively be used since the values are smaller than shear
through the thickness.
Rolling Shear Constant. (Plywood Design Specification 1997, Table
3)
The allowable pound per linear foot value in shear for 3/8", 5-ply,
plywood. (Plywood Design Specifcation 1997, Section 4.1.1)
The demand to capacity ratio for shear is less than 1; therefore,
the plywood is adequate in bending.
Page 35 of 83
a
� � � I' � � � �4 �
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Calculation Title: Floor/Equipment Anchorage
Analysis
Determine the Adequacy of the Plywood for Deflection
Determine the Adequacy of the Plywood for Bending Deflection
.4
m
Job No. : 150990
Page 9 of 9
Prepared By:JA Vollanan
Date: 4/14/2016
C6ecked By:
Date:
I:= 0.002 ft Moment of Inertia when stress is applied perpendicular to face
Pl d
E�,:= 1500000psi
60p1f• 114
�b :_ = 0.02• in
1 ft• 1743• E�; I
gram. ( ywoo Design Speciiication 1997, Table 2)
Conservatively, this value will be used since it is smaller than the
moment of inertia when stress is applied parallel to face grain.
The allowable modulus of elasticity for a 5-ply sheet, which is
outdoors. (Plywood Design Speci�cation 1997, Y510, Table 3) It
is assumed that the plywood is of group 1 species.
The bending deflection.
Determine the Adequacy of the Plywood for Shear Deflection
' C�,:= 60
tp := 0.375in
WS C�,�; t 2• 112
OS := P = 0.009• in
1 ft• 1270• E�; I
�t:= �b + OS = 0.03•in
11
— = 388.76
�t
Shear deflection constant. (Plywood Design Specification 1997,
Section 4.1.1)
The thickness of the panel.
The sheaz deflection.
The total deflection.
The span deflection ratio. This is greater than 240; therefore OK.
Page 36 of 83
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SEa-R1�na
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SEA-872o4
Page 39 of 83
Typical Floor Bar Joist Analysis
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Page 40 of 83
Typical Floor Bar Joist Analysis
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Page 41 of 83
, Company : CEI - Apr 14, 2016
� � Designer : KPJ
- Job Number : 150990 Checked By:
r E C M w o� n s � e s Modei Name : 9-101 Steam Converter Floor Joist
� Typical Floor Bar Joist Analysis Report
Giobal
D�splay Sections for Member Calcs 10
Ma3c'Ir�terrtal $ectio�is for Member;Calc� .. ;' 104 , < ;
..,: �.. _ .,.. >
�<. ....
Include Shear Deformation? Yes
• incl`utle Wa _ in � Y�s �
>. 4 . ,-� - . ,.: . �: �.. .::: . ; . ,. ,
. . .:..
Trans Load Btwn Intersectin Wood Wall? Yes
lncrease`.Nailin .0 "�ci, ftir.Wind?;. ..�.�,; .Y�s.;.:� ..;.�` .. ;; .4:: K _
�
Area Load Mesh iM2 144
Mer e-:'foleraric� in ;�x . �.z�.- ;t. . 12y'::� _�>
_ � .... . . ..,� ,. � . , .r .. .:�. . � .. :_
P-Delta Anal sis Tolerance 0.50% _
.
In�lud"e P �elta.for Vllaxl,s? �. ° _ - �;s��v.
Automaticl Iterate Stiffness for Walls? Yes
M�xir��m 1ter�tior�.Number=#orWall��tiffne" s3 _'�::. �.... ..: . . ; . „ , �
��3�.�
:.. ..,.,, ; . ........� ....� � ,�� .
Gravi Acceleration in/sec^2 386.4
- V1►all:(v�esh �Size m , '�� , `� 12 ,��,,, .��
Ei ensolution Conver ence Tol. 1.E- � 4
1/ertifi,al f�iXfs: . .. x . ,,.; . . . . ' ','' ;;. . ; Y s ' :, , ,,
� .....:. ,
, :. . ... .
Global Member Orientation Plane XZ
Static 'Solver �'; , . . .. `' , �_;, �� . ... "; . . .:. S",arse ftccel2eate� `� _, � Y „ �:;� .. - :
D n�
rvwu vvuc r�rarr� ivvo- ic. r�ov
WoodxTem '�r�ture.:�-�� ... ��_. .�. w; �. : c'i`t3fiF�=.. ri..� � ....:'. �� �e:
Concrete Code ACI 318-11
IVl�son . �.�ode ��. . �_ �� �,... ACI ��U 11.�:,�4��
Aluminum Code AA ADMi-10: ASD - Buildin
Number of Shear Re ions 4
. , . _ :. _ �.. k .. '�: u ' 3 ,, - "xz . .
Re' ion S acin Incr�ment; arr ,.,_ ,: . ��,m .4� . :�,�, . ..: . ... � -� . ; �
Biaxial Column Method Exact Inte ration
Parrr�e-Be#� �actor PCA = : . ., s����.. .� :.;; 4����; � ��. ::. � _. s ...,:
: .::
Concrete Stress Block Rectan ular
Use .C"rackec�'Se�tton�?. . •' {-. �°� ; M . _ ;k Yes� �. _. �, z - t ; h �
w... . ,:,. ,� .:,, . ...,: _ ,... . ;
Use Cracked Sections Slab? Yes
Bad Framan` °-1Narr►iri`` s�.�..�.. .. ..,,, �; .� No.;,�'�. . ._�. �. � , ;,, °� � _: � �
Unused Force Warnin s? Yes
M�n .a �;Bar-Diain...5 a�m ? .. `r . . < :. _- s ;_ No ��:.. ` ' .,n. :�:�
..��...._: ,.. .
,... .... . ..
Concrete Rebar Set REBAR SET ASTMA615
M��r %: S#�et for.Catumn ;t 1 ;:� a'
Max % Steel for Column 8
RISA-3D Version 12.0.0 [P:\...\...\...\...\...\...\Converter Station Floor Joist D+100psfL.r3d] Page i
Page 42 of 83
Company : CEI Apr 14, 2016
�'� Designer : KPJ
�= .
Job Number : 150990 Checked By:
r e c x N o� o c � e s Model Name : 9-101 Steam Converter Fioor Joist
Global. Continued
Hot Rolled Steel Proaerties
Joint Coordinates and Temneratures
RISA-3D Version 12.0.0 [P:1...\...\...\...\...\...\Converter Station Flaor Joist D+100psfL.r3d] Page 2
Page 43 of 83
_ _
Company : CEI Apr 14, 2016
�� � Designer : KPJ
- Job Number : 150990 Checked By:
r e c e n o i o s �4e s Model Name : 9-101 Steam Converter FloorJoist
_ _
Joint Coordinates and Temverafures lContinued)
. �. � . �. f .,r..,� �. v ��..� . . . . v ��..i � r..i r...,,... rrr . .. n,....,.w r....,., n:__ . �. �.
Hot Rolled Steel Desian Paramefera
Labe( Shaae Lenothfinl Lbwfinl Lbzztinl Lcomn toofinlLcomo botfinlL-torau._ Kw Kzz Cb Funr.tinn
RISA-3D Version 12A,0 [P:\...\...\...\...\...\...\Converter Sfation Floor Joist D+100psfL.r3d] Page 3
Page 44 of 83
Company : CEI Apr 14, 2016
Designer : KPJ
�,� . � Job Number : 15U990 Checked By:
T Ec c-�x « o� a s i e s Model Name : 9-101 Steam Converter Floor Joist
Hot Rolled Stee! Desian Parameiers (Confinued)
Member Distributed Loads (BLC J: dead)
RISA-3D Version 12.0.0 [P:\...�...\...\...\...1...\Converter Station Floor Joist D+100psfL.r3d] Page 4
Page 45 of 83
Company : CEI Apr 14, 2016
� Designer : KPJ
����, ,�- Job Number : 150990 Checked By:
r e c x N o� o G 1 EYS Model Name : 9-101 Steam Converter FborJoist
Member Distributed Loads (BLC i: deadl (Continued)
Member Distrihuted Loads BLC 2: live?
Load Combinations
Descri tion Sol... PD... SR... BL Fa tor BLC FactorBLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 D Yes Y � 1 1
Enveloae AISC 14th(360-10): ASD Stee/ Code Checks
RISA-3D Version 12.0:0 [P:\...\...1...\...\...�...\Converter Station Floor Joist D+100psfL.r3dJ Page 5
Page 46 of 83
�. Company : CEI Apr 14, 2016
_- - � � Designer : KPJ
Job Number : 150990 Checked By:
r e c H N o� o�s � e s Model Name : 9-101 Steam Converter FloorJoist
Envelope A/SC 14th(360-101: ASD Sfeel Code Checks (Continued)
RISA-3D Version 12.0.0 [P:\...\...\...1...\...\...\Converter Station Floor Joist D+100psfL.r3d] Page 6
Page 47 of 83
,. Company : CEI Apr 14, 2016
Designer : KPJ
�-• �j Job Number : 150990 Checked By:
r e c N N o � o s � e s �odel Name : 9-101 Steam Converter Fioor Joist
Envelope Joint Displacements
RISA-3D Version 12.0.0 [P:1...�...\...\...\...\...\Converter Station Floor Joist D+100psfL.r3d] Page 1
Page 48 of 83
_ _.
Company : CEI Apr 14, 2016
Designer : KPJ
`;� �; � Job Number : 150990 Checked By:
r e c x a a�o c � e s Model Name '. 9-101 Steam Converter Fioor Joist
_ _ _ _ _ _ _
Enve/ope Joint Disa/acements (Continued)
Join X in LC Y in LC Z in LC XRotation ... LC Y Rotation ... LC Z Rot io... LC
57 N29 max -.023 2 -.293 2 0 1 0 1 0 1-3.549e-4 2.
_ ,
'. 58,. : : :,_�`� .. mir� � .,::057 : :�, 3�... r� .�?36<. 3:�; :-1 -9.766e 4
.Q �,�. X �" ;1 ��. � � 1 ��
,.
. .. . ... .
59 „ N30 max 019 2 297 2 0 1 0 ' 1 0 1 0 3
60 i'r'im... ;:048 �3. �' .i45` � --�0 � '1. ` .-:t} ;� � :� .U. ` :' 1, 0 .;2.� _
,<.. ..�. . ,.. < ,:
61 N31 _ max -.016 2 .,•.293 2 0 1 � � ", . 1 � 0 1 s.�sse-a 3
'L.�.:;` . _�.,.., .,... �'11C1 .. :0 '9 .. �i. �3� r �`.�'7� � �: ° .s.{i � >::#. <.,;> ;� � :1 3:5d9e-4 .:'�3..;
.... _ . .. , . . �.
63 N32 max -.012 2 -.282 � 2 0 1 0 1 0 1 1.94e-3 3
. 6�.. : .: ;-a ;::`. �. � - , ' m ': 3.,.,. � .70�; �- 3� # . � 7.�se-a
�` ' ,. .:{3.. .. .. ...�:ti ,. . . ':�� � . ..:0 _.. :-1 ` . :'�:
6cr5 N3 max -.0! 2~ , -.�2�+6 ���2 0 1 0 1 0 ,1 2.s67e-3 3
'a"VV :l;l;t�l/ k �OGLs,. �v.V%�'1.`� i. V �.�W� � ..,�.� .a ��� i'..£� -�C..'"��i .ti�. ...ai%. ::� x�..',�r • �: i ♦ 1_�.'JA� u.�,e
s:;� ... ... .:�! .. , ::�> • .. _ , ... ��
67 N34 max -.006 2 -.237 ' 2 0 1 0 1 0 � 1 3J29e-3 3
�; A
». ;: < ��_ ���, -:a. a . x. .� -: ���, �. �� � � ,:�o�e �
IG. .. ... , �.. � . �w,r � � �i .��2 �YS z �.._,
n:� �c 1 .k._;'{� . .
. ......., .. . , :. . :.... .... .. ,.r. . . ...:� .: .,. ,....
: 69 N35 max -.003 �. �..2 -.204 2 0 1 0 1 0 1 4.494e-3 g
��a.�Y= .3. .�: . .` ��,.,,.:oa��.. �r.: ��:� ,� �i:. j x ��: t....:o.�� � ;�� :�.....� ;� ;:o � � �,.r�s�� ,:��
71 N36 max 0 1 -.166 2 0 1 . 0 1 0 1 5.188e=3 ' 3
'�2._ ::�rtut �t.: 1. 3 :4�3� ' . 3:r 0 ` �:Y , � .:4.. 1 �„{�, ; � 2.o26e-3 :'2 x
.,.. �, �. :-. .... : . . . . _ . . ....
73 N37 max .004 3 -.123 2 0 1 0 1 0: 1 5.644e-3 3
74.. _;� �� . :;:� � `., .''u� � �.;{�01 ,- �.,,�. �. �. .3fl4�. _ ..�:'. �, _:1'� C? �' `1' 2t218e•3. ';,2"
.;�0
75 N38 max .007 3 -.076 2 0, . 1,� 0� 1 ~tl 0 1 6.42e-3 3
; �5 : ; . . . ' , i'ritrt. ,a :0 3 :^ ��" '....,s185': . .' �: ,. ..�....� �1 <_b . :`I° p s =1... =2: '9e=3
77 N39 max .008 3 -.049 2 0 1 0 1 0 ' 1 6.722e-3 3
�g _ .' _rri�.,� :oo� . :: ��: .:.�. .�� � .�:; o. .� � ��. `m:�.�, �:a �._ �7�s�-� .:�
-- -_ _
RISA-3D Version 12.OA [P:\...\...\...\...\...\...\Converter Station Floor Joist D+100psfL:r3d] Page 2
Page 49 of 83
:�.;�'
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:� ��,�•
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SFA-qi204
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SEA-B12M
_ � - , = -., , �J _ , �' _ �
. F . . .. �
Yr,,.,, '�___ +
Table 4.2A Nominal Unit Shear Capacities for Wood-Frame Diaphragms
� Shoalhing Cammon
� Grade Nall Slze
1
( �•
! gd
1 Structurai I � 8d
i ��
6d
Sheathmg �
and I &1
Singie-Fhwr
10d
Blocked Wood Structural Panel Diaphragms (Excluding Ptywood for G,)1,2.3.''
Mfnlmum Minimum I Minimum
Factener Nominal �minal
Penatrallon Panel , Framing
in Fram(ng Thieknesa W��h �in.)
(in.) (in.j
1•1W 5r16 2
3
t-3�8 3l8 2
3
t-1/2 t5/32 2
3
� 5/tc 2
1-t14 --- 3
3I8 2
3
3I8 2
3
t•3f8 7l76 2
3
15l32 Z
3
t 5/32 Z
1 • 112 3
19132 ?
L Nvmin:al unit iheer capacitics sh�ll be uJ,justed in a«urdunce with 4.2.3 lo deter-
mme ASD alluwable uni� shear �upacrtq and LRFD fxcturtd unit resiswnce. Fur
gencral cunsin�ction reyuiremenic see 4.^_.6. Fnr speciti. reyuiremenC,, see 3.2.7.1
!i>r wiwJ ;w�wral p:uicl diaphrabitL�.
2. F�r tr�ming gr,uk, u�her �h�n Duugla< Fir-Larch ��r Suulhem I'm�, reduced nominal
ui�i� ,he�r �apa�i���� �hall bc det�rnunrd by multiplying thc t�bulaced nominal
�i��ii shear �ap�i�i�y b�• �hc Sp�:c�ti� Cra�•ii� .ad�usmicn[ Fuctor =[ 1-(0.5 - G�I,
Kh�rc G= Sp.:: ilic Gravu�• nl ihc ir.mung lumhcr t7om thc ND.S. 'I'hc S�ecih�
l.�ra�u� 4dju5tmeni Fairor �h;ill not Ix grcatcr ihan I.
3. App.ucnt ihcat ,tifinra� �;iluc�, G„. arc h.iscd un n�i! slip in fr:uiung µ iih moix-
tw'c nmtrnt lrs� lh�n ur �:yual tu 19�3L at uu�c uf f'abrirauun ;uid pancl stiffnes,
�.+lur: tor di:�ptvagms conswcicd wi[h OSB p:uich. ��'hcn pl}•wood pancls arc
uud. C, �alur� shafl ix d�trnnmed m i1C�ORI:fI1CC KI(}1 AP�)C11lJI.0 A.
J. �Vbere nu�uturc cantcnt uf lhe fra�rung u greater than 19�;;, at time uf Fabrirahon.
G, �:�lu�� tih:ill bo multiplicd by 0.5
�
N
t�
N
cn
w
0
�
W
Cese 1 Casu 2
Load - -- Framing
� �'ll._r,l.� �f �
i ( I�
�.. �
_.� .��; L . _,` .. �. ; �-I
t � ��_
, �. . �.._�
:.�._�C��_ _r' �k� ( �
�__'� �T��.�I��;
-- Dit+phragm bounclary
Cese 5
SW3iSAS JNl1SIS32!-3�a0� 1V2i31V1
Case 3
�,��..�...�� �TT:=:..=.*---
� r� �� l' �`_ --- ;—..
;, ,,, ��-.::
i t �-- t �-' . -,
.� . r_,._
l ,
� � � i :
� �_ _� ��
L_ _ __ . .
Case 6
� •-Framing
�_��.� .�__.�. ` . . .
, � � �r...._,__ �
�! ��
t ' '.;..--�-.—�
' ` ' ' -�� �.-_� _ -�,
�
� , � �, E �
� ' _t �. �� : '•.�
�
Continuoue panel joint��
r
�
Page 54 of 83
Company : CEI Apr 13, 2016
� � � ��� Designer : JAV
! Job Number : 150990 Checked By:
• r e c N N o� o a � f s Model Name : Boeing 9-101 Steam Converter #3 Stair
�' New Ship Ladder Stair Analysis Report
� G/obal
�
�
RISA-3D Version 12.0.0 [�...\...\...\...\...\...\...\...\5.14.5 Design Calculations\Ship Ladder Stair.r3d] Page 1
Page 55 of 83
Company : CEI Apr 13, 2016
������ ob Number : 15 990 Checked By:
r e c H N a � a � � E s Model Name : Boeing 9-101 Steam Converter #3 Stair
G/obal. Coniinued
Seismic Code ASCE 7-10
Seismic Base Elevation ft Not Entered
Add Base Wei ht? Yes
Ct Z .02
Ct X .02
T Z sec Not Entered
T X sec Not Entered
RZ 3
RX 3
Ct Ex . Z .75
Ct Ex . X .75
SD1 1
SDS 1
S1 1
TL sec 5
Risk Cat I or II
eismic Detailin Code ASCE 7-05
mZ 1
Om X 1
ho Z 1
Rho X 1
Hot Rolled Steel Proverties
,+ Hot Rolled Steel Section Sets
' Label Sha e T e Desi n List Material Desi n R... A in2 I in4 Izz in4 J in4
1 HR1A W8x10 Beam Wide Flan e A36 Gr.36 T ical 2.96 2.09 30.8 .043
�-
� �
, Joint Coordinates and Temaeratures
Label X ft Y ft Z ft Tem F Detach From Dia hra m
1 N1 0 0 0 0
2 N2 0 2.5
3 N3 2 0 0 0
4 N4 2 0 2.5 0
5 N5 2 8 .5 0
6 N6 0 8 0 0
7 N7 0 8 2.5 0
8 NS 2 8 0 0
9 N9 2 8 2.5 0
10 N10 5.979 0 .5 0
11 N11 5.979 0 2.5 0
12 N 12 0 12.958 5.5417 0
13 N13 2 12.958 5.5417 0
RISA-3D Version 12.0.0 [�...\...\...\...\...\...\...\...\5.14.5 Design Calculations\Ship Ladder Stair.r3d] Page 2
Page 56 of 83
�
,�
r
,
e
Company
� � ���� Designer
Job Number
T�cHNO►oc�Es ModelName
Joint Boundarv Conditions
CEI
JAV
150990
Boeing 9-101 Steam Converter #3 Stair
Apr 13, 2016
Checked By:
Hot Rolled Steel Desiun Parameters
Label Sha e Len th ... Lb ft Lbzz ft Lcom to ft Lcom bot..L-to ... K Kzz Cb Functi...
1 M 1 W8x24 2.5 �ateral
2 M2 W8x24 2 �ateral
3 M3 W8x24 2.5 Lateral
4 M4 W8x24 2 �ateral
5 M5 HSS4x4x4 8 �ateral
6% M6 HSS4x4x4 8 �aterai
7 M7 HSS4x4x4 8 Lateral
8 M8 HSS4x4x4 8 �ateral
9 M9 MC10x8.4 8.935 Lateral
10 M10 MC10x8.4 8.935 Lateral
11 M11 MC10x8.4 5.817 Lateral
12 M12 MC10x8.4 5.817 �ateral
Member Distributed Loads (BLC 1: Deadl
Member Distributed Loads fBLC 2; Live)
Member Distributed Loads (BLC 3: Ex)
RISA-3D Version 12.0.0 [�...\...\...\...\...\...\...\...\5.14.5 Design Calculations\Ship Ladder Stair.r3d] Page 3
Page 57 of 83
I ��e���� Company : CEI Apr 13, 2016
Designer : JAV
Job Number : 150990 Checked By:
, r e c N w o� o c � E s Model Name : Boeing 9-101 Steam Converter #3 Stair
,
0
Member Distributed Loads (BLC 3: Ex) (Continued)
Member Distributed Loads (BLC 4: Ez)
Basic Load Cases
Load Combinations
� Envelope Joint Reactions
RISA-3D Version 12.0.0 [�...\...\...\...\...\...\...\...\5.14.5 Design Calculations\Ship Ladder Stair.r3d] Page 4
Page 58 of 83
r
'�
������� Company : CEI Apr 13, 2016
Designer : JAV
Job Number : 150990 Checked By:
T E c N r, o► o c� E s Model Name : Boeing 9-101 Steam Converter #3 Stair
EnveloQe Joint Reacfions (Continued)
Enveloae Member Section Forces
,
RISA-3D Version 12.0.0 [�...\...\...\...\...\...\...\...\5.14.5 Design Calculations\Ship Ladder Stair.r3d] Page 5
Page 59 of 83
�
„ B���� � Company : CEI Apr 13, 2016
Designer : JAV
Job Number : 150990 Checked By:
. r e c N„ o � o c � E s Model Name : Boeing 9-101 Steam Converter #3 Stair
, Enveloae Member Section Forces (Continued)
�
r
RISA-3D Version 12.0.0 [�...\...\...\...\...\...\...\...\5.14.5 Design Calculations\Ship Ladder Stair.r3d] Page 6
Page 60 of 83
Company
~ ������ Designer
Job Number
TEcxNo�oc�Es ModelName
.�
.
CEI
JAV
150990
Boeing 9-101 Steam Converter #3 Stair
EnveloQe Member Section Forces (Continued)
Apr 13, 2016
Checked By:
Envelope A1SC 14th(360-101: LRFD Stee/ Code Checks
RISA-3D Version 12.0.0 [�...\...\...\...\...\...\...\...\5.14.5 Design Calculations\Ship Ladder Stair.r3d] Page 7
Page 61 of 83
,
e
������ CALCULATION
I�G1'NE��'� SHEET
Project: Boeing 9-101 Steam Conversion
Upgrade Calculation Title: Floor/Equipment Anchorage
Analysis
Job No. : 150990
Page 1 of 4
Prepared By: JA Voll�►an
Date: 4/14/2016
Checked By:
Date:
CALCULATIONS
Determine The Ship Ladder Stair Loading for the Steam Converter Station #3
Determine the Dead Load of the Platform/Stair
w�b:= 24in The steel platform joist/stair stringer spacing.
DLfloorpl=- 0.25in•490pcf = 10.21•psf The dead load the 1/4" steel plate flooring.
DLtotal �— DLflootpl— 10.21• psf
�'�'dl �- DLtotaT w�b = 20.42• plf
Determine the Stair Live Load
LL:= 100psf
�'�'ll � — LL w�b = 200• plf
The total superimposed distributed dead load on the
floor.
The tributary dead load on the floor joist.
The stair live load
The tributary live load on the floor joist.
Page 62 of 83
� � � � 1� � � � �
Project: Boeing 9-101 Steam Conversion
Upgrade
CALCULATION
SHEET
Calculation Title: Floor/Equipment Anchorage
Analysis
Job No. : 150990
Page 2 of 4
Prepared By: JA Volkman
Date: 4/14/2016
Checked By:
Date:
Determine The Seismic Loading on the Ship Ladder Stairs
Determine the Affects of Seismic Loading on the Platform in Accordance with ASCE 7-10, Ch. 15
SDS h�- 1.009 The design spectral horizontal acceleration parameter at short
— periods.
SD1 h�- 0.573 Horizontal response spectra at 1.0 seconds.
. IS:= 1.0
p := 1.0
� Rp:= 1.5
; SZ�:= 1
' Ct:= 0.02
, I hn�= 38
Seismic importance factor.
Redundancy Factor. ASCE 7-10, Section 15.6
Response modifcation factor per ASCE 7-10, Table 15.4-1 for Steel
ordinary conceentrically braced frame detailed to AISC 360.
Overstrength Factor. ASCE 7-10, Table 15.4-1.
x:= 0.75 Approximate Period Parameters per all other structural
systems, Table 12.8-2, ASCE 7-10.
The top of the stair attachment height above the base.
T:=Cthn"•s=0.31s
The period of the stair platform.
TL:= 6s Long period transition period. (ASCE 7-10, Section 11.4.5 and
_ I Cs �—
,
Figure 22-15)
m mi SDS_h SD1_h 1� 0.044• SDS h' IS, 0.0 � if T<_ TL Per ASCE 7-10, Equations i2.8-1 through 12.8-5.
�l T � - �
IS J S IS J J
TL 1 1
SDS h SD1 h' S
ma 1, , 0.044• SDS h' IS, 0.0 otherwise
� T12 � _
IS �� S� IS J J
CS = 0.67 The seismic response coefficient. (ASCE 7-10, Section 12.8.1.1)
ahor cur �- P' CS g= 0.67• g The lateral acceleration per ASCE 7-10.
avert cur �- P' 0�2' SDS h' g— 0•2' g The vertical acceleration per ASCE 7-10, Equation 12.14-6.
Page 63 of 83
�� � �' � � � � �
Project: Boeing 9-101 Steam Conversion
Upgrade
CALCULATION
SHEET
Calculation Title: Floor/Equipment Anchorage
Analysis
Determine the Adequacy of the All Around Weld End of the HSS4x4 Columns
X—
Job No. : 150990
Page 3 of 4
Prepared By: JA Vollcrnan
Date: 4/14/2016
Checked By:
Date:
Weld Geometry:
b:= 4• in Weld width.
d:= 4• in Weld length.
�'act � – 3 ' � Weld size.
16
�weld �- �0000• psi Ultimate stress of the weld metal.
I
Y
Connection forces and moments (ensure that orientations are correct from weld to iigure above).
FX := 2kip = 2000 Ibf MX := 2kip• 8
Fy := 2kip = 20001bf
FZ:= 2kip = 20001bf
Weld Properties Per Blodgett 1991, Table 5, Page 7.4-7.
CX := b CX = 2• in
2
CY:= � Cy = 2•in
Ay�,:= 2• (b + d) A�, = 16• in
My := 2kip• ft
MZ:= 2kip•ft
The distance from the Neutral Alcis (NA) to the outer fiber
in the x-direction.
The distance from the Neutral Axis (NA) to the outer fiber
in the y-direction.
The linear azea of the weld.
2
S� := b• d+ 3 S� = 2133• in2 The linear section modulus about the x-�is.
2
5�,3, := b• d+ 3 5�,�,3, = 21.33• in2 The linear section modulus about the y-axis.
3
J�,:= �b 6 d� J�,�, = 85.33•in3 The linear polar moment of inertia.
Fz Mx My �2 Fx Mz' Cy 12 Fy Mz' Cx 12 lbf
A1�:= — + — + — + — + + — + Al� = 256631•— Linear Weld Stress:
A�, S� S�,3, J Au, J�, ) A�, J�, J in
Page 64 of 83
,������� CALCULATION
N �i I' �1 E � �, :� SHEET
I Project: Boeing 9-101 Steam Conversion
Upgrade Calculation Title: F1oorBquipment Anchorage
Analysis
``,lin
�'�' � 0.707wact
�F�, : = 0.75• 0.6 6�,eld
DCR:= � = 0.61
�F�,
0
f�, = 19.4� ksi Actual stress in the weld.
Job No. : 150990
Page 4 of 4
Prepared By: JA Vollcman
Date: 4/14/2016
Checked By:
Date:
The factored weld stress per AISC 14th Ed. Table J2.5,
�F"�,= 31.S�ksi page 16.1-100. fW «Fw; therefore, OK.
DCR for weld. DCR is less than 1.0; therefore, OK.
Page 65 of 83
www.hilti.us
Company:
Specifier.
Address:
Phone I Fax:
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Anchor plate:
Profile:
Base material:
Installation:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
Geometry [in.] 8 Loading [Ib, in.lb]
Profis Anchor 2.6.4
Page: 1
Project:
Sub-Project I Pos. No.:
Date: 4/14/2016
Kwik Bolt TZ - CS 1/2 (2)
hef,aet = 2•000 In., h�m = 2.375 I�.
Carbon Steel
ESR-1917
10/1/2015 � 5/1/2017
Design method ACI 318-11 / Mech.
eb = 0.000 in. (no stand-0f�; t= 0.500 in.
Ix x lY x t= 10.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Square HSS (AISC); (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in.
cracked concrete, 3000, f� = 3000 psi; h= 5.000 in.
hammer drilled hole, Installation conditlon: Dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Tension load: yes (D.3.3.4.3 (d))
Shear load: yes (D.3.3.5.3 (c))
,x
Input date and results must be checked for agreement wifh the existing conditions and for plausib(liryl
PROFIS Mchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hi�i is a registered Trademark of Hilti AG, Schaan
Page 66 of 83
www.nilti.us
Company:
Specifier.
Address:
Phone I Fax: �
E-Mail:
2 Load case/Resuiting anchor forces
Load case: Design loads
Anchor reactions [Ib]
� Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force
1 533 14 10 10
2 418 14 10 10
3 543 14 10 10
4 658 14 10 10
max. concrete compressive strain: - [900]
max. concrete compressive stress: - [psi]
resulting tension force in (�y)=(-0.374/0.406): 2151 [Ib]
resulting compression force in (x/y)=(0.000/0.000): 0[Ib]
3 Tension load
Page:
Project:
Sub-Project I Pos. No.:
Date:
Profis Anchor 2.6.4
2
4/14/2016
Y
�4 �3
�
Tensi X
0 2
Load N1e [Ib] Capacity �N„ [Ib] Utilization �N = N„�/4N„ Status
Steel Strength* 658 8029 9 OK
' Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Strength" 2151 4022 54 OK
* anchor having the highest loading "•anchor group (anchors in tension)
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-1917
� N� 2 N�a ACI 318-11 Table D.4.1.7
Variables
�a,N Iin.21 f� IPS7
0.10 106000
Calculations
N� [Ib]
10705
Results
Nse ��b� �steel �nonductile � Nsa ��b� Nua l�bJ
10705 0.750 1.000 8029 658
Input data and results must be checked for agreement with the exis6ng cond'Rions and for plausibility!
PROFIS Mchor ( c) 2003-2009 Hitti AG, FL-9494 Schaan Hilti is a registered Tredemark of Hilti AG, Schaan
Page 67 of 83
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Company:
Specifier:
Address:
Phone I Fax: �
E-Mail:
3.2 Concrete Breakout Strength
N�'a -\ Nc0/ wet�N l�ed,N W��N W�P�N Nb
� Nopg Z Nua
AN� seeACl318-11, Part D.5.2.1, Fig. RD.5.2.1(b)
AN�o = 9 het
1
We�,N � e 51.0
3 h�
yred,N = 0.7 + 0.3 � Ca,min � 5 1.0
1.5hef
WeP N= M�r�a,m�n 1.5hef� 5 1.0 .
\., �Cac � Cac
Nb = ^c %,a � �c hef5
ACI 318-11 Eq. (D-4)
ACI 318-11 Table D.4.1.1
ACI 318-11 Eq. (D-5)
ACI 318-11 Eq. (D-8)
ACI 318-11 Eq. (D-10)
ACI 318-11 Eq. (D-12)
ACI 318-11 Eq. (D-6)
Page:
Project:
Sub-Project I Pos. No.:
Date:
Variables
heT �I�.� ec1�N �III.� ec2�N �In.� Ca.min �Ifl.� �IcN
2.000 0.374 0.406 � 1.000
�e� [in.] � �,a f� [PS7
5.500 17 1.000 3000
Profis Anchor 2.6.4
3
4/14/2016
Calculations
z e�� z7
ANc �In• � ^Nc0 �In• 1 �Iec1,N l�lec2,N l�ed.N �lcp N Nn I�bl
144.00 36.00 0.889 0.881 1.000 1.000 2634
Results
N� [Ib] �concrete �seismic �nonducille � N�9 [Ib] ni�e [Ib]
8250 0.650 0.750 1.000 4022 2151
Input data and resuks must be checked for agreement with the exisfing conditions and for plausibility!
PROFIS Mchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Tredemark of Hilti AG, Schaan
Page 68 of 83
�
www.nilti.us
Company:
Specifier.
Address:
Phone I Fax:
E-Mail:
4 Shear load
Page:
Project:
Sub-Project I Pos. No.:
Date:
Profis Anchor 2.6.4
4
4/14/2016
Load V1e [Ib] Capacity �V„ [Ib] Utilization �� = V„�/�V„ Status
Steel Strength* 14 3572 1 OK
Steel failure (with lever arm)` N/A N/A N/A N/A
Pryout Strength•" 57 7374 1 OK
Concrete edge failure in direction *` N/A N/A N/A N/A
" anchor having the highest loading "anchor group (relevant anchors)
4.1 Steel Strength
Vse,eq = ESR value refer to ICC-ES ESR-1917
� Vsteel Z Vua ACI 318-11 Table D.4.1.1
Varlables
%4a,v [in.21 f�� IPS7
0.10 106000
Calculations
Vsa.eQ ��b�
5495
Results
Vsa,aq I�b� �stee� �nonducu�e � usa ��b� Vua ��b�
5495 0.650 1.000 3572 14
4.2 Pryout Strength
v`� —� L\A co/ �ec,N Wad,N Wo,N Wov,N NbJ
w \/cpg 2 Vua
AN� see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b)
s
ANtO = 9 hef
�
WeL N 2 eN 5 1.0
�+3her
W�,N = 0.7 + 0.3 Ca,min 5 1.0
1.5hef
W�0.N — MAX�Ca—m�n 1.5h8�� 5 1.0
'. �Cac � Cac
Nb — � �,a v'C hefs
ACI 318-11 Eq. (D-41)
ACI 318-11 Table D.4.1.1
ACI 318-11 Eq. (D-5)
ACI 318-11 Eq. (D-8)
ACI 318-11 Eq. (D-10)
ACI 318-11 Eq. (D-12)
AC1318-11 Eq.(D-6)
Variables
� har [in.] e��,N Iin.] e�,N [in.] Ca�min [in.]
1 2.000 0.000 0.000 �
Wc.N �ac �If1.J ^c %,a �c �PS�J
1.000 5.500 17 1.000 3000
Calculations
^Nc ��n 2J AN�o I��?1 l�lecl,N 1�1ec2.N l�led.N l�lcp,N Nn I�bl
144.00 36.00 1.000 1.000 1.000 1.000 2634
Results
V�pA [Ib] �concrete �seismic �nonduetile � V�Pe [Ib] V�a [Ib]
10535 0.700 1.000 1.000 7374 57
Input data and resuMs must be checked for agreement with the exisbng conditions and for plausibility!
PROFIS Mchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hiw is a registered Trademark of Hilti AG, Schaan
Page 69 of 83
www.nilti.us
Profis Anchor 2.6.4
Company: Page: 5
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: � Date: 4/14/2016
E-Mail:
5 Combined tension and shear loads
jiN R� C Utilization pN,v (%] Status
0.535 0.008 5/3 36 OK
jiHv=R�+j3v<=1
6 Warnings
• Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be
sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the
existing conditions and for plausibility!
• Condition A applies when suppiementary reinforcement is used. The � factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to
your local standard.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3
(a) that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the
connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design
(shear) shall satisiy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c).
• Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding
at a load level corresponding to anchor forces no greater than the controlling design strength. PaR D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the
ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a
non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to
equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by �o.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPiI). Reference ACI
318-11, Part D.9.1
Fastening meets the design criteria!
Input data and results must be checked for agreement with the euisting conditions and for plausibility!
PROFIS Mchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Tredemaric of Hilti AG, Schaan
Page 70 of 83
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Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
7 Installation data
Page:
Project:
Sub-Project I Pos. No.:
Date:
Profis Anchor 2.6.4
6
4/14/2016
Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2)
Profile: Square HSS (AISC); 4.000 x 4.000 x 0.250 in. Installation torque: 480.001 in.lb
Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.500 in.
Piate thickness (input): 0.500 in. Hole depth in the base material: 2.625 in.
Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in.
Driliing method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.
7.1 Recommended accessories
• Suitable Rotary Hammer
• Properly sized drill bit
Coordinates Anchor in.
• Manual blow-out pump • Torque wrench
„ • Hammer
Anchor x y c.x c.= c�, c.,,
1 -3.500 -3.500 - - - -
2 3.500 -3.500 - - - -
3 3.500 3.500 - - - -
4 -3.500 3.500 - - - -
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c) 2003-2009 Hiltl AG, FL-9494 Schaan Hitti is a registered Trademark of Hild AG, Schaan
Page 71 of 83
www.nilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Speciflers comments:
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Anchor plate:
Profile:
Base material:
Installation:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
Geometry [in.] & Loading [Ib, in.lb]
Profis Anchor 2.6.4
Page: 1
Project:
Sub-Project I Pos. No.:
Date: 4N 4/2016
Kwik Bolt TZ - CS 112 (2)
. ���
het,act = 2•000 i�., h�m = 2.375 I�.
Carbon Steel
ESR-1917
10/1/2015 � 5/1/2017
Design method ACI 318-11 / Mech.
eb = 0.000 in. (no stand-of�; t= 0.500 in.
I, x lY x t= 10.000 in. x 7.000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Square HSS (AISC); (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in.
cracked concrete, 3000, f� = 3000 psi; h= 5.000 in.
hammer drilled hole, Installatton condition: Dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Tension load: yes (D.3.3.4.3 (d))
Shear load: yes (D.3.3.5.3 (c))
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Mchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Tredemark of Hilti AG, Schaan
Page 72 of 83
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [Ib]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 140 16 8 13
2 89 11 8 7
3 541 14 12 7
4 592 18 12 13
max. concrete compressive strain: 0.03 (%o)
max. concrete compressive stress: 137 [psi]
resulting tension force in (x/y)=(-0.264/1.329): 1362 [Ib]
resulting compression force in (x/y)=(1.926/-3.295): 231 [Ib]
3 Tension load
Page:
Project:
Sub-Project I Pos. No.:
Date:
Profis Anchor 2.6.4
2
4/14/2016
m
Load N1e [Ib] Capacity �N„ [Ib] Utllization �N = N„�I�N„ Status
Steel Strength' 592 8029 8 OK
Pullout Strength*
Concrete Breakout Strength`*
N/A
1362
* anchor having the highest loading "anchor group (anchors in tension)
3.1 Steel Strength
Nga = ESR value refer to ICC-ES ESR-1917
� N� 2 N�a ACI 318-11 Table D.4.1.1
N/A
2726
Vartables
ASB,N [in?] f„� [psi]
0.10 106000
Calculations
N� [Ib]
10705
Results
Nsa ��b� �steel �nonductlle � Nsa Pb� N�e ��b�
10705 0.750 1.000 8029 592
N/A N/A
50 OK
Input data and results must be checked for agreement with the existlng conditions and for plausibility!
PROFIS Anchor ( c) 2003-2009 Hiw AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Page 73 of 83
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Company:
Specifier:
Address:
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E-Mail:
3.2 Concrete Breakout Strength
1/AA�N�o
N� —\^NcO� �at�N WeO�N W��N W�P�N Nb
� N� z Nua
AN� seeACl 318-11, Part D.5.2.1, Fig. RD.5.2.1(b)
ANoo = 9 he�
1
y,e�,N �+ 2 eN s 1.0
3 hef
W�,N = 0.7 + 0.3 � �a,min � 5 1.0
1.5hef
W�v,N = MAX�Ca=m�n 1.5h�� 5 1.0
�� ��ac � �ae
Nb = k� �,a YT� hefs
ACI 318-11 Eq. (D-4)
ACI 318-11 Table D.4.1.1
ACI 318-11 Eq. (D-5)
ACI 318-11 Eq. (D-8)
ACI 318-11 Eq. (D-10)
ACI 318-11 Eq. (D-12)
AC1318-11 Eq.(D-6)
Page:
Project:
Sub-Project I Pos. No.:
Date:
Variables
her [in.l e��.N Iin.l e�z,N Iin.] Ca.min [in.] W�,N
2.000 0.264 1.329 � 1.000
Cac �I�.� kc %,a fc �PS��
5.500 17 1.000 3000
Profis Anchor 2.6.4
3
4/14/2016
Calculations
^Nc l�� 2J AN�o I�n.2l l�lec7,N Wec2�N l4/ed,N �lcp N Nn [�bl
120.00 36.00 0.919 0.693 1.000 1.000 2634
Results
N�� [Ib] �concrete �selsmic �nonductile � N�ng [Ib] N�e [�b]
5592 0.650 0.750 1.000 2726 1362
Input data and resuMs must be cliecked for agreement with the existlng conditions and for plausibility!
PROFIS Mchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a repistered Trademark of Hitti AG, Schaan
Page 74 of 63
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Company:
Specifier:
Address:
Phone I Fax: �
E-Mail:
4 Shear load
Page:
Project:
Sub-Project I Pos. No.:
Date:
Profis Anchor 2.6.4
4
4/14/2016
Load V1e [Ib] Capacity �V„ [Ib] Utilization �� = V„�/¢V„ Status
Steel Strength' 18 3572 1 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 57 3933 2 OK
Concrete edge failure in direction " N/A N/A N/A N/A
" anchor having the highest loading ""anchor group (relevant anchors)
4.1 Steel Strength
V�,Bq = ESR value refer to ICC-ES ESR-1917
� Vb�e1 z V�a ACI 318-11 Table D.4.1.1
Variables
%�,v [in.Zl f� [PS7
0.10 106000
Calculations
VSe,eQ [Ib]
5495
Results
Vsa,eq [�bl �steel �nonductile � Vsa l�bl Vua ��bl
5495 0.650 1.000 3572 18
4.2 Pryout Strength
v0� —� L\��o/ Wec,N yred,N Wo,N Woa.N NeJ
� V� Z Vua
AN� see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b)
AN� = 9 h�
1
yr�,N �+ 2 eN 5 1.0
3 hef
y��,N = 0.7 + 0.3 � Ca,min � 5 1.0
1.5hef
'Y�v.N = MAX�Ca-min 1.5hef1 5 1.0
�ao ' �ao J
Nb = kc �,a � hefs
ACI 318-11 Eq. (D-41)
ACI 318-11 Table D.4.1.1
ACI 318-11 Eq. (D-5)
ACI 318-11 Eq. (D-8)
ACI 318-11 Eq. (D-10)
ACI 318-11 Eq. (D-12)
ACI 318-11 Eq. (D-6)
Variables
�c her [in.] e��,N [in.] e�.N [in.] Ca.min [in.]
1 2.000 0.750 0.750 �
W�,N �e� [in.] � �,a f� IPS�1
1.000 5.500 17 1.000 3000
Calculations
ANc ��n?J ^Nc0 ��n?J l�/ec1.N 1�fec2,N l�ed,N 1J�cp N Nb I�bl
120.00 36.00 0.800 0.800 1.000 1.000 2634
Results
V�Pe [Ib] ����� �saismic �nonductile � V�pA [Ib] V�a [Ib]
5618 0.700 1.000 1.000 3933 57
Input data and results must be checked for agreement with the exisfing conditions and for plausibility!
PROFIS Anchor ( c) 2003-2009 Hiltl AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Page 75 of 83
www.hilti.us
Profis Anchor 2.6.4
Company: Page: 5
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: � Date: 4/14/2016
E-Mail:
5 Combined tension and shear loads
�iN R� � Utilization RN,v [%] Status
0.500 0.014 5/3 32 OK
RN�=a�+R�`=�
6 Warnings
• Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be
sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the
existing conditions and for plausibility!
• Condition A applies when supplementary reinforcement is used. The � factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to
your local standard.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3
(a) that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the
connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design
(shear) shall satisTy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c).
• Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding
at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the
ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a
non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to
equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by ,{Zo.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-11, Part D.9.1
Fastening meets the design criteria!
Input data and resulfs must be checked for agreement with the exisGng conditions and for plausibilityl
PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Page 76 of 83
www.hilti.us
Profis Anchor 2.6.4
Company: Page: 6
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: � Date: 4/14/2016
E-Mail:
7 Installation data
Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2)
Profile: Square HSS (AISC); 4.000 x 4.000 x 0.250 in. Installation torque: 480.001 in.lb
Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.500 in.
Plate thickness (input): 0.500 in. Hole depth in the base material: 2.625 in.
Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in.
Drilling method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.
7.1 Recommended accessories
• Suitable Rotary Hammer • Manual blow-out pump • Torque wrench
• Properly sized drill bit „ • Hammer
0
0
�
Coordinates Anchor in.
Anchor x y c.x c„� c�y c.y
1 -3.500 -2.000 - - - -
2 3.500 -2.000 - - - -
3 3.500 2.000 - - - -
4 -3.500 2.000 - - - -
Input data and results must be checked for agreement with the existlng conditions and for plausibiliry!
PROFIS Mchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Page 77 of 83
www.nflti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Specifler's comments:
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-0ff installation:
Anchor plate:
Profile:
Base material:
Installation:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
Geometry [in.] & Loading [Ib, in.lb]
Profis Anchor 2.6.4
Page: 1
Project:
Sub-Project I Pos. No.:
Date: 4/14/2016
Kwik Bolt TZ - CS 112 (2) �I
her,e� = 2•000 in., h,�m = 2.375 in.
Carbon Steel
ESR-1917
10/1/2015 � 5/1/2017
Design method ACI 318-11 / Mech.
eb = 0.000 in. (no stand-of�; t= 0.500 in.
I, x ly x t= 7.000 in. x 7.000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Square HSS (AISC); (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in.
cracked concrete, 3000, f� = 3000 psi; h= 5.000 in.
hammer drllled hole, Installatfon condltion: Dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Tension load: yes (D.3.3.4.3 (d))
Shear load: yes (D.3.3.5.3 (c))
'� X
Input data and resulfs musl be checked for agreement with the existing conditions and for plausibilily!
PROFIS Mchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Page 78 of 83
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax: �
E-Mail:
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [Ib]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force
1 448 35 2 35
2 29 3 2 3
3 462 34 34 3
max. concrete compressive strain: 0.10 [%o]
max. concrete compressive stress: 431 [psi]
resuiting tension force in (x/y)=(0.093/-0.031): 939 [Ib]
resulting compression force in (x/y)=(2.807/-2.830): 534 [ib]
3 Tension load
Page:
Project:
Sub-Project I Pos. No.:
Date:
O 1
Profis Anchor 2.6.4
2
4/14/2016
Y
O 3
Tension X
Load N1e [Ib] Capacity +N„ [Ib] Utilization �N = N,,,/�N„ Status
Steel Strength* 462 8029 6 OK
Pullout Strength' N/A N/A N/A N/A
Concrete Breakout Strength** 939 2075 46 OK
' anchor having the highest loading "anchor group (anchors in tension)
3.1 Steel Strength
N� = ESR value refer to ICC-ES ESR-1917
� Nsa z Nua ACI 318-11 Table D.4.1.1
Variables
ASe,N (in.2] f,rt� [psi]
0.10 106000
Calculations
Nsa ��bJ
10705
Results
Nse ��bl �steal �nonducllle � Nsa (�b] Nue [�b]
10705 0.750 1.000 8029 462
Input data and results must be checked for agreement with the e�tis6ng conditions and for plausibility!
PROFIS Anchor ( c) 2003-2009 Hil6 AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Page 79 of 83
www.nilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
3.2 Concrete Breakout Strength
Nwg -(��1 lVec.N 1�ed,N 1�e,N 1�ep.N Nb
� Nebg Z Nua
AN� see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b)
z
ANcO = 9 hef
1
w�,N �+ 2 eN) 5 1.0
3 hBr/
Wea,N = 0.7 + 0.3 � Ca�min � 5 1.0
1.5hef
W�D�N = MAX�ca—min 1.5h�15 1.0
'� �Cac � �ac J
Nb = kc �,a ��e hef
ACI 318-11 Eq. (D-4)
ACI 318-11 Table D.4.1.1
ACI 318-11 Eq. (D-5)
ACI 318-11 Eq. (D-8)
ACI 318-11 Eq. (D-10)
ACI 318-11 Eq. (D-12)
ACI 318-11 Eq. (D-6)
Page:
Project:
Sub-Project I Pos. No.:
Date:
Variables
hef ll�.l ec1.N ll�.l ec2�N LIn.J Ca�min lln.J Wc.N
2.000 0.574 0.635 � 1.000
�ac �I(1.� kc %,a fc �PS��
5.500 17 1.000 3000
Profis Anchor 2.6.4
3
4/14/2016
Calculations
ANc �In•2� AN�o I�� Zl l�lecl,N 1�lec2,N �/ed N l�Icp,N Nn I�bl
84.00 36.00 0.839 0.825 1.000 1.000 2634
Results
N,�g [Ib] �concrete �seismic �nonductile � N�g [Ib] N�e [�b]
4257 0.650 0.750 1.000 2075 939
Input data and results must be checked for agreament with the existing conditions and for plausibility!
PROFIS Mchor ( c) 2003-2009 Hiltl AG, FL-9494 Schaan Hitti is a registered Trademark of Hilti AG, Schaan
Page 80 of 83
www.nilti.us
Company:
Specifier:
Address:
Phone I Fax: �
E-Mail:
4 Shear load
Page:
Project:
Sub-Project I Pos. No.:
Date:
Profis Anchor 2.6.4
4
4/14/2016
Load V1e [Ib] Capacity �V„ [Ib] Utilization �� = V„�/¢V„ Status
Steel Strength' 35 3572 1 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength" 56 1451 4 OK
Concrete edge failure in direction'" N/A N/A N/A N/A
' anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength
V�,eQ = ESR value refer to ICC-ES ESR-1917
� VS�� z V„a ACI 318-11 Table D.4.1.1
Variables
�a,v Iin.21 f�r� [PS7
0.10 106000
Calculations
Vsa.eQ ��b�
5495
Results
Vse.aq ��b� �sreel �nonductlle � Vse ��b� Vua ��b�
5495 0.650 1.000 3572 35
4.2 Pryout Strength
v`� —� L\A co/ Wao,N Wea,N Wo,N Wcr,N NbJ
� Vcpg Z Vua
AN� see AC1318-11, Part D.5.2.1, Fig. RD.5.2.1(b)
�co = 9 her
1
w�,N �+ 2 eN 5 1.0
3 hef
�led�N = O.% t O.3 � Ce,min 1 5 �.�
1.5hefJ
W�v,N = MAX�ca.min 1.Shef1 5 1.0
�� ��ao ' �a� �
Nb — �%a �VTC hef5
ACI 318-11 Eq. (D-41)
ACI 318-11 Table D.4.1.1
ACI 318-11 Eq. (D-5)
ACI 318-11 Eq. (D-8)
ACI 318-11 Eq. (D-10)
ACI 318-11 Eq. (D-12)
ACI 318-11 Eq. (D-6)
� Variables
�a har [in.] e��,N [in.j e�,N [in.] �a,min [in.]
1 2.000 2.194 2.139 ^�
Wc,N Cac [i11.] kc %,a fc �PS��
1.000 5.500 17 1.000 3000
Calculations
ANc I�n?J AN�o I��?1 l�lacl,N 1�let2 N 1�led,N 1�/cp N Nn I�bl
84.00 36.00 0.578 0.584 1.000 1.000 2634
Results
V�Pe [Ib] �concrete �seismic �nonduetile � V�a [Ib] V�a [Ib]
2072 0.700 1.000 1.000 1451 56
Input data and results must be checked for agreement with the existing conditlons and for plausibiliry!
PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Page 81 of 83
www.hilti.us
Profis Anchor 2.6.4
Company: Page: 5
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: � Date: 4/14/2016
E-Mail:
5 Combined tension and shear loads
pN R� C Utilization pN,v [%] Status
0.452 0.039 5/3 28 OK
aN� = a� + a� �_ �
6 Warnings
• Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be
sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the
existing conditions and for plausibility!
• Condition A applies when supplementary reinforcement is used. The � factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to
your local standard.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3
(a) that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the
connection design (tension) shall satisiy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design
(shear) shall satisiy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c).
• Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding
at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the
ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a
non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to
equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by i2u.
• Hilti post-instalied anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-11, Part D.9.1
Fastening meets the design criteria!
Input data and results must be checked for agreement with the exis6ng conditions and for plausibilityl
PROFIS Mchor ( c) 2003-2009 Hitti AG, FL-9494 Schaan Hilti is a registered Trademark of Hiltl AG, Schaan
Page 82 of 83
www.nilti.us
Profis Anchor 2.6.4
Company: Page: 6
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: � Date: 4/14/2016
E-Mail:
7 Installation data
Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2)
Profile: Square HSS (AISC); 4.000 x 4.000 x 0.250 in. Installation torque: 480.001 in.lb
Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.500 in.
Plate thickness (input): 0.500 in. Hole depth in the base material: 2.625 in.
Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in.
Drilling method: Hammer driiled
Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.
7.7 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer • Manual blow-out pump • Torque wrench
• Properly sized drill bit „ • Hammer
0
0
�
Coordinates Anchor in.
Anchor x y c_x c.,, c.y c,�,
1 -2.000 -2.000 - - - -
2 2.000 -2.000 - - - -
3 2.000 2.000 - - - -
Input data and results must be checked for agreement w'rfh the existing conditions and for plausibility!
PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Page 83 of 83
8/1/2017
City of Tukwila Allan Ekberg, Mayor
Department of Community Development Jack Pace, Director
JOHN S MURDOCH
PO BOX 3707 MC 46-88
SEATTLE, WA 98 ] 24
RE: Permit No. D16-0157
BOEING #9-101 - STEAM CONVERTER
9725 E MARGINAL WAY S
Dear Permit Holder:
In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building
Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric
Code, every permit issued by the Building Division under the provisions of these codes shatl 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 9/2/2017.
Based on the above, you are hereby advised to:
l) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule far 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 9/2/2017, 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,
��
Rachelle Ripley
Permit Technician
File No: D16-0157
6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
����I� �O�R� COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D 16-0157
DATE: 06/15/16
PROJECT NAME: BOEING #9-101— STEAM CONVERTER
SITE ADDRESS: 9725 E MARGINAL WAY S
X Original Plan Submittal
Response to Correction Letter #
DEPARTMENTS:
B��Uu� G •2� � �
ding Div�sion
��tM. �{,�. !c• ! • t�
Public Works
PRELIMINARY REVIEW:
Not Applicable �
(no approval/f°eview required)
REVIEWER'S INITIALS:
Revision #
Revision #
PrM �'�I� �'ti�• I�
Fire Prevention �
Structural �
before Permit Issued
after Permit Issued
L� r►.�,, G•��•cv
Plamiing Division �
Permit Coordinator �
DaTE: 06/16/16
Structural Review Required �
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 07�14�16
Approved ❑ Approved with Conditions d
Corrections Required ❑
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Denied �
(ie: Zoning Issues)
DATE:
Perj�zit Center Use Only
CORRECTION LETTER MAiLED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Stafflnitials:
12/18/2013
BOEING COMPANY, THE
� Washin�tan State OepartmenL of
�a�7�t' $t ��1C�US�C1�5
BOEING COMPANY, THE
Owner or tradesperson
MCNERNEY, W (JAMES)
Principals
MCNERNEY, W (JAMES), PRESIDENT
LOHR, MICHAEL, SECRETARY
WOLTER, CHRISTOPHER, TREASURER
(End: 01 /16/2015)
READ, PAUL, SECRETARY
(End: 02/07/2013)
SHRONTZ,FA,SECRETARY
(End:02/07/2013)
GIVAN, B E, SECRETARY
(End: 02/07/2013)
KING, C G, SECRETARY
(End: 02/07/2013)
BEIGHLE, D P, TREASURER
(End: 02/07/2013)
COLLINS, T J, TREASURER
(End: 02/07l2013)
BUDINICH, T M, TREASURER
(End: 02/07/2013)
WOODARD, R B, TREASURER
(End: 02/07/2013)
CRUZE, D D, TREASURER
(End:02/07/2013)
CONDIT, P M, TREASURER
(End: 02/07/2013)
WA UBI No.
178 005 030
License
Home ��Spa�iol Corrtact
Safety & Health Claims & Insurance
100 N RIVERSIDE
M/C 5003-4027
CHICAGO, IL 60606-1596
312-544-2535
Business type
Corporation
Page 1 of 9
Search L&I x � 3c;�".
1�-lIitdex 11e1p �I;�'I..&�I
Workplace Rights Trades & Licensing
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
......................................................
Meets current requirements.
License specialties
GENERAL
License no.
BOEINC*294ML
Effective — expiration
07/13/1971— 01/18/2017
Bond
FEDERAL INS CO
$12,000.00
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 7/5/2016
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TYPE OF APPLICATION
CO D E S U i�/i �ARY
❑ NEW ❑ ALTERATION ❑ ADDITION TENANT IMPROVEMENT
PROJECT DESCRIPTION:
PROJECT IS TO REPLACE STEAM CONVERTER STATION #3 IN BU{LD{NG 9-101.
THIS REPLACEMENT INCLUDES INSTALLAT{ON OF A NEW STEAM PRESSURE REDUCING STATION, (3)
THREE HEAT EXCHANGER MODULES. THE REPLACEMENT INCLUDES STRUCTURAL SUPPORT FOR THE
INSTALLATION OF THE STEAM CONVERTER EQUIPMENT, INCLUDING NEW SHIPS LADDER ACCESS FOR
THE CONVERTER STATION.
CODES;
2012 WA WITH AMENDMENTS ADAPTED OR AMENDED BY LOCAL
ORDINANCES, AND COMPLIANCE WITH CITY OF TUKWILA ZONING.
CONTRACTOR & STATE NUMBER; THE BOEING C0. BOEINC � 294ML(01182017)
BOEING PROJECT ENGINEER: BRIAN HARR
BOEING CONTACT;JOHN MURDOCH PHONE; 253-740-0214
FAX NUMBER�206-662-0861
E-MAIL; lohn,s,murdoch@boeinq,com
OCCUPANCY GROUP: GROUP B AND GROUP F, DIVISION I(OFFICE AND FACTORY)
CONSTRUCTION TYPE:TYPE II—B, NON-COMBUSTIBLE SEPARATION 60 FEET (MINIMUM ALL SIDES)
ZONING:ALLOWABLE AREA INCREASE;FULLY AUTOMATIC. FfS CLASS I SPRINKLERS THROUGHOUT
SYM REVISION BY APPROVED DATE SYM RE1/ISION BY
— REPLACE STEAM CONVERTER STATION #3 16069-20 CEI EO 04.22.16
OCCUPANT LOAD: (ALLOWABLE) NO CHANGE
(TABLE 10—A)
OFFICES OCC,
STORAGF , OCC,
LABORATORY OCC,
CANOPY OCC,
OTHER OCC.
BUILDING HEIGHT: (ACTUAL)III FT
FLOOR AREA: (ACTUAL) NO CHANGE
BLDG GROSS 1,116,306 SF SQ FT
TUNNEL 50,910 SF SQ FT
FIRST FLOOR 713,829 SF SQ FT
IST FLR MEZZ 55,689 SF SQ FT
2ND FLOOR 295,878 SF SQ FT
2ND FLOOR MEZZ SQ FT
PROJECT AREA 950 SF SQ FT
STORIES: 2 MEZZANINE ? (YES) ❑(NO) SQ FT 55,689 SF
FIRE PROTECTION: SPRINKLERED THROUGHOUT PER NFPA 13 ? (YES� ❑(N0�
SEPARATION
EXTERIOR WALL (NON—BEARING) HOUR RATING
EXTTERIOR WALL (BEARING) HOUR RATING
INTERIOR WALL (NON—BEARING) HOUR RATING
INTERIOR WALL (BEARING) HOUR RATING
DEMOUNTABLE PARTITIONS HOUR RATING
STRUCTURAL FRAME HOUR RATING
FLOOR/CEILINGS HOUR RATING
ROOF CONSTRUCTION HOUR RATING
»„
SEISMIC DESIGN: ZONE �
DESIGN LOADS: (CHAPTER 16)
ROOF: LIVE (SNOW) (PSF)
FLOOR: OFFICE EXISTING, NO CHANGES (PSF)
MECH/STOR (PSF)
STAIRS (PSF)
CONCENTRATED:
WIND: EXPOSURE �
APPROVED DATE
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CODES Af\1 D PE�RM ITS
PROJECT TITLE; 9-101.2 REPLACE STEAM CONVERTER STATION �3 JOB NUMBER: 16069-20
QUANTITY SUBMITTED:
❑ 5 SETS; GENERAL PERMIT (SHELL & CORE) OR STRUCTURAL TENANT IMPROVEMENT
❑ 4 SETS; TENANT IMPROVEMENT (NON-STRUCTURAL)
❑ 3 SETS; FIRE PROTECTION/SPRINKLERS
2 SETS; TENANT IMPROVEMENT (REVISION)
SUBMITTED FOR PERMIT 8� REVIEW:
BUILDING ❑ GRADING ❑ ELECTRICAL
❑ PLUMBING ❑ LANDSCAPE ❑ FIRE PROTECTION
❑ MECHANICAL ❑ DEMOLITION ❑ CANTILEVER RACKS
STRUCTURAL ❑ - ❑ -
�E TO BE REVIEWED UNDER SEPARATE PERMIT
WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE-APPROACHES
COMPLIANCE OPTION
PRESCRIPTIVE ❑ LPA ❑ ANALYSIS ❑ N/A
WELD ❑ CONCRETE
❑ REBAR � ANCHOR BOLTS
STRUCTURAL BOLTING . STRUCTURAL OBSERVATION
OTHER POST-INSTALLED ANCHORAGE SYSTEMS
CALCULATIONS . .
TYPE: STRUCTURAL ATTACHED. x (YES) (NO)
DRAWII�IG INDEX f
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ARCHITECTURAL #'
0
DRAWING NUMBER REV DRAWING TITLE
09-101—GO — COVER SHEET
09-101-2A23R H SECOND FLOOR PLAN — REMOVAL
09-101—A403R A STAIRWAY N0.7 PLANS AND DETAILS — REMOVAL
09-101—A461 R A MEZZANINE PLAN 2M2E12 — REMOVAL
09-101-2A23 H SECOND FLOOR PLAN
09-101—A403 A STAIRWAY N0.7 PLANS AND DETAILS
09-101—A461 A MEZZANINE PLAN 2M2E12
09-101—A581 A ARCHITECTURAL DETAILS
STRUCTURAL
DRAWING NUMBER REV DRAWING TITLE
09-101—S2W ORIG STRUCTURAL NOTES & ABBREVIATIONS
09-101—S2X ORIG STRUCTURAL NOTES
09-101—S2Y ORIG STRUCTURAL NOTES .�
09-101—S458R ORIG ENLARGED PLAN — REMOVAL �
.
09-101—CWS23 A CATWALK PLAN
. 09-101—RFS23 A ROOF PLAN
09-101—S458 ORIG ENLARGED PLAN
09-101—S684 ORIG MISCELLANEOUS SECTIONS 8c DETAILS
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY DEPT. DATE
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CHECKED
E. OJALA
al t SUBTITLE
04.22.16
04.22.16
TITLE
���rC PCRMIi
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�E►ectric�i
Iumbing
Gas Piping
�i�y ofi Tukwit��,
REVISIONS
No changes shafi be made to the scopP
of ��for�c �^�ithout prior approval of
Tu�:�vila Building Division.
PnOi'E: ��visicns vri0 require a ne�v plan submittat
and may incSudw ad�itianal plan review fees. �
�� �t �. �
'I€�n ��vi�w app����J ie suhj�ct #o errors �nd omi��io�s.
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�e yio(�ti�n �f , y do _ d ��i� �r �rdin�rtce. ����i�'t
f app�o��e� �ie �ditia°�s i acknowla�d�ad:
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JUL 0 � �016
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COVER SHEET
REPLACE STEAM CONVERTER STATION #3
BUILDING 9-101
ARCHITECTURAL MASTER
��'�� RECEIVED ���.
CiTY OF TUKWtLq
JUN 15 2016
PER�11tT CENTER
� G I H E E R S
1601 Fifth Avenue, Suite 900 � Seattle, WA 98101
ph 206.623.0717 � fax 206.624.3775
cofEman.com
LASnNG ueaWriy � results � relationships
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DEV. CENTER, wq owc No.
16069-20
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16069-20
9-101-GO
DATE
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BY APPROVED DATE SYM REVISION BY APPROVED DATE
J#180243-00 MRM 02.05.99 F OFFICE RENOVATION J# 160530-00 DLR GROUP LS 12.20.06
J#180244-00 MRM 02.10.99 G OFFICE RENOVATION — OCN 01 J� 160530-00 DLR GROUP JJ 01.15.07
J�180243-00 RM/K.SMIT 03.04.99 H REPLACE STEAM CONVERTER STATION #3 J#16069-20 BUFFALO 04.22.16
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ABBREVIATIONS AND NOTES.
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GENERAL NOTES
I O`� 1 STUD WALL, SOR FINISH Do FACE OF EMOUNTABDE OF
— — — — — —
WALL UNLESS NOTED OTHERWISE.
�� —r� � � 2. PROVIDE A SEPARATION BARRIER (SOUND, SMELL,
q � I I VAPOR, SMOKE) AS NECESSSARY AT THE PERIMEfER
21 H 11 � OF THE WORK AREA.
IWORK ROOM , � 11 ° � 3. FOR WALL TYPES INDICATED ASQ REFER TO A355.
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C1 5. REFER TO 2L01-F FOR FINISHES.
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ACCEPTABILITY EDDIE P. DUARTE �03.09.9Z S�BTRLE CURRENT REVISION SYM80L DATE \
3973 REGISTERED THIS DESIGN AND/OR CHECKED SECOND FLOOR PLAN J� 16069-20 H 04.22.� 6 N
ARCHITECT SPECIFlCATION IS APPROVED SHEET �
APPROVED BY DEPT. DATE T� REPLACE STEAM CONVERTER STATION #3 �
2A2 � R z
CHECKED o
BUILDING 9-101.2 `�
CHRIS EDWARD CARLSON
STATEOFWASHINGTON APPROVED JOB N0. COMP N0. 0
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APPROVED DW6 N0. �
ARCHITECTURAL MASTER COL. D-JA/10.9-15 DEV: CENTER, WA 9-101-2A23R
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A REPLACE STFAM CONVERTER STATION #3 16069-20 BUFFALO 04.22.16
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STATE OF WASHINGTON
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LEGEND:
21 D11 ROOM NUMBER
26Di2 DOOR NUMBER
FEO- PORTABLE FIRE EXTINGUISHER
� ELECTRICAL PANEL LOCATION
:.r.;.:•.:....:�,... :.:�:�:•:_.�....,�. CONCRETE WALL
STEEL STUD AND GWB PARTITION
WOOD STUD AND GWB
PARTITION.
PARTITION
3" "VANGUARD" DEMOUNTABLE WALL
------------------ CMU WALLS �
WALL—FROM FLOOR
SLAB TO ROOF DECK ABOVE
GENERAL NOTES:
1. ALL DIMENSIONS ARE T0:
FACE OF STUD
� OF COLUMNS & VAGUARD DEMOUNTABLE WALLS.
(UNLESS NOTED OTHERWISE)
2. ALL SYSTEMS FURNITURE & FURNISHINGS
ARE OWNER FURNISHED, OWNER INSTALLED.
3. THE NUMBERS FOR INTERIOR DOORS ARE COMPOSITE
NUMBERS BASED ON THE FLOOR NUMBER, THE DOOR
NUMBER, AND THE BAY NUMBER. FOR EXAMPLE,
DOOR 11 A2 WOULD BE ON THE FIRST FLOOR, DOOR
ONE, (N BAY A2. THE NUMBERING OF INTERIOR
DOORS BEGINS IN THE NORTHWEST CORNER OF EACH
BAY AND CONTINUES IN ASCENDING ORDER
CLOCKWISE AROUND THE BAY. DOORS ON A COLUMN
ARE ASSIGNED TO THE BAY THAT THEY OPEN INTO.
CONSTRUCTION NOTES:
12
1� REMOVE WALL AS REQUIRED FOR INSTALLATION OF NEW
30" X 30" SUPPLY GRILLE
2� REMOVE SECTION OF WALL AS REQUIRED FOR INSTALLATION OF
NEW EQUIPMENT
3� REMOVE (E) ACCESS LADDER
4� PROTECT (E) CURB TO REMAIN, TYPICAL
� REMOVE (E) FLOOR DRAIN TO BE REPLACEQ.
� REMOVE (E) SHEET METAL FLOOI� AND BITUMINOUS MEMBRANE.
INSPECT PLYWOOD SUBFLOOR, REMOVE ANY DAMAGED OR
DETERIORATED SECTIONS.
� MONORAIL HOIST BEAM ABOVE TO REMAIN.
� REMOVE MECHANICAL PAD. SEE STRUCTURAL
� REMOVE (E) WALL. REMOVE/RELOCATE CONDUIT.
��V���a F0� PATCH AND REPAIR WHERE WALL TO REMAIN.
���������p 10 REMOVE DOOR, FRAME AND HARDWARE, SAVE FOR
��R�� RELOCATION.
JUL 01 �016
1� REMOVE CEILING SYSTEM AND STRUCTURE TO PROVIDE CLEAR
��t� ofi.�.����a PATH FOR EQUIPMENT INSTALLATION, ROOM 25E11.
�UIL�it�� ������ � REMOVE MAIL SHELVES, SAVE FOR RELOCATION.
� REMOVE CARPET, ROOM 25E11.
� "` 4 REMOVE REMOVABLE GUARDRAIL TEMPORARILY FOR
1 � �``�� ���� � EQUIPMENT TRANSFER
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MEZZANINE PLAN 2M2E12 SHEEf
TITLE REPLACE STEAM CONVERTER STATION �3
BUILDING 49-101 JOB N0.
ARCHITECTURAL MASTER COL. E—F�10.9-13 DEV. CENTER, WA °wc No.
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22D14
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22D14
SYM REVISION
A INSTALL DOOR/SWIPES
B F22 PERIM. OH. DOOR REWORK
C INSTALL DOOR SWIPES
D JSF SOUND WALL REVISION
E F22 RESTROOM MODS
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21 F11 PRIVACY
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OPEN OFFICE
21E14
H
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SECOND FLOOR PLAN
SCALE: 1/8" = 1'-0"
BY APPROVED DATE SYM REVISION BY APPROVED DATE
J�180243-00 MRM 02.05.99 F OFFICE RENOVATION J� 160530-00 OLR GROUP LS 12.20.06
J#180244-00 MRM 02.10.99 G OFFICE RENOVATION — DCN 01 J# 160530-00 DLR GROUP JJ 01.15.07
J�180243-00 RM/K.SMI 03.04.99 H REPLACE STEAM CONVERTER STATION #3 J#16069-20 BUFFALO 04.22.16
J#110353-00 EAC 07.27.01
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LEGEND
REFER TO SHEEf 9-101—G2 FOR SYMBOLS,
ABBREVIATIONS AND NOTES.
J Ja .
GENERAL NOTES
I O``� 1 STUD WALLNSOR FIN SH D� FACE OFF EMOUNTABDE OF
WALL UNLESS NOTED OTHERWISE.
_- - - 11 2. PROVIDE A. SEPARATION BARRIER (SOUND, SMELL,
� � VAPOR, SMOKE) AS NEGESSSARY AT THE PERIMETER
� � ` � OF THE WORK AREA.
I 3: FOR WALL TYPES INDICATED ASQ REFER TO A355.
I
I 4. REFER TO A353 FOR WINDOW TYPE.
C1 5. REFER T0 2L01—F FOR FINISHES.
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CONSTRUCTION NOTES
1� SEE ENLARGED PLAN DRAWINGS A461 FOR EXTENT OF
WORK.
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ACCEPTABILITY EDDIE P. DUARTE 03.09.92 c � p 0
3973 REGISTERED THIS DESIGN AND/OR CHECKED SEC i�LOOR L/'1N �# � 6O69—ZO H O4.ZZ.� 6 N
ARCHITECT SPECIFICATION IS APPROVED sHEEr �
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ARCHITECTURAL MASTER COL. D—JA/10.9-15 DEV. CENTER, WA 9-101-2A23
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RECORD DRAWING
REPLACE STEAM CONVERTER STATION #3
BY APPROVED
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DATE I SYM
01.11.93
04.22.16
REVISION
BY I APPROVED
DATE
0
LEGEND:
21D11 ROOM NUMBER
26D12 DOOR NUMBER
FEo- PORTABLE FIRE EXTiNGUISHER
� ELECTRICAL PANEL LOCATION
� - -�� �,.: •.:_ .•..:- : : :.�: : �:•: -. .'-.• �. CON CRETE WALL
STEEL STUD AND GWB PARTITION
WOOD STUD AND GWB
PARTITION.
PARTITION
3" "VANGUARD" DEMOUNTABLE WALL
, � CMU WALLS
------------------ WALL—FROM FLOOR
SLAB TO ROOF DECK ABOVE
0
GENERAL NOTES:
1. ALL DIMENSIONS ARE T0:
FACE OF STUD
� OF COLUMNS & VAGUARD DEMOUNTABLE WALLS.
(UNLESS NOTED OTHERWISE)
2. ALL SYSTEMS FURNITURE & FURNISHINGS
ARE OWNER FURNISHED, OWNER INSTALLED.
3. THE NUMBERS FOR INTERIOR DOORS ARE COMPOSITE
NUMBERS BASED ON THE FLOOR NUMBER, THE DOOR
NUMBER, AND THE BAY NUMBER. FOR EXAMPLE,
DOOR �11 A2 WOULD BE ON THE FIRST FLOOR, DOOR
ONE, IN BAY A2. THE NUMBERING OF INTERIOR
DOORS BEGINS IN THE NORTHWEST CORNER OF EACH
BAY AND CONTINUES IN ASCENDING ORDER
CLOCKWISE AROUND THE BAY. DOORS ON A COLUMN
ARE ASSIGNED TO THE BAY THAT THEY OPEN INTO.
CONSTRUCTION NOTES:
� FRAME OPENING FOR 30" x 30" SUPPLY GRILLE. SEE 10 & 11 /A581
AND MECHANICAL.
� INFILL WALL: WHERE REMOVED, MATCH ADJACENT.
� REPLACE ANY DETERIORATED SECTIONS OF PLYWOOD SUBFLOOR WITH
MARINE GRADE PLYWOOD, MATCH (E) THICKNESS. SLOPE SUBFLOOR
TO NEW AND EXISTING FLOOR DRAINS (1/8" / FOOT MIN.) AND
PREP. INSTALL NEW BITUMINOUS MEMBRANE AND SHEEf MEfAL
FLOORING. SEE 3/A581.
5� INSTALL NEW SHIPS LADDER, SEE STRUCTURAL.
� INSTALL NEW FLOOR DRAIN. SEE 5/A581 AND MECHANICAL.
� INSTALL NEW FLOOR DRAIN AT EXISTING LOCATION. SEE 5/A581
AND MECHANICAL
� INSTALL NEW HOUSEKEEPING STAND. SEE STRUCTURAL.
9� REPLACE REMOVABLE GUARDRAIL.
10 NEW WALL, ALIGN WITH MAIL ROOM WALL. COORDINATE LENGTH
W/ RELOCATED DOOR FRAME TO BE INSTALLED. SEE WALL DETAIL
8/A581 AND HEADER DETAIL 7/A581. WALL BASE & PAINT TO
MATCH ADJACENT.
1� REINSTALL FRAME, DOOR AND HARDWARE AT THIS LOCATION.
SEE 7/A581.
1� RELOCATE MAIL SHELVES.
� INSTALL NEW SAFEfY SWING GATE.
CO�I�ERTER STATION PLAN (2M2E12
1 /4"=1'-0"
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3973 FiEGiSTERED
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CHRIS EDWARD CARLSON
STATE OF WASHINGTON
ACCEPTABILIlY
THIS DESIGN AND/OR
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APPROVED BY DEPT. DATE
2A231A461
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(1) STUD AT SILL
SYM REVISION BY APPROVED DATE
- REPLACE STEAM CONVERTER STATION �2 16069 BUFFALO 10.06.14
A REPLACE STEAM CONVERTER STATION #3 16069-20 BUFFALO 04.22.16
SYM
�
WALL TYPE
CONSTRUCTION
� 16 GA METAL
JDS AT HEAD
DERWMS� NOTEDS
4" SHIM SPACE
.ENCER
SECTION AT INTERIOR DOOR
� HEAD JAMB SIMILAR
A581 SCALE: 3"=1 ' —0"
�
(1) LAYER 5/8" GWB EA.
SIDE, ALL JOINTS FINISHED
25 GA. STL. STUD AT 16"
O.C., TYP. SIZE VARIES -
SEE PLAN
3-1/2" BATT INSULATION
VARIES
WALL TYPE B
� NON-ACOUSTICAL WALL CONSTRUCTION
A581 SCALE: 1-1 /2°= 1'-0"
�
REVISION
�
BY I APPROVED I DATE
INTAKE !-'^^n crr ucr�u
(8) Y"� A32;
BOLT PENETF
SEALANT
ASHING DETAIL SEE 1 /A581
►R CURB DEfAIL SEE 1 /A581
)OFING
(E) CONC ROOF DECK
..10 BEAM SUPPORT, TYP
� SECTION AT ROOFTOP CURB
A581 SCALE: NONE „��/
� FL00 R D RAI N
A581 SCALE: 6" = 1'-0"
�
SEAIANT
DRAWBAND
LEAD FLASHING BOOT -
SET FLANGE IN ADHESfVE, TYP
PIPE ASSEMBLY /
PER MECH
BITUMINOUS MEMBRANE. EXTEND
INTO OPENING
METAL FLOOR PAN. SEE 2/A581.
SLOPE FLOOR TOWARD EACH DRAIN
1 /8" PER FOOT, TYP.
FLOOR DRAIN ASSEMBLY AS
SPECIFIED, SEE MECHANICAL.
SET FLANGE IN SEALANT.
MARINE GRADE PLYWOOD.
ROUT/ CHAMFER AT OPENING AS
REQUIRED FOR FLUSH INSTALLATION
BLOCKING AS REQUIRED
SBS MODIFIED FLASHING PLY SHEEf SEf IN FULL BED
OF COLD-APPLIED ADHESIVE. EXTEND 6" BEYOND TOE
OF CANT
SBS MODIFIED CAP FLASHING PLY SEf IN FULL BED OF
COLD-APPLIED ADHESIVE. EXTEND 8" BEYOND TOE QF
CANT
COVER INSTALLED MEMBRANE W/ HEAVY COAT OF
ADHESIVE, EXTENDING ONTO (E) MEMBRANE
. . . _� :� . � ;
1 HR FIRE SEALANT SBS MODIFIED BASE SHEET SET IN (E) RIGID INSULATION
FULL BED OF COLD-APPLIED ADHESIVE. (E) ROOF STRUCTURE
ROLL TO ACHIEVE UNIFORM ADHESION.
EXTEND BASE SHEET AND ADHESIVE 6"
ONTO (E) MEMBRANE
REPLACE INSULATION & SUBSTRATE BOARD AS REQUIRED
� �ENT PENETRATION AT ROOF
A�� JI,HLt: IV.I.J.
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ACCEPTABILITY
3973 REGISTERED THIS DESIGN AND/OR
ARCHITECT SPECIFlCATION IS APPROVED
APPROVED BY DEPT. DATE
CHfiIS EDWARD CARLSON
STATE OF WASHINGTON
BUFFALO
BEND F' ""'^�
FOR SE
RECEPT�
SLOPE �
1-1/2"
� �
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3/4" HEM
6" MIN. � 6" MIN. �
NOTE: ROOF MATERIALS AND CONSTRUCTION MAY VARY.
NOTIFY ARCHITECT OF FIELD CONDITIONS PRIOR TO
INSTALLATION OF FIASHING
SEALANT ALL AROUND
SHEET MEfAL SCREW WITH INTEGRAL
NEOPRENE WASHER AT 8" O.C., TYP
BUiYL TAPE - CONTINUOUS �
F.F. SHT. MTL. DUCT FLASHING
- MECHANICALLY FASTEN AND
SOLDER CORNERS, TYP.
F.F. SHT. MTL. COUNTERFLASHING
- FASTEN AT TOP OF CURB AT 8"
O.C. - MECH. FASTEN AND
SOLDER CORNERS, TYP. -�
P.T. 2X CURB
3" CANT
1-1 /2" X 12"
TAPERED EDGE STRIP
6" MIN. � �
N
�- SBS MODIFIED FLASHING PLYS SEt IN FULL MOPPING OF 1/2" TYP.
HOT ASPHALT. FEATHER PLYS AS SHOWN - SEE NOTE
�(E) BUILT-UP ASPHALTIC ROOFING - SEE NOTE
NEATLY CUT ROOFING AT CURB LOCATION AND REMOVE
ANY GRANULES OR GRAVEL SURFACING. PRIME SURFACE
PRIOR TO INSTALLATION OF BASE FLASHING
DUCT PENETRATI0�1 AT ROOF
A581 ��ALt: NUNt
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PERMIT CEMTER
C ENT REVISION SYMBOL DATE
16069-20 A 04.22.16
SHEET
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JOB N0. COMP N0.
16069
DEV. CENTER, Wq DWG N0. 09-101—A581
STR U CTU RAL AB B R E�IATI 0 N S
& — AND
@ — AT
, DEG — DEGREE
, DIA — DIAMETER
(E), EXIST— EXISTING
#, NO — NUMBER
#, LB — POUND
AB — ANCHOR BOLT
ABV — ABOVE
ADDL — ADDITIONAL
ADH — ADHESIVE
ADJ — ADJACENT
AFS — ABOVE FINISHED SLAB
ALT — ALTERNATE
ALUM — ALUMINUM
APPROX — APPROXIMATE
AR — AS REQUIRED
ARCH — ARCHITECTURAL
ASPH — ASPHALT
ASSY — ASSEMBLY
B PL — BASE PLATE
BLDG — BUILDING
BLKG — BLOCKING
BLW — BELOW
BM(S) — BEAM(S)
BO xxx — BOTTOM OF xxx
BOT — BOTTOM
BRB — BUCKLING RESTRAINED BRACE
BRG — BEARING
BS — BOTH SIDES
BTWN — BETWEEN
C — CHANNEL
CANT — CANTILEVER
CDF — CONTROLLED DENSITY FILL
CEM PLAS — CEMENT PLASTER
CIP — CAST—IN—PLACE
CJ — CONSTRUCTION JOINT/CONTROL JOINT
CJP — COMPLETE JOINT PENETRATION
WELD
CL — CENTER LINE
CLR — CLEAR(ANCE)
CMU — CONCRETE MASONRY UNIT
COL — COLUMN
CONC — CONCRETE
CONN — CONNECT(ION)
CONSTR — CONSTRUCTION
CONT — CONTINUOUS
CONTR — CONTRACTOR
COORD — COORDINATE
CSK — COUNTER SUNK
CTR — CENTER(ED)
D — DEPTH/DEEP
DC — DEMAND CRITICAL
DBL — DOUBLE
DEG — DEGREE
DEMO — DEMOLITION
DET — DETAIL
DIA — DIAMETER
DIAG — DIAGONAL/DIAGRAM
D!M — DIMENSION
DIR — DIRECTION
DIST — DISTANCE
DN — DOWN
DWG — DRAWING
DWL — DOWEL
(E) — EXISTING
EA — EACH
EF — EACH FACE
EJ — EXPANSION JOINT
EL — ELEVATION
ELEC — ELECTRICAL
ELEV — ELEVATOR
EMBED — EMBEDMENT/EMBEDDED
EOR — ENGINEER OF RECORD
EOS — EDGE OF SLAB
EQ — EQUAL
EQL SP — EQUALLY SPACED
EQUIP — EQUIPMENT
ES — EACH SIDE
ESCAL — ESCALATOR
EW — EACH WAY
EXIST — EXISTING
EXP — EXPANSION
EXT — EXTERIOR
FIN
FLG
FLR
FO xxx
FOC
FOF
FOS
FP
FRT
FS
FT
FTG
GA
GALV
GEN
GLU LAM
GR
GR BM
GYP BD
H
HDR
HGR
HLDN
HORIZ
HSS
HT
HVAC
ID
IF
IJ
IN
INFO
INSUL
INT
JST
JT
KIP
KSI
KWY
L
LBR
LLH
LLV
LOC
LONG
LSH
LSV
LT
LWC
MAX
MB
MBR
MECH
MEZZ
MFR
MFR REC
MH
MID
MIN
MISC
(N)
NA
NIC
NIP
NORM
NO
NS
NTS
0
OC
OD
OF
OFS
OPH
OPNG
OPP
OVS
— FINISH(ED)
— FLANGE
— FLOOR
— FACE OF xxx
— FACE OF CONCRETE
— FACE OF FINISH
— FACE OF STEEL
— FIREPROOF(ING)/FIRE PROTECTION
— FIRE RETARDANT TREATED
— FAR SIDE
— FOOT, FEET
— FOOTING
— GAGE/GAUGE
— GALVANIZED
— GENERAL
— GLUE LAMINATED TIMBER
— GRADE
— GRADE BEAM
— GYPSUM BOARD
— HIGH
— HEADER
— HANGER
— HOLDDOWN
— HORIZONTAL
— HOLLOW STRUCTURAL SECTIONS
— HEIGHT
— HEATING, VENTILATING AND
AIR CONDITIONING
— INSIDE DIAMETER
— INSIDE FACE
— ISOLATION JOINT
— INCHES
— INFORMATION
— INSULATE/INSULATION
— INTERIOR
— JOIST
— JOINT
— KIP (I,000 POUNDS)
— KIPS PER SQUARE INCH
— KEYWAY
— ANGLE/LENGTH
— LUMBER
— LONG LEG HORIZONTAL
— LONG LEG VERTICAL
— LOCATION
— LONGITUDINAL
— LONG SLOTTED HOLE
/LONG SIDE HORIZONAL
— LONG SIDE VERTICAL
— LIGHT
— LIGHTWEIGHT CONCRETE
— MAXIMUM
— MACHINE BOLT
— MEMBER
— MECHANICAL
— MEZZANINE
— MANUFACTURE(R/D)
— MANUFACTURER'S RECOMMENDATIONS
— MANHOLE
— MIDDLE
— MINIMUM
— MISCELLANEOUS
— NEW
— NOT APPLICABLE
— NOT IN CONTRACT
— NOT IN PERMIT
— NORMAL
— NUMBER
— NEAR SIDE
— NOT TO SCALE
— OVER
— ON CENTER
— OUTSIDE DIAMETER
— OUTSIDE FACE
— OUTSIDE FACE OF STUDS
— OPPOSITE HAND
— OPENING
— OPPOSITE
— OVERSIZED (HOLES)
SYM REVISION BY APPROVED DATE SYM REVISION
ORIG REPLACE STEAM CONVERTER STATION #3 16069-20 CEI EO 04.22.16
PAF
PAR
PCC
PEN
PIL
PJP
PL
PLCS
PNL
PRCST
PREFAB
PSF
PSI
PT
PUR
R
RC
RD
REF
REINF
REQD
RO
RST
SC
SCHED
SECT
SLRS
SHT
SHTHG
SIM
SL
SMS
SPEC
SPCS
SQ
SSH
SST
STAG
STD
STIF
STIR
STL
STL JST
STRUCT
SUPT
SYMM
TB
TBC
TBR
TD
THK
TO xxx
TOC
TOF
TOGB
TOS
TOSL
TOW
TRANSV
TRTD
TYP
T/C
T&B
T&G
UON
VAR
VIF
VNR
VRFY
VERT
W
WD
WF
WHS
WO
WP
WPM
WT
WWF
W/
W/0
XFMR
YD
— POWDER ACTUATED FASTENER
— PARALLEL/PARAPET
— PRECAST CONCRETE
— PENETRATE/PENETRATION
— PILASTER
— PARTIAL JOINT PENETRATION
WELD
— PLATE
— PLACES
— PANEL
— PRECAST
— PREFABRICATED
— POUNDS PER SQUARE FOOT
— POUNDS PER SQUARE INCH
— POST TENSIONED/PRESSURE TREATED
— PURLINS
— RADIUS '
— REINFORCED CONCRETE
— ROOF DRAIN
— REFERENCE
— REINFORCING
— REQUIRED
— ROUGH OPENING
— REINFORCING STEEL
— SLIP CRITICAL
— SCHEDULE
— SECTION
— SEISMIC LOAD RESISTING SYSTEM
— SHEET
— SHEATHING
— SIMILAR
— SLOPE
— SHEET METAL SCREW
— SPECIFICATION
— SPACES
— SQUARE
— SHORT SLOTTED HOLE
— STAINLESS STEEL
— STAGGERED
— STANDARD
— STIFFENER
— STIRRUP
— STEEL
— STEEL JOIST
— STRUCTURAL
— SUPPORT
— SYMMETRICAL
— THROUGH BOLT
— THREADED BAR COUPLER
— TO BE REMOVED
— TRENCH DRAIN
— THICK(NESS)
— TOP OF xxx
— TOP OF CONCRETE
— TOP OF FOOTING
— TOP OF GRADE BEAM
— TOP OF STEEL
— TOP OF SLAB
— TOP OF WALL
— TRANSVERSE
— TREATED
— TYPICAL .
— TENSION/COMPRESSION CORD
— TOP AND BOTTOM
— TONGUE AND GROOVE
— UNLESS OTHERWISE NOTED
— VARIATION/VARIES
— VERIFY IN FIELD
— VENEER
— VERIFY
— VERTICAL
— WIDE/WIDTH
— WOOD
— WIDE FLANGE
— WELDED HEADED STUDS
— WHERE OCCURS
— WATERPROOFING/WORK POINT
— WATERPROOF MEMBRANE
— WEIGHT
— WELDED WIRE FABRIC
— WITH
— WITHOUT
— TRANSFORMER
— YARD
BY I APPROVED I DATE
GENERAL NOTES
I, THE STRUCTURAL DRAWINGS REPRESENT THE DESIGN OF THE PRIMARY STRUCTURE
BASED ON PRESCRIBED LOADS, (SEE "DESIGN CRITERIA" SECTION), IMPOSED ON
THE STRUCTURE PER THE BUILDING CODE, SEE "APPLICABLE CODES AND
STANDARDS", THE PRIMARY STRUCTURE OF THE BUILDING IS DEFINED AS THE
FOUNDATIONS, BEARING WALLS, SHEAR WALLS, COLUMNS, BEAMS, SLABS, FLOOR
FRAMING AND LATERAL FORCE RESISTING ELEMENTS REQUIRED TO MAINTAIN THE
STABILITY OF THE COMPLETED STRUCTURE AS A WHOLE,
2. ALL CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE
REQUIREMENTS OF THE DRAWINGS, SPECIFICATIONS, AND THE CODES,
RULES AND REGULATIONS OF THE BUILDING CODE AS DEFINED IN THE BUILDING
CODE SECTION.
3, THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE, THEY DO NOT
INDICATE THE METHOD OF CONSTRUCTION, THE CONTRACTOR SHALL PROVIDE
ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION.
SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED T0, BRACING, SHORING
FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO
THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF
THE ABOVE ITEMS.
4, THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY BRACING AS REQUIRED
FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL MEMBERS ARE IN
PLACE AND FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH
THE PLANS,
5. CONSTRUCTION TOLERANCES SHALL CONFORM TO THE BUILDING STANDARDS SPECIFIED
IN THE "BUILDING CODE" SECTION.
6, THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. THE
ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES,
7. IF ANY ERRORS OR OMISSIONS APPEAR TO EXIST IN THESE DRAWINGS,
SPECIFICATIONS, OR OTHER CONTRACT DOCUMENTS; THE CONTRACTOR SHALL NOTIFY
THE ENGINEER IN WRITING OF SUCH OMISSION OR ERROR
BEFORE PROCEEDING WITH THE WORK,
8, NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND
TYPICAL DETAILS, WHERE NOTES AND DETAILS ON DRAWINGS AND THESE
GENERAL NOTES AND TYPICAL DETAILS ARE IN CONFLICT WITH THE PROJECT
SPECIFICATIONS, THE MOST STRINGENT SHALL APPLY. CONDITIONS NOT
SPECIFICALLY SHOWN SHALL BE CONSTRUCTED AS SHOWN FOR SIMILAR WORK,
SUBJECT TO REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER.
9. MANUFACTURED MATERIALS SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR
TO THEIR USE, ALL REQUIREMENTS OF THOSE APPROVALS SHALL BE FOLLOWED.
10, SEE MECHANICAL AND OTHER SPECIALTY DRAWINGS AND PROJECT SPECIFICATIONS FOR
THE FOLLOWING:
A. PIPE RUNS, SLEEVES, HANGERS, TRENCHES, SUMPS, WALL, LID AND FLOOR
OPENINGS, ETC., NOT SHOWN OR NOTED,
B, ANCHORAGE AND BRACING FOR MECHANICAL EQUIPMENT TO THE STRUCTURE.
C. ANCHOR BOLTS FOR MOTOR MOUNTS,
D. SIZE, WEIGHT AND LOCATION OF MACHINES AND EQUIPMENT BASES.
II, FRAMING MEMBERS WHICH ARE NOT DIMENSIONED SHALL BE EQUALLY SPACED
BETWEEN DIMENSIONED POINT OF MEMBERS,
12. OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN STRUCTURAL MEMBERS
UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS.
13, MATERIAL SPECIFICATIONS ARE ASTM LATEST EDITION,
BUILDING CODE
I. ALL CONSTRUCTION, MATERIALS, AND WORKMANSHIP SHALL CONFORM TO THE
REQUIREMENTS OF THESE DRAWINGS, SPECIFICATIONS, AND THE CODES, RULES
AND REGULATIONS OF THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION, AS
ADOPTED AND AMENDED BY THE CITY OF TUKWILA, WA.
HEREINAFTER REFERRED TO AS THE BUILDING CODE,
2, WHERE NOTED IN THE STRUCTURAL NOTES, CONSTRUCTION, MATERIALS, AND
WORKMANSHIP SHALL ALSO CONFORM TO THE FOLLOWING STANDARDS, WHERE
THESE STANDARDS CONFLICT WITH THE BUILDING CODE, THE CODE
SHALL GOVERN,
GENERAL
ASCE7 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES"
AMERICAN SOCIETY OF CIVIL ENGINEERS
ASCE/SEI 7 — 2010 EDITION
HOT ROLLED STEEL
AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"
AMERtCAN INSTITUTE OF STEEL CONSTRUCTION
ANSI/AISC360 — 2010 EDITION
AISC "SPECIFICATION FOR STRUCTURAL JOINTS
USING ASTM A325 OR A490 BOLTS"
RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
June 30, 2004
AISC-303 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES"
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC303 — 2010 EDITION
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THIS DESIGN AND/OR CHECKED
SPECIFlCATION IS APPROVED R. REEVES
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APPROVED BY DEPT. DATE J. VOLKMAN
CHECKED
E. OJALA
4TE SUBTITLE
04.22.16
04.22.16
TITLE
04.22.16
04.22.16
DESIGN CRITERIA
LIVE LOADS
ROOF
CATWALKS AND PLATFORMS
SNOW LOAD
CODE GROUND SNOW LOAD
ROOF
SEISMIC DESIGN
OCCUPANCY CATEGORY
SITE CLASS
IMPORTANCE FACTOR I =
SS =
SI =
SDS =
SDI =
SEISMIC DESIGN CATEGORY
LATITUDE
LONGITUDE
DEAD LOAD
EQUIPMENT WEIGHT;
STEAM CONVERTER SKIDS:
0
i
�n
�
�
20 PSF
60 PSF
15 PSF
25 PSF
II
D
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1.516
0,574
I.011
0,574
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47 30'53" N
122 18'00" W
10'-7Y"
2
EXISTING STRUCTURE AND MEMBER SIZES
EXISTING STRUCTURAL DIMENSIONS AND MEMBER SIZES ARE FOR REFERENCE ONLY,
CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FABRICATION, THE
CONTRACTOR SHALL VERIFY THE ACTUAL CONFIGURATION OF EXISTING CONSTRUCTION AND
THE CONDITION OF THE STRUCTURE BEFORE BEGINNING WORK, ANY DISCREPANCIES OR
UNSOUND CONDITIONS SHALL BE REPORTED TO THE ENGINEER FOR RESOLUTION BEFORE
BEGINNING WORK,
TEMPORARY SHORING/BRACING IS NECESSARY IN ORDER TO PERFORM THE NECESSARY
STRUCTURAL MODIFICATIONS TO THE EXISTING STRUCTURE SHOWN ON THE DRAWINGS, THE
CONTRACTOR MUST RETAIN A LICENSED STRUCTURAL ENGINEER WHO SHALL INVESTIGATE
WHERE THIS TEMPORARY SHORING/BRACING IS REQUIRED AND SHALL DESIGN ALL
NECESSARY TEMPORARY SHORING/BRACING.
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STRUCTURAL NOTES & ABBREVIATIONS
REVIEWED FO�
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A�P�C�►'V��i
JUL 4 �. 2a16
! �ity of7ukwila
BUILDlNG DIVISION
. ��� RECEtVED
CITY OF TUKWILA
JUN 15 2016
PERN1tT CENTER
N G I� E E R S
1601 Fifth Avenue, Suite 900 � Seattle, WA 98101
ph 206.623.0717 � fax 206.624.3775
coffman.com
. LASTING creativNy � results � reiationshlps
CURRENT REVISION SYM80L DATE
16069-20 O R I G 04.22.16
SHEET
REPLACE STEAM CONVERTER STATION �3 ����
B U! L D I N G 09-101 �oe No. 160 9 COMP N0.
STRUCTURAL MASTER
6 —20
DEV. CENTER, Wq owc No. 09-101—S2W
STRUCTURAL STEEL, MISC, METAL
I, STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM
TO THE BUILDING CODE AND AISC STANDARDS USING LOADS AS DEFINED IN
AISC-360 SECTION B3-3 DESIGN FOR STRENGTH USING LOAD AND RESISTANCE
FACTOR DESIGN (LRFD),
2, STRUCTURAL STEEL FABRICATION AND ERECTION SHALL CONFORM TO AISC
REQUIREMENTS AND THE PROJECT SPECIFICATIONS,
3, STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION OF ELEMENTS
AND CONNECTIONS MARKED SLRS SHALL CONFORM TO AISC-341,
4, STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING;
TYPE OF MEMBER ASTM SPECIFICATION Fy
WIDE FLANGE SHAPES A992 50 KSI
PLATES, CHANNELS, ANGLES, AND BARS A36 36 KSI
(UON)
HOLLOW STRUCTURAL SECTIONS (ROUND) A500 (GRADE B) 42 KSI
HOLLOW STRUCTURAL SECTIONS
(SQUARE OR RECTANGLE) A500 (GRADE B) 46 KSI
PIPE A53 (GRADE B) 35 KSI
ANCHOR RODS
(EMBEDDED IN CONCRETE) F1554-36 (UON) 36 KSI
CONNECTION BOLTS A325-N-STD (UON)
5, HEADED STEEL STUD CONNECTORS SHALL BE NELSON GRANULAR FLUX-FILLED
HEADED ANCHOR STUDS OR AN APPROVED EQUAL AND BE MADE FROM COLD
ROLLED CARBON STEEL AND SHALL CONFORM TO ASTM A-108, GRADE 1015
OR 1020 WITH A MINIMUM TENSILE STRENGTH OF 60,000 PSI, STUD
WELDING, INSPECTION AND TESTING SHALL CONFORM TO AWS REQUIREMENTS,
6, THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS FOR
REVIEW AND APPROVAL PRIOR TO THE START OF FABRICATION.
7, WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWS REQUIREMENTS,
ALL WELDS SHALL BE PREQUALIFIED IN ACCORDANCE WITH AWS AND AISC
STANDARDS, USE E70XX ELECTRODES, UON,
8, ALL WELDS SHALL BE PERFORMED BY WELDERS CERTIFIED IN THE
JURISDICTION HAVING AUTHORITY OVER THIS PORTION OF THE WORK.
9. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTH
REQUIRED. WELD SIZE SHALL BE AISC MINIMUM, UON,
10, BEAM PENETRATIONS MAY BE CREATED PER THE TYPICAL DETAIL WITHOUT
PRIOR APPROVAL OF STRUCTURAL ENGINEER. PENETRATIONS OF ANY SIZE
IN ANY OTHER AREA OF THE MEMBER MUST BE REVIEWED AND APPROVED BY THE
STRUCTURAL ENGINEER.
II, CONNECTIONS SHOWN FIELD WELDED MAY BE FIELD BOLTED AT OPTION OF
FABRICATOR. SUBMIT PROPOSED CONDITION TO STRUCTURAL ENGINEER FOR
REVIEW PRIOR TO SUBMISSION OF SHOP DRAWINGS AND FABRICATION,
12, TENSION CONTROL BOLTS MAY BE SUBSTITUTED FOR THE BOLTS SPECIFIED IN
THESE PLANS AT THE DISCRETION OF THE CONTRACTOR, ASTM F1852 TC
BOLTS MAY BE SUBSTITUTED FOR ASTM A325 BOLTS AND ASTM F2280 TC
BOLTS MAY BE SUBSTITUTED FOR ASTM A490,
13, ASTM A325 GRADE B BOLTS SHALL BE USED AND TIGHTENED WITHIN THE BELOW MIN
AND MAX TORQUE (FT-LBS);
ASTM A325 GRADE B BOLT TORQUE REQUIRMENTS
BOLT SIZE MIN TORQUE MAX TORQUE
Y" 37 50
%" 70 95
%4" 125 165
%" 185 250
1" 275 375
14, BEAM CLAMPS SHALL BE BY LINDAPTER OR APPROVED EQUAL AND CONSIST OF TYPE
A CLAMPS AT THE TOP FLANGE WITH NYLOCK SELF-LOCKING NUTS AND TYPE B
(RECESSED) CLAMPS AT THE BOTTOM, $" DIA A325-N BOLTS AND �" LOCATION PLATE
(uoN).
SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE
ORIG REPLACE STEAM CONVERTER STATION �3 16069-20 CEI EO 04.22.16
WOOD
I, LUMBER AND MANUFACTURED WOOD PRODUCTS SHALL CONFORM TO THE
REQUIREMENTS OF THE BUILDING CODE AND NDS SPECIFICATIONS
3. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLB
STANDARD GRADING AND DRESSING RULES FOR WEST COAST LUMBER N0, 16,
LATEST EDITION, UNLESS OTHERWISE NOTED ON THE DRAWINGS,
3, LUMBER SHALL BE DOUGLAS FIR-LARCH WITH GRADES AS FOLLOWS;
A, JOISTS: UP TO 4 INCH NOMINAL THICKNESS, N0, 2,
B. BEAMS AND STRINGERS: NO, I,
C, POST AND TIMBERS: N0. I.
D, PLATES AND MISCELLANEOUS LIGHT FRAMING: STANDARD,
E, STUDS: N0, 2.
4. MINIMUM NAILING REQUIREMENTS:
UNLESS OTHERWISE NOTED, MINIMUM NAILING SHALL CONFORM TO
THE GOVERNING CODE AND AS FOLLOWS:
A, JOISTS OR RAFTERS TO SIDES OF STUDS 8 INCH OR LESS
B, FOR EACH ADDITIONAL 4 INCH IN DEPTH OF JOISTS
C. JOISTS OR RAFTERS AT ALL BEARINGS-TOENAILS EACH SIDE
D, STUDS TO BEARING - TOENAILS EACH SIDE
E, BLOCKING BETWEEN JOISTS OR RAFTERS:
TO JOIST OR RAFTERS-TOENAILS EACH SIDE EACH END
TO JOIST OR RAFTER BEARINGS-TOENAILS EACH SIDE
F, CROSS-BRIDGING BETWEEN JOISTS OR RAFTERS TOENAILS
EACH END
G. BLOCKING BETWEEN STUDS - TOENAILS EACH END
H, DOUBLE TOP PLATES - LOWER PLATE TO TOP OF STUD
J, UPPER TO LOWER PLATE - STAGGERED
3-16D
I-16D
2-IOD
2-IOD
2-IOD
2-IOD
2-8D
2-IOD
2-16D
16D @ 16" OC
K, MULTIPLE JOISTS - STAGGERED 16D @ 12" OC
L, MULTIPLE JOISTS - STAGGER FOR WIDTHS
MORE THAN 4 INCHES 16D @ 12" OC
5, INDIVIDUAL MEMBERS OF BUILT-UP POSTS AND BEAMS SHALL EACH BE ATTACHED
WITH 16D SPIKES AT 12" OC STAGGERED, MIN,
6, ALL NAILS SHALL BE COMMON WIRE NAILS, WHENEVER POSSIBLE, NAILS DRIVEN
PERPENDICULAR TO THE GRAIN SHALL BE USED, THERE SHALL BE A MINIMUM OF
Z NAtLS AT ALL WOOD CONTACTS AND JOINTS USING 8D NAILS FOR I INCH THICK
MATERIAL, 16D NAILS FOR 2 INCH THICK MATERIAL, AND 40D NAILS FOR 3 INCH
THICK MATERIAL. ALL CONTINUOUS CONTACTS PROVIDE MINIMUM NAILS AT 12" OC
WITH NAIL SIZES AS CALLED ABOVE.
7. NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS, AND
OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF STRONG-TIE
CONNECTORS MANUFACTURED BY THE SIMPSON COMPANY, EQUIVALENT DEVICES BY
OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THAT THEY HAVE ICC
APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES AND ARE SUBMITTED FOR
REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER,
8, AT SAWN TIMBER JOISTS WITH A THICKNESS-TO-DEPTH RATIO OF 1;6 AND
GREATER, PROVIDE CROSS-BRIDGING AT 12'-0" OC,
9, MACHINE APPLIED NAILING IS SUBJECT TO A SATISFACTORY DEMONSTRATION AND
THE APPROVAL OF THE CHECKING AGENCY AND THE ARCHITECT, NAIL HEADS SHALL
NOT PFNETRATE THE OUTER PLY MORE THAN WOULD BE NORMAL FOR A HANDHAMMER,
EDGE DISTANCES SHALL BE MAINTAINED. SHINERS SHALL BE REMOVED AND
REPLACED, THE APPROVAL IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE,
MACHINE APPLIED NAILING ONLY ON PLYWOOD GREATER THAN 5/16",
10, ALL FRAMING CONNECTORS TO BE SIMPSON STRONG TIE COMPANY OR AS REQUIRED BY
THE STRUCTURAL PLANS. SUBSTITUTIONS FOR EQUIVALENT PRODUCTS MAY BE
USED, CONTRACTOR IS RESPONSIBLE FOR PROVIDING PROOF OF EQUIVALENCY, TO
INCLUDE BUT NOT LIMITED TO THE ICC/IAPMO REPORT. PROVIDE THE TYPE OF
NAILS SPECIFIED BY THE MANUFACTURER AND FULLY DRIVE NAILS INTO ALL HOLES
CONNECTOR UNLESS OTHERWISE NOTED ON THE PLANS. ALL CONNECTORS SHALL BE
GALVANIZED OR HAVE ANOTHER FACTORY APPLIED FINISH. ALL STEEL FRAMING
HANGERS TO BE TORSIONAL RESTRAINT, SOLID BLOCKING REQUIRED BETWEEN JOISTS
WHERE TORSIONAL RESTRAINT HANGERS DO NOT OCCUR,
II. ALL STRUCTURAL SHEATHING SHALL BE MARINE GRADE I PLYWOOD SHEATHING OR
ORIENTED STRAND BOARD (OSB) & SHALL CONFORM TO PRODUCT STANDARD PSI-95 OR
PS2-99, TYPE 8� THICKNESS SHALL BE AS SPECIFIED ON THE PLANS,
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ACCEPTABILITY CEI�� ��
THIS DESIGN AND/OR CHECKED
SPECIFICATION IS APPROVED R. REEVES
NGINE
APPROVED BY DEPT. DATE J. VOLKMAN
CHECKED
E. OJAIA
4TE SUBTITLE
04.22.16
04.22.16
TITLE
04.22.16
04.22.16
STATEMENT OF SPECIAL INSPECTION
I, SPECIAL INSPECTION BY A REGISTERED DEPUTY BUILDING INSPECTOR,
IN CONTRACT WITH THE OWNER AND APPROVED BY THE EOR AND THE
BUILDING OFFICIAL, SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK
(SEE THE PROJECT SPECIFICATIONS FOR FURTHER REQUIREMENTS);
ITEM BUILDING CODE REFERENCE
STEEL 1705.2
DETAIL VERIFICATION
WELDING OF STRUCTURAL STEEL
SHEAR CONNECTORS AND ANCHOR STUDS
HIGH STRENGTH BOLTING
2. SPECIAL INSPECTIONS SHALL NOT BE REQUIRED WHEN THE WORK IS DONE ON
THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED BY THE BUILDING
OFFICIAL TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION,
3, NONDESTRUCTIVE INSPECTION OF ALL WELDS, SHOP AND FIELD, OF THE
MOMENT-RESISTING FRAMES SHALL BE PROVIDED IN ACCORDANCE WITH THE
2012 IBC AND THE AISC 341-10,
4, SUMMARY REPORTS OF ALL INSPECTIONS AND TEST RESULTS SHALL BE
DISTRIBUTED TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND
BUILDING OFFICIAL WITH DEFICIENCIES CLEARLY NOTED,
5, DEFICIENCIES SHALL BE REPORTED TO THE CONTRACTOR ON A DAILY BASIS,
6, REPORTS, CERTIFICATES AND OTHER DOCUMENTS RELATED TO SPECIAL
INSPECTIONS SHOULD BE SUBMITTED BY CONTRACTOR TO THE CITY OF
EVERETT PRIOR TO ALL WORK BEING PERFORMED INCLUDING:
A, ALL MILL TESTS,
B, CERTIFICATES OF COMPLIANCE FROM THE MANUFACTURER FOR
PREFABRICATED STRUCTURAL STEEL MEMBERS AT COMPLETION OF MANUFACTURE,
C, WELDING PROCEDURE SPECIFICATIONS,
D, MILL TESTS FROM THE MANUFACTURERS OF ASTM A307, GRADE A, STEEL THREADED
RODS VERIFYING COMPLIANCE WITH SUPPLEMENTARY REQUIREMENTS SI OF ASTM
A307.
7. DEFINITIONS OF SPECIAL INSPECTIONS AND TESTING FREQUENCY:
"CONTINUOUS" - THE FULL-TIME OBSERVATION OF WORK REQUIRING
SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS
PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED,
"PERIODIC" - THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK
REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO
IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING
PERFORMED AND AT THE COMPLETION OF THE WORK,
8, THE FREQUENCY OF INSPECTIONS AND TESTING SHALL OCCUR AS SHOWN:
.�
AISC 360 TABLE N5.4-1
INSPECTION TASKS PRIOR TO WELDING QC QA
WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE P P
MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES P P
AVAILABLE
MATERIAL IDENTIFICATION (1YPE/GRADE) 0 0
WELDER IDENTIFICATION SYSTEM1 0 0
"FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMEfRY)
-JOINT PREPARATION
-DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) 0 0
-CLEANLINESS (CONDITION OF STEEL SURFACES)
-TACKING (TACK WELD QUALI-fY AND LOCATION)
-BACKING TYPE AND FIT (IF APPLICABLE)"
CONFIGURATION AND FINISH OF ACCESS HOLES 0 0
"FIT-UP OF FILLET WELDS
-DIMENSIONS (ALIGNMENT, GAPS AT ROOTS) 0 0
-CLEANLINESS (CONDITION OF STEEL SURFACES)
-TACKING (TACK WELD QUALITY AND LOCATION)"
CHECK WELDING EQUIPMENT .� - 0 -
.<..-�
1. THE F �;e �# R'�. �_�T '�, � S APPLICABLE, SHALL MAINTAIN A SYSTEM
B I A,� f' R��, '��� LDED A JOINT OR MEMBER CAN BE
ID F E._��AM �' "�D SHALL BE THE LOW-STRESS TYPE.
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STRUCTURAL NOTES & ABBREVIATlONS
REPLACE STEAM CONVERTER STATION �3
BUI�DING 09-101
STRUCTURAL MASTER
DEV. CENTER, WA
�� � RECEIVED
CIT`Y OF TUf�1NILA
JUN 15 2016
�ti� ��"C��tt�t�� PER�tT CENTER
F3U11.C�tk�� ���ISION
� 6 I� E E R S
1601 Fifth Avenue, Suite 900 � Seattle, WA 98101
ph 206.623.0717 � fa�c 2U6.624.3775
coffman.com
LAS�NG aeativity � rewlu � relatlonships
CURRENT REVISION SYMBOL DATE
16069-20 0 R I G 04.22.16
SHEEf
� ��
J08 N0. COMP N0.
16069-20
owc No. 09-101-S2X
SYM
ORIG
i:aa�������►i
REPLACE STEAM CONVERTER STATION #3
I BY I APPROVED I DATE I SYM
16069-20 CEI EO 04.22.16 �
REVISION
BY I APPROVED I DATE
0
AISC 360 TABLE N5.4-2
INSPECTION TASKS DURING WELDING QC QA
USE OF QUALIFIED WELDERS 0 0
"CONTROL AND HANDLING OF WELD CONSUMABLES
—PACKAGING 0 0
—EXPOSURE CONTROL"
NO WELDING OVER CRACKED TACK WELDS 0 0
"ENVIRONMENTAL CONDITIONS
—WIND SPEED WITHIN LIMITS 0 0
—PRECIPITATION AND TEMPERATURE"
"WPS FOLLOWED
—SETTING ON WELDING EQUIPMENT
—TRAVEL SPEED
—SELECTED WELDING MATERIALS
—SHIELDING GAS TYPE/FLOW RATE 0 0
—PREHEAT APPLIED
—INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)
—PROPER POSITION (F,V,H2OH)"
"WELDING TECHNIQUES
—INTERPASS AND FINAL CLEANING 0 0
—EACH PASS WITHIN PROFILE LIMITATIONS
—EACH PASS MEEfS QUALITY REQUIREMENTS"
AISC 360 TABLE N5.4-3
INSPECTION TASKS AFTER WELDING QC QA
WELDS CLEANED 0 0
SIZE, LENGTH AND LOCATION OF WELDS P P
"WELDS MEET VISUAL ACCEPTANCE CRITERIA
—CRACK PROHIBITION
—WELD/BASE—METAL FUSION
—CRATER CROSS SECTION P P
—WELD PROFILES
—WELD SIZE
—UNDERCUT
—POROSI�iY"
ARC STRIKES P P
K—AREA 1 P P
BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) P P
REPAIR ACTIVITIES P P
DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR P P
MEMBER
1. WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS
HAS BEEN PERFORMED IN THE K—AREA, VISUALLY INSPECT THE WEB K—AREA
FOR CRACKS WITHIN 31N OF THE WELD.
0—OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE
DELAYED PENDING THESE INSPECTIONS.
P—PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.
AISC 360 TABLE N5.6-1
INSPECTION TASKS PRIOR TO BOLTING QC QA
MANUFACTURER'S CERTIFICATIONS AVAIIABLE FOR FASTENER 0 P
MATERIALS
FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS 0 0
PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE,
TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM 0 0
SHEAR PLANE)
PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL 0 0
CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING
SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, 0 0
MEET APPLICABLE REQUIREMENTS
PRE—INSTALLATION VERIFICATION TESTING BY INSTALLATION
PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER P 0
ASSEMBLIES AND METHODS USED
PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND 0 0
OTHER FASTENER COMPONENTS
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SPECIFICATION IS APPROVED R. REEVES
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APPROVED BY DEPT. DATE J. VOLKMAN
CHECKED
E. OJALA
AISC 360 TABLE N5.6-2
INSPECTION TASKS DURING BOLTING QC QA
FASTENERS ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN
ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS 0 0
REQUIRED
JOINT BROUGHT TO THE SNUG—TIGHT CONDITION PRIOR TO THE 0 0
PRETENSIONING OPERATION
FASTENER COMRONENT NOT TURNED BY THE WRENCH 0 0
PREVENTED FROM ROTATING
FASTENERS ARE PREfENSIONED IN ACCORDANCE WITH THE RCSC
SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST 0 0
RIGID POINT TOWARD THE FREE EDGES
AISC 360 TABLE N5.6-3
INSPECTION TASKS AFTER BOLTING QC QA
DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED P P
CONNECTIONS
0—OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE
DELAYED PENDING THESE INSPECTIONS.
P—PERFORM THESE TASKS FOR EACH BOLTED CONNECTION.
SUBMITTALS
I. THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER
FOR REVIEW AND APPROVAL PRIOR TO FABRICATION/ERECTION/INSTALLATION,
THESE ITEMS ARE IN ADDITION TO ANY SUBMITTAL REQUIREMENTS SPECIFIED
ON THESE PLANS, IN THE PROJECT SPECIFICATION OR BY THE CITY
ITEM
PROD SHOP TEST CALCS BLDG
DATA DWGS RESULTS DEPT
A, STRUCTURAL STEEL X
B. EPDXY X
C. EXPANSION ANCHORS X
D. GROUT X
2, "PROD DATA" — SUBMIT ADEQUATE DOCUMENTATION THAT THE PRODUCT
PROPOSED TO BE USED MEETS THE REQUIREMENTS ON THESE PLANS AND
THE PROJECT SPECIFICATIONS.
3, "SHOP DWGS" — SUBMIT COMPLETE SHOP DRAWINGS SUFFICIENT TO SHOW
QUANTITIES AND KINDS OF MATERIALS, METHODS OF ASSEMBLY, AND ALL
DATA REQUIRED FOR FABRICATION, ERECTION, AND INSTALLATION, THE
PURPOSE OF THESE DRAWINGS IS TO DEMONSTRATE THAT THE CONTRACTOR
UNDERSTANDS THE DESIGN CONCEPT DOCUMENTED HEREIN, SUBMITTALS
CONSISTING OF DRAWINGS TAKEN DIRECTLY FROM THESE PLANS WILL NOT
BE APPROVED.
4, "TEST RESULTS" — SUBMIT RESULTS FOR ANY TESTING REQUIRED BY
BUILDING CODE, SPECIFICATIONS, OR THESE PLANS,
5, "CALCS" — SUBMIT CALCULATIONS SIGNED AND SEALED BY A DESIGN
PROFESSIONAL AUTHORIZED TO PERFORM WORK IN THE PROJECT
JURISDICTION,
6. "BLDG DEPT" — IF CHECKED, THE SUBMITTALS SHALL BE REVIEWED AND
APPROVED BY THE BUILDING OFFICIAL PRIOR TO FABRICATION AND/OR
INSTALLATION,
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ORIG REPLACE STEAM CONVERTER STATION �3 16069-20 CEI EO
DATE SYM
04.22.16
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NOTES:
1. MIN EDGE DISTANCE FOR NAILS SHALL BE 3/8".
2. MIN SHEATHING SHEET SIZE SHALL BE 2'-0"x4'-0".
3. NAILS SHALL NOT BE OVERDRIVEN.
4. NAILS SHALL BE COMMON WIRE TYPE OR APPROVED EQUAL.
5. VERIFY EXISTING NAIL SPACING MATCHES ABOVE DETAIL. PROVIDE
ADDITIONAL NAILS AS REQD PER DETAIL
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MISCELLANEOUS SECTIONS & DETAILS
REPLACE STEAM CONVERTER STATION #3
STRUCTURAL MASTER
N G I H E E R S
1601 Fifth Avenue, Suite 900 � Seattle, WA 98101
ph 206.623.0717 � fax 206.624.3775
coffman.cam
LASTING creativtty � rewlts � relatlonships
JRRENT REVISION SYM80L DATE
16069-20 0 R I G 04.22.16
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8 U I L D I N� 09-101 JOB N0. COMP
16069-20
DEV. CENTER, N1q °wc No. 09-101—S684
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