HomeMy WebLinkAboutPermit D16-0205 - MAKE READY SPACE - REPLACE OFFICE18370 OL�PIC A� S
D 16-0205
�� '
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.�ov
DEVELOPMENT PERMIT ,
Parcel No: 7888900153 Permit Number: D16-0205
Address: 18370 OLYMPIC AVE S BLDG Issue Date: 10/4/2016
Permit Expires On: 4/2/2017
Project Name: MAKE READY SPACE
Owner:
Name:
Address
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
TERRENO OLYMPIC LLC
101 MONTGOMERY ST STE 200 , SAN
FRANCISCO, WA, 94105
PAUL ENGERT
26990 SE 22ND WAY , SAMMAMISH,
WA, 98075
BOYCE CONSTRUCTION
628 S BRANDON ST, SEAITLE, WA,
98108
Phone: (206) 225-1443
Phone: (206) 264-8085
License No: BOYCECI066QQ Expiration Date: 1/21/2018
Lender:
Name: TORRENO REALTY CORPORATION
Address: , , ,
DESCRIPTION OF WORK:
DEMO OF EXISTING OFFICE AND REPLACE WITH NEW. REMOVE EXISTING DEMISING WALL AND RELOCATE TO
CENTER OF BLDG
Project Valuation: $180,000.00 Fees Collected: $3,730.22
Type of Fire Protection: Sprinklers: YES
Fire Alarm:
Type of Construction: VB Occupancy per IBC: B
Electrical Service Provided by: TUKWILA Water District: TUKWILA
Sewer District: TUKWILA
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition
Uniform Plumbing Code Edition:
International Fuel Gas Code:
Public Works Activities:
2015 National Electrical Code:
2015 WA Cities Electrical Code:
2015 WAC 296-466:
2015 WA State Energy Code:
2015
2014
2014
2014
2015
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
C
Permit Center Authorized Signature: Date: �"V�
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit ary�l agr�g to the conditions attached to this permit.
Signatu
Print N�
Date: � � �
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: Ail 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.
S: 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.
6: 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.
7: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for
nonstructural components. ASCE 7, Chapter 13.
8: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall
be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay
bracing.
All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
10: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage
over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic
events. The design and calculations for the anchorage or bracing shall be prepared by a registered
professional engineer licensed in the State of Washington. Periodic special inspection is required during
anchorage of storage racks 8 feet or greater in height.
11: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
12: 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.
13: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles
shall be ventilated in accordance with the applicable provisions of the International Mechanical Code.
14: 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).
15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
16: 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.
17: All mechanical work shall be inspected and approved under a separate permit issued by.the City of Tukwila
Permit Center (206/431-3670).
21: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all
purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 5.4)
22: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All
Purpose" (3A, 406:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 5.4)
18: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied.
Hangers or brackets shall be securely anchored to the mounting surface in accordance with the
manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40
pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-
held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that
its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the
bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC
906.9)
19: Extinguishers shall be located in conspicuous locations where they will be readily accessible and
immediately available for use. These locations shall be along normal paths of travel, unless the fire code
official determines that the hazard posed indicates the need for placement away from normal paths of
travel. (IFC906.5)
20: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached
that indicates the month and year that the inspection was performed and shall identify the company or
person performing the service. Every six years stored pressure extinguishers shall be emptied and
subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire
extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher
service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3)
23: Maintain fire extinguisher coverage throughout.
24: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge
or effort. (IFC 1008.1.8.3 subsection 2.2)
25: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automaticaliy retracted when the
door handle is engaged from inside the tenant space. (IFC Chapter 10)
26: Exit hardware and marking shall meet the requirements of the International fire Code. (IFC Chapter 10)
27: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by
Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of
the wrist to operate. (IFC 1008.1.9.1)
28: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of
egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path
of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point
in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign,
whichever is less, from the nearest visible exit sign. (IFC 1011.1)
29: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high
with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have
letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing
between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in
section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to
their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible
when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign,
the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.6)
30: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than
90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency
power system provided from storage batteries, unit equipment or on-site generator. (IFC 1011.6.3)
31: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1
foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of
egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and
a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A
maximum-to-minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1006.3.1)
35: Fire protection systems shall be maintained in accordance with the original installation standards for that
system. Required systems shall be extended, altered or augmented as necessary to maintain and continue
protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems
shall be done in accordance with applicable standards. (IFC 901.4)
33: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
32: 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 SO 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).
37: An approved manual fire alarm system including audible/visual devices and manual pull stations is required
for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act
(I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437.
38: 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)
36: 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)
39: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required
for this project.
40: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code.
(NFPA 70)
41: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that
set forth in Table No. 803.9 of the International Building Code.
34: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
42: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
43: 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**
0611 EMERGENCY LIGHTING
1400 FIRE FINAL
0409 FRAMING
0606 GLAZING
LATH & GYPSUM
0603 ROOF/CEILING INSUL
4027 SI-COLD-FORM WELD
4046 SI-EPDXY/EXP CONC
0406 SUSPENDED CEILING
0601 WALL INSULATION
CITY OF TUKR _�A
Community Development Department
Pub[ic Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaW A. gov
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION
King Co Assessor's Tax No.: 788890-0153
Site Address: 18370 Olympic Ave South Suite Number: 8 Floor: �rst
Tenant Name: Make Ready space New Tenant: �.....Yes ❑..No
PROPERTY OWNER
Name: Torreno Realty Corporation
Address: 101 1Vlontgomery Street, Suite 200
�'ry� San Francisco State: CA Z'p� 94104
CONTACT PERSON — person receiving all project
communication
Name: pul Engert
Address: 26990 SE 22nd Way
Ciry: Sammamish State: WA Zip: 98075
Phone: �206) 225-1443 Fax:
Email: paul@engertarchitecture.com
GENERAL CONTRACTOR INFORMATION
Company Name: TBD
Address:
City: State: Zip:
Phone: Fax:
Contr Reg No.: Exp Date:
Tukwila Business License No.:
ARCHITECT OF RECORD
Company Name: Engert Architecture LLC
Architect Name: paul Engert
Address: 26990 SE 22nd Way
Ciry: Sammamish State: wA zip: 98075
Phone: �206) 225-1443 Fax:
Emai1: paul@engertarchitecture.com
ENGINEER OF RECORD
Company Name: DCI Engineers
Engineer Name: Troy Bean
Address: g 18 Stewart Ave, Suite 1000
City: Seattle State: wA Z'p� 98101
Phone: �206) 332-1900 Fa"'
Email:
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 1927.095)
Name: Torreno Realty Corporation
Address:
City: State: Zip:
H:�Applications�Formc-Applicatiore On Linc�2011 Applications�Pcrmit Application Rcvisecl - 8-9-I Ldocx
Revised: August 2011 Page 1 of 4
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BUILDING PERMIT INFORMATIO'r.. D6-031-3670
Valuation of Project (contractor's bid price): $ 180,000 Existing Building Valuation: $ 2�500,000
Describe the scope of work (please provide detailed information):
Demolition of existing officea and repalce with new. Remove existing demising wall and relocate.to center of building.
Will there be new rack storage? ❑.....Yes �.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
Addition to Type of Type of
Lxisting Construction per Occupancy per
Existin Interior Remodel Stevcture New IBC IBC
1S' Floor 2,200 1,976 0 0 VB B/ S-1
2" FlOor
3` Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: 0 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: 14 Compact: Handicap: 1
Will there be a change in use? ❑....... Yes �....... No If "yes", explain:
FIRE PROTECTION/AAZARDOUS MATERIALS:
0 ....... Sprinklers ❑ ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑....... Yes �.......No
If "yes', at�ach list of materials and storage locations on a separate 8-1/2 " x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑....... On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:Wppliwlions�Forms-Appliwtions On Linc�2011 Applications�Pcrmit Application Rcviscd - 8-9-ll.docx
Rcviscd: August 2011 Page 2 of 4
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PUBLIC WORKS PERMIT INFOI ATION - 206�33-0179
Scope of Work (please provide detailed information):
No street work proposed.
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑ ... Water District #125 ❑ .. Highline
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila ❑... Valley View ❑ .. Renton
❑...Sewer Use Certificate ❑... Sewer Availability Provided
❑ .. Renton
❑ .. Seattle
Sevtic 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 Application (mark boxes which applv):
❑...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)
Proposed Activities (mark boxes that apply):
❑...Right-of-way Use - Nonprofit for less than 72 hours ❑.. Right-of-way Use - Profit for less than 72 hours
❑...Right-of-way Use - No Disturbance ❑.. Right-of-way Use — Potential Disturbance
❑ ...Construction/Excavation/Fill - Right-of-way ❑
Non Right-of-way ❑
❑ ...Total Cut cubic yards
❑ ...Total Fill cubic yards
❑ ...Sanitary Side Sewer
❑ ...Cap or Remove Utilities
❑ ...Frontage Improvements
❑ ...Traffic Control
❑ ...Backflow Prevention - Fire Protection
Irrigation
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 Number of Public Fire Hydrant(s)
❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment
Monthlv Service Billin� to:
Name:
Mailing Address:
Day Telephone:
city
Water Meter Refund/Billine:
Name: Day Telephone:
Mailing Address:
c�cy
H:Mpplications�Forms-Applications On Line�2011 Applications�Pecmit Application Revised - 8-9-] l.docx
Revised: August 2011
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State Zip
State Zip
Page 3 of 4
PERMIT APPLICATION NOTES — , - - �. :
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 1053.2 International Building Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMTT.
BUILDING
Date: 07/22/2016
Print Name: Paul Engert Day Telephone: (206) 225-1443
Mailing Address: 26990 SE 22nd Way Sammamish WA 98075
c�ry sc�c� z�p
H:Wpplications�Forms-Applicalions On Linc�20] 1 Applicalions�Pcrmil Applicalion Rcviscd - 8-9-11.docx
Rcviscd: Augusl 2011 Page 4 of 4
Date Paid: Tuesday, October 04, 2016
Paid By: BOYCE CONSTRUCTION
Pay Method: CHECK 30077
Printed: Tuesday, October 04, 2016 8:58 AM 1 of 1 ���
SYS7EM5
Date Paid: Friday, July 22, 2016
Paid By: PAUL ENGERT
Pay Method: CREDIT CARD 022895
Printed: Friday, July 22, 2016 2:�}4 PM 1 of 1 � a;,. ��'�
.� 'SY� �_. ...
1NSPECTION RECORD ��'
7 Retain a copy with permit ��'"s ���
INS ION N0. PERMIT N0.
CITY OF" TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
f�Approved per applicable codes. � Gorrections required prior to approval.
U paid at 6300 Southcenter Blvd.. Suite 100. Catl to schedule reinspection.
/� INSPECTION RECORD �
�` Retain a copy with permit �l ����Q �
INSP TION N0. PERMIT N0.
C1TY �F TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�App�oved per applicabie codes. �Corrections required p�ior to approval.
� REINSPECTION FEE REQUiRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
1NSPECTION RECORD . � J ��
�� Retain a copy with permrt ��� ��
INSP ION N0. PERMIT NQ.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
� Approved per appiicable codes. � Corrections required prior to approval.
COMMENTS:
inspector: Date: � � � ��
�
u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paic! at 6300 Southcente� Blvd.. Suite 100. Calt to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
i)1G 02o5.-
Project: /�
/�l4 J1, - t2c� !
Tyge of Inspection•
Leltd J& %k'§ciAi
Address:,
o IViviVic Av S
e 7 /!
Date Called:
Special Instructions:
Date Wante :
% 2, 7 J6
a.m
p.m.
Requeste :
Phone No:
54 Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
Inspector/
Date:
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD �
-� Retain a copy with permit �� ����
INS TION N0. PERMIT N0.
CITY O� TUKWILA BUILDING DIVISION .
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit inspection Reques# Line (206) 438-9350
�Appr�oved per applicabie codes. � Gorrections required prior to approval.
'—' paid at 6300 Southcenter Btvd., Suite 100, Call to schedule reinspection.
INSPECTION RECORD — �
2 Retain a copy with permit �� `���
INSPECTION N0. PERMIT N0.
CITY OF TUKWtLA BUILDING DIVISION :
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350 �
Project: T e of Inspe.tion:
!'�s�YL—n I1r.�'1'� . ' � %�J�i�L
C /-�r/�' .�
r:
%�/G p.m.
�Approved per applicable codes. a Corrections required prior to approval.
� paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD � �
, Retain a copy with permit �����
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DiVI510N
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
� Approved per applicable codes. � Corrections required p�ior to approval.
COMMENTS:
Inspector: Date:/1 ,7 �
� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD �
Retain a copy with permit �"G�''�
INSP ION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION �
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per applicable codes. � Corrections required prior to approval.
COMMENTS:
pector:
� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Ca(l to schedule reinspection.
INSPECTION RECORD �
Retain a copy with permit ��G r d� ��
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
� Approved per applicable codes. � Corrections required prior to approval.
COM MENTS:
�3 �
PN
Inspector: Date: , � � J / �
_�
U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD �
Retain a copy with permit �� �����
INSPECTION N0. PERMIT N0.
CITY OF TUKWII.A BUILDING DlVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350 �_�7�
Project: Type o ection:
in�11 .. �o,,� 1'�% _._ . _� _ _ _ �r.
ress
ons:
one
D/o �/�E
� Approved per applicable codes. � Corrections required prior to approval.
COM MENTS:
` .
Date�Q /f 7/ Y /
� �P
� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at b300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
. . . .. . .. . . , �...�;. :�.... -.. ,.-:. „ �, :; . . .,.. . . . . � . t ..,:�_ .. . .. . ..
INSPECTION RECORD ���
�d��._ Retain a �opy with permit ` ' _..�--
1
INSPECTION NUMBER PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project: �, Type of Inspection:
'� � � r �-r�-� `T- i i f�-�� x/ -�,`"- �--"r ,�r �" �---
Address: ,� � �,�_ C�ntact Person:
Suite #: ��.,� ?U
SpeciaC Instructions Phone No.:
�Approved per applicable codes. � Corrections required prior to approval.
COMMENTS:
�' '� -T�' 7 ��Z.- ' j � !'�- G`�°�;
...
� �, �� �_ ` _�� . �- �.�. _ _ : _�.._...� �, �-�� �_ _ �
�� t r� -� �S ;� � r� t,� ��"� �_�f � t�.
Needs Shift Ins ection: Sprinklers:
Fire Alarm: Hood & Duct:
Monitor: Pre-Fire:
Permits Occu an T e:
Inspector: ` Date: j� q ��,..._ 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: Company Name:
� aa.,...,..
Word/Inspection Record Form.Doc
State: Zip:
, _�,� ,���
t � �.
3/14/14 T.F.D. Form F.P. 113
�
INSPECTION RECORD %� - 6r� OS`�
� ' Retain a copy with permit
��-'`�- 2-` `
, �
INSPECTION NUMBER PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project (��` � / �� Type of Inspection:
1Tj(
Address: Contact Person:
suite #: � Q% �,u < <i %�t/�S
Special Instructions: Phone No.:
� Approved per applicable codes. � Corrections required prior to approval.
COMMENTS:
� .
-� �� � �� S � 2 5
Needs Shift Inspection: Sprinklers:
Fire Alarm: Hood & Duct:
Monitor: Pre-Fire:
Permits: Occu anc T e:
Ynspector: �i� �� ���lj Date: (Z���� (� 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: Company Name:
Address:
State:
Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113
,
INSPECTION RECORD i /G�- �'�.0�
Retain a copy with permit �
/� - s- Z�9
INSPECTION NUMBER PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project: Type of Inspection:
�L. l� �`� � 0 v t2 r n, k/�-- C C� v�.-�2
Address: 1 Co. tact Person:
Suite #: % � ��v �( y� I C �✓ �
Special Instructions: Phone No.:
�i
Approved per applicable codes. � Corrections required prior to approval.
COMMENTS:
-' / % ST' �2 ._
- �a7 r N� t��- C U v��.- - 0�_
Needs Shift Inspection: Sprinklers:
Fire Alarm: Hood & Duct:
Monitor: Pre-Fire:
Permits: Occu an T e:
Inspector: �� �'� �c Z Date: �2� � 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:
�;�.,
Companv Name:
State:
C�
Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113
�
FRAN KLI N
ENGINEERING
MECHANICAL CON5ULYING
July 20, 2016
RE: Make Ready TI
18370 Olympic Ave S
Tukwila, WA 98188
625 Fourth Avenue
Suite 202
Kirkland, WA 98033
PH 425 827-3324
FAX 425 827-6252
natalie@franklineng.com
ENVELOPE SUMMARY
Alteration of existing conditioned Office space. Remove existing Office/Warehouse wall
and build new. Overall conditioned space is equal to or less than previous. Project
complies with 2015 WSEC, Commercial Provisions, using the Prescriptive approach.
Roof: R-49 continuous insulation above Office area over hard ceiling.
Wall (Metal, Opaque, Warehouse): 6" metal studs, 24" oc with R-21 batt insulation,
plus R-10 continuous rigid, U=0.051, default Table A103.3.6.1(1)
Doors (Swinging, Opaque): Wood, U=0.37 max.
Please note that these values are minimum insulation requirements for code compliance.
Higher insulation values may be installed. SHGC = Solar Heat Gain Coefficient
REVIEWED FOR
aC�00E COMPLIANCE
� APPROVED
AUG 10 2016 '
City TuR`wila
BUILDI C DIVISION
R�uE1`JED
c�T� c�� �u�wri�.a
JUL 2 � 2016
F�EREJf1T CENTER
' \J v V
2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016
General Info Project Title: Make Ready TI - Olympic Bldg Date 7/1/2016
Th' PROJ SUM Project Street Address: 1 g370 Olvmoic Ave S For Building Department Use
�s -
form shall be
provided as a cover
sheet for all
compliance form
submittals. Project
Title matches project
plans title block.
Project Description
Select all that apply to the
scope of project.
�unty, Zip: Tukwila, King County, 98188
or Rep:
New Construction and Additions
❑ New Building ❑ Building Addition
Sefect Addition + Existing Existing Building Retrofit
or Alteration + Existing if
the existing building will be ❑� Alteration ❑ Alteration + Existing
combined with the addition
or alteration to demonstrate
compliance per Section ❑ Change of Occupancy ❑ Historic Building
C502.1 or C503.1.
Building Elements Scope - Select all that apply
❑ All Q✓ Building Envelope
❑ Service Hot Water Systems
� All Commercial
❑ Lighting Systems
� Group R- R2, R3, & R4
over 3 stories and all R1
❑ Addition + Existing
❑ Change in Space Conditioning
❑ Mechanical Systems
� Electrical Systems
❑�
�CCU 1riC T e Mixed Use - Building is greater than three stories above grade and it has both Commercial and Group
p y YP R occupancies.
Mixed Occupancy - Building is three stories or less above grade and it has both Commerical and
Group R2, R3 or R4 occupanaes. Select All Commercial to document compliance for the commercial
areas of the building. The residential spaces shall comp/y with the WSEC Residential Provisions.
Select all that apply to the scope of project
Q Fully Conditioned ❑ Semi-heated2 ❑ Refrigerated Warehouse,
Walk-in Cooler/Freezer,
❑ Low Energy SpaCe Category3 Refrigerated Display Case'
Space Conditioning
Categories Eligible Low Energy Spaces
❑ Unconditioned Q Low energy heating/cooling capacity
� Wireless service � Greenhouse' � Equipment building
equipment shelter
Floors Above
Floor Area and Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area
Stories � sa,00a aos2.o
QQ Prescriptive (� Total Building Performance
Prescriptive - Projects complying prescriptively shall demonstrate compliance with all applicab/e mandatory
and prescriptve requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms
General Compliance to include with a Prescriptive submittal: All applicable ENV, LTG, MECH and C406.
Path Total Building Pertormance - Projects complying via totaf building performance (TBP) shall include a
summary of results irom a whole building energy model per Section C407 and shall demonstrate compliance
with all applicable mandatory provisions in this Code. Refer to Section C401.2, Item 2 for more information.
Compliance forms to include with a TPB submital: PROJ-SUM, C406-SUM & C406-DETAIL, ENV-CHK,
LTG-EXT, LTG-CHK, and all MECH forms (except MECH-ECONO).
2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016
Project Info Project Title: Make Ready TI - Olympic Bidg Date 07/O1/2016
Com liance forms Applicant Information. Provide contact information for individual who can For Building Department Use
p res,00nd to inquiries about compliance form information provided.
do not require a
password to use. Company Name: Engert Architecture, LLC
Instructional and Company Address: 26990 SE 22nd Way - Sammamish, WA 98075
calculating cells are
write-protected. Applicant Name: Paul Engert
Applicant Phone: Zpg-225.�qq3
Applicant Email: paul@engertarchitecture.com
Project Description � New Building ❑ Addition ❑ Alteration
Occupancy Type �Q All Commercial � Group R- All R1 and R2, R3, R4 over 3 stories �
Selection required to enable forms.
Envelope Compliance Path Q prescriptive � Component Performance
Selection required to enable forms.
Component Performance Q Standard Q Change of Occupancy/Conditioning Q
Calculation Type
Selection required to enable ENV-UA ❑ Additional Efficiency Package Option - C406.8 Enhanced Envelope
and ENV-SHGC forms. To comp/y, demonstrate building thermal envelope performance is 15% lower than the Target UA.
� Air barrier testing per Section C402.5.1.2 � Air barrier testing not required
included in project scope
Air Barrier Testing � Additional Efficiency Package Option - C406.9 Reduced Air Infiltration
To comply, demonstrate that measured air leakage of building envelope does not exceed 0.25
cfm/flz (air barrier surface area) under test pressure of 0.3 inch w.g.
Vertical Fenestration and Total Vertical Gross Exterior
Skylight Area Calculation Fenestration Above Grade % Vertical
Prescriptive Path - Enter values for (rough opening) divided by Wall Area times 100 equals Fenestration
vertical fenestration, skylights, gross 0. � — 0. 0 X j QQ =
walls and roof on this ENV-SUM
worksheet Gross Exterior
Component Performance - Enter values Total Skylight divided by Roof Area times 100 equals % Skylight
in ENV-UA and/or ENV-UA-GROUP-R
worksheet These values auto-fill from 0. 0 — 0. 0 X j QQ =
Vertical
Fenestration
Fenestration Area Compliance 'O`�ea
Skylight Area
Vertical Fenestration Q High performance fenestration U-factors and SHGC per C402.4.1.3
Alternates Q Dedicated outdoor air system per C402.4.1.4 and C403.6
Show locations of qualifying daylight zone Q In buildings z 3 stories, 25% or more of NET floor area is in daylight zones per
areas and ft2 on project plans.
Q In buildings < 3 stories, 50% or more of CONDITIONED floor area is within daylight zones per
For Daylight Zone Area Calculations - C402.4.1.1
a) Sidelight areas include primary+ Daylight Zone Calculations
secondary daylght zone areas. Daylight Zone Fenestration Alternate Sidelight Daylight Toplight Daylight Percent Daylight
b) Include overlapping toplight and Not Selected. No Calculations Required Zone Area Zone Area Zone Area
sidelight daylight zone areas under
Toplight.
c) Refer to Chapter 2 for net floor area
Spaces in Single Story List all enclosed spaces that exceed 2,500 f(�, have ceiling height greater than 15 /t, and are space
Building Requiring Skylights �YPes required to comply with this provision.
Code requires a minimum of 50% of the floor Space Area (ft�) DLZ Area (ft2) SRR or Aperature Exception
area to be within a skylight daylight zone for
specific space types. Refer to C402.4.2 for
requirements.
DLZ = Daylight zone,
SRR = Skylight to roof ratio Indicate aperature with "AP" prefix ( AP 1.1 %)
2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 20�6
Minimum Req uirements This tabfe summarizes prescriptive compliance requirements lor opaque elements and fenesba6on. Refer
for Prescriptfve Compliance to Ta6les C402.1.3, C402.1.4 and C402.4 !n the 2015 WSEC for fmporiant foofnotes that apply to
these tables. Refer to Section C402 ior all applicable requirements that apply for each envelope element
type and applicable exceptions. Refer to Sectlon C4 f 01or all applicable informatlon lor relrigerated
spaces.
Table C402.13 Notes 1,7 Table C402.1.4 Notes 1,z
Prescriptive Path Insulation Minimum R-Value Assembl Ma�eimum U-factor
Occu anc Grou AllOther Grou R AllOther Grou R
O a ue Elements
Roojs
Insulation Entirel above Deck R-38 c.i. R-38 c:i. U-0.027 U-0.027
Metal Buildin with thermal s acer block Noie 3 R-25 + R-11 L,s R-25 + R-I 1 Ls U-0.031 U-0.031
Attic and Other R�9 R-49 U-0.021 U-0.021
Joist or sin le rafter R�9 R-49 U-0.027 U-0.027
WaUs, Above-grade
Mass R-9.5 c.i, Note 6 R-13.3 c.i. U-0.104 Notc 6 U-0.078
Mass transfer deck slab edge No R-Value for prescriptive compliance U-0.200 U-0.200
Metal Buildin R-19 c.i. R-19 c.i. U-0.052 U-0.052
Steel Framed R-13 + R-lOc.i. R-19 + R-8.5 c.i. U-0.055 U-0.O55
Wood Framed and Other R-21 w/ int. frame R-21 w/ int. frame U-0.054 U-0.054
Below Grade WaU No�e 4 Same as above grade Same as above grade
Floors
Mass R-30 c.i. R-30 c.i. U-0.031 U-0.031
Steel Joist R-38 + R-10 c.i. R-38 + R-]0 c.i. U-0.029 U-0.029
Wood Framed and Other R-30 R-30 U-0.029 U-0.029
SJab-Ore-Grade Floors
Unheated R-10 for ?A in. (from to of slab) F-0.54 F-0.54
Heated Noie 5 R-] 0 perimeter & under entire slab F-0.55 F-0.55
O a ue Doors
Swin 'n No R-Value for rescri tive com liance U-0.37 U-037
Nonswin 'n Roll-u or slidin R-4.75 R-4.75 U-034 U-0.34
Table C402.4 - 0-30% of waU areq or
30%d0% per Section C402.3.1.1 DLZ Section C402.3.1.3 High Performance
or Section C402.3.1.4 DOAS Fenestralion Option - 0-40% of wall area
Fenestration Assembi Maximum U-factor xoccs 1,2
Vertieal Feaestration
Nonmetal framin U-030 U-0.30 U-0.28 U-0.28
Metal framin fixed U-0.38 U-038 U-0.34 U-0.34
Metal framin (o erable) U-0.40 U-0.40 U-0.36 U-0.36
Entrance doors U-0.60 U-0.60 U-0.60 U-0.60
Skylights
Sk li hts U-0.50 U-0.50 U-0.50 U-0.50
Fenestration Assembly Maximum SHGC Factor
Vertieal Feneslralion PF<0.2: north - SHGC=0.53; PF<0.2: north - SHGC=0.46;
all other SHGC=0.4 all other SHGC=035
0.2 5 PF < 0.5: north - SHGC-0.58; 0.2 5 PF < 0.5: north - SHGC-0.51;
all other - SHGC-0.48 all other - SHGC-0.42
PF z 0.5: all orientations - SHGC-0.64 PF Z 0.5: all orientations - SHGC-0.56
S & hts SHGC-035 SHGC-0.35
C410.2 Refrigerated Spaces Insulation Insulation Minimum R-Value Assembly Ma�mum U-factor
Freezers - Walk-in and Warehouse
Roo6/ Ceilin R-32 U-0.030
Wall R-32 U-0.030
Door R-32 U-0.030
Door - trans arent reach-in tri le- ane, heat-reflective treated or gas
Floor R-28 U-0.035
Coolers - Walk-in and Warehouse
Roof / Ceilin R-25 U-0.039
Wal1 R-25 U-0.039
Door R-25 U-0.039
Door - transpuent reach-in doubie-pane, heat-reflecave treated &
as fill, or com I with freezer door r.
Floor No R uirement
5 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 RevisedJun 2016
Ls = Liner system -- A condnuous membrane installed below the purlins and unintenupted by framing members. Uncompressed, unfaced
insulation rests on top of the membrane between the purlins. Refer to Section A102.2.5.4.
c.i. = Continuous insulation -- Insulation that is conGnuous across all structural members without thermal bridges other than service
openings and penetrations by metal fasteners with a x-sectional azea of less than 0.04% of the opaque surface azea of the assembly.
Components with more than 0.04% metal penentrations may be eligible to follow the alternate CI values below.
int = Intermediate framing -- Includes insulated headers, corners and interior partition wall to exterior wall intersections. Refer to Section
A 103.2 for framing defmitions.
�otnote Summary:
Each table in the 2015 WSEC has footnotes applicable to specific information provided in the table. This foomote summazy provides only
abbreviated details from these foomotes. Refer to 20I5 WSEC for complete fooMote infor�ation.
Note 1- Assembly descriptions can be found in Chapter 2 and Appendix A.
Note 2- Use of assembly U-factors, C-fanominal ctors and F-factors from Appendix A and Chapter 3 aze required unless otherwise allowed
by the provisions of this Code.
Note 3- For metal building roofs where using R-value compliance method, a thermal spacer block is required. Otherwise use the U-factor
compliance method.
Note 4- Where heated slabs are below-grade, below-grade walls shall comply with the exterior insulation requuements for heated slabs.
Note 5- Heated slab F-factors shall be determined specifically for heated slabs. Unheated slab F-factors shall not be used.
Note 6- CMU walls in all occupancies other than Group R may be eligible for reduced insulation if all provisions stated in applicable
footnote aze met. Refer to Foomote D in Table C402.1.4 or Footnote C in Table C402.13 for eligibility requirements.
Note 7- Components with continuous insulation but with metal penetrations / connections may be eligible for alternate continuous
insuladon R-values if all provisions in applicable footnote aze met. Refer to alternate prescriptive R-values in table below
and Footnote F in Table C402.1.3 for eligibility requirements.
Alternate continuous insulation nominal R-values
This alternate nominal R-value compliance option is allowed for projects complying with all of the following:
1. The ratio of the cross-sectional azea, as measured in the plane of the surface, of inetal peneuations of otherwise continuous
insulation to the opaque surface azea of the assembly is greater than 0.0004 (0.04%), but less than 0.0012 (0.12%).
2. The metal penetrations of otherwise continuous insulation are isolated or discontinuous (e.g., brick ties or other
discontinuous metal attachments, offset brackeLs supporting shelf angles that allow insulation to go between the shelf
angle and the primary portions of the wall swcture). No continuous metal elements (e.g., metal studs, z-girts, z-channels,
shelf angles) penetrate the otherwise continuous portion of the insulation.
3. Building permit drawings shall contain details showing the locations and dimensions of all the metal penetrations (e.g.,
brick Ues or other discontinuous metal attachments, offset brackets, etc.) of otherwise continuous insulation. In addition,
calculations shall be provided showing the ratio of the cross-sectional azea of inetal penetrations of otherwise continuous
insulation to the overall opaque wall azea.
Asiemtrlics RiEL Alt�rnate apiioa for assemblits �cilh .11teTnate optioa toz asumbties a^itk
coutiaaou metal penetra6ons, yreater tban metal �aetratioax, graarer thsa or
ias�l�tioa (stt 0.0�� aat kss Nian 0.0891 epaal fo O.OSN pot less Eha40.12Ki
de5aitiea
R-4.Sa R�lt9ci R-13ci
R•Ii.Jci R-li.iti R-i5.iti
A-I?.3ci R•16.dci R•18.3ci
P.-i5 ?ti R-]4.Oci R-21cf
R-30ti P.•'s&i R�f:ci
R-38u R-SSri R•53c1
A-Ii-R-iSu R•13+F.A:4ci R-13+R-lO.Sc�
R-13+R-lOci R-13+R-1:.5u R•13�R-13.&i
.
R-13 *&•1?.Sci R•li = R-15.6u R-13 + R-17.:ci
R-13+R-1's<i R•li+R-16.3tt R•13+R-17.4a
R-1°=R•8.Sci R•19+R•IO.bu R•19-R-11.7cF
F,-1?+R•lici R•IA*R-17.Sa A-19�R-19.>a
g.lo+R-16ci R•19•F.=?Oci F,-iA+R-??u
R-?0-R-3.&t R•:O+R-1.8ci R;:O.=R-S.ici
R-?1�R-Su R•21FR�63d R-'?I+Rfi.Pd
End of Envelope Requirements Summary
2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 20�6
Project Title: Make Ready TI - Olympic Bldg Date 07/O1/2016
Fenestration Area as % gross above-grade wall area Max. Target: 30 . 0� For Building Department Use
Skylight Area as % gross roof area Max. Target: 3. 0�
Vertical Fenestration Alternates: None Selected on ENV-SUM
Prescriptive comp/iance of envelope assemb/ies may be accomp/ished by providing insu/ation R-values per Tab/e C402.1.3 or U-factors/F-
factors per Tab/es C-402.1.4 and C-402.4. A single project may comply via R-values for some envelope assemblies and U-factors/F-lactors for
others. Note compliance method taken for each assemb/y in spaces provided.
U-FactodF-Factor Method for
Suilding Component R-Value Method for Prescriptive Compliance Prescriptive Compliance
on muous o rea o e a
Cavity Ins. Ins. (CI) Penetrations Assembly
Provide plan/detail # of assembly and description R-Value R-Value' in CIz U-Factor U-Factor Source3
Y
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2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016
Project Title: Make Ready TI - Olympic Bldg Date 07/01/2016
Fenestration Area as �ia gross above-grade wall area Max. Target: 30 . 0� For Building Department Use
Skylight Area as °�o gross roof area Max. Target: 3. 0�
Il vertica/ fenestration or skylight area exceeds maximum allowed per C402.4.1, then !he project must compl
via Component Perlormance and provide ENV-UA and ENV-SHGC %rms.
R-Value Method for U-Factor/F-Factor Method for
Suilding Component Prescriptive Compliance Prescriptive Compliance
Perim. Ins. Full Slab CI
Provide plan/detail # of assembly and description R-Value R-Value F-Factor F-Factor Source10
�
A �'
a� m
� a�
fC L
� C
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C
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Provide ID from door schedule and description R-Value U-Factor U-Factor Source"
N c Sheet TA6.1; Wood door 0.370
o �
p 3
m �
3
fa y
L
� Q
Solar Heat Gain Coefficient (SHGC) U-Factor for Prescriptive Compliance
ro�ec ion nen a ion
Factor (PF) (N or Assembly Assembly
Provide ID from wlndow schedule and description if applicable12 SEW)13 SHGC14 U-Factor U-Factor Source'4
�o
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c
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Note 1- Insulation that is continuous except for fasteners may be entered here il the cross-sectional area of inetal penetratron through otherwise
continuous insulation is less than 0.12%.
Note 2- Alternate prescriptive continuous insulatron R-va/ues per Tab/e C402.1.4, Footnote F inay be used i/ the cross sectiona! area of ineta/
penetrations exceeds 0.04 % but is /ess than 0.12%. Ca/culations are required to use these altemate R-values.
Note 3- Opaque assem6ly U-/actors shall come from Appendix A or calcu/ated per approved method as specilied in C402.1.5.1. Specify the
tab/e number or calcu/ation page number.
Note 4- Thermal spacer blocking and liner system are required for prescriptive R-Value compliance in metal building roof assemblies.
Note 5- Intermediate iraming is required lor prescriptive R-Value compliance in wood-fiamed wall assemblies.
Note 6- Proposed CMU mass walls in non-Group R that meet Tab/e C402. i.4 Footnote D requirements can enter the targef prescriptive
U-value ol 0.104.
Note 7- Mass transler slab edges must be covered with an assemb/y having an overal U-factor ol 0.2.
Note 8- Refer to Tab/e C402. i.3, Footnote E lor prescriptive R-Value requirement for stee/ floor joist assemblies.
Note 9- Prescriptive slab-on-grade insu/ation shall extend irom top of s/ab to minimum /ength per an approved method as delined in C402.2.6.
Note 10 - Slab-on-grade F-Factors shall come from Appendix A or calculated per approved method as specilied in C402.1.5.1.
Note 11 - Opaque door U-factors shall come lrom Appendix A or calculated per approved method as specilied in C402.1.5.1. A door is delined as
opaque il /ess than 50 % of the door area has g/azing.
Note 12 - Re%r to Equation C4-6 Projection Factoi Calculation.
Note 13 - N= Oriented within 45 degrees ol true north, SEW = All other orientations.
Note 14 - Fenestration assemb/y U-Factor and SHGC shall be the manulacturer's NFRC product rating, whrch includes the g/azing and irame, or
shall be the defau/t value per Section C303.1.3.
Note 15 - List all above-grade Group R mass walls and steel frame walls in Group R Walls section. List commercial above grade walls and all other
Group R above grade walls in Opaque Walls - Above Grade.
0
July 20, 2016
Invoice — Architectural Services
Project: Reez Properties — Make Ready
Time Period Covered: June 1— July 20, 2016
Bill to: Paul Engert
Address: Engert Architecture
26990 SE 22"d Way
Sammamish, WA 98075
Hourly Services
Interior Design
Architect 2
Effort Expended
06/06/16
06/08/16
Total
Caela McKeever
1.0 hours
1.0 hours
2.0 hours
Total Services Rendered
Net-30
Rate
$115.00
A R C H t T E C T U a E
Invoice #
Hours
2.0
0130116_02
Total
$ 230.00
$ 230.00
Amount Due by August 20, 2016
$ 230.00
1916 Jefferson Avenue Tacoma, WA 98402 � 253.248.6060 � www.fergusonarch.com
�, 2i�12 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Jan 2014
ProjectInfo ProjectAddress 1-MakeReady Date 7/22/2016
Compliance 2-18370 Olympic Ave South For Building Department Use
forms do not
require a Tukwila, Washington
password to Applicant Name: E ret Architecture LLC +� "�
use. 9
Instructional and Applicant Address: y6990 ESE 22nd Way Sammamish, WA 98075 �
calculating cel/s ° ��
are write- Applicant Phone: 206 225-7443
Project Description ❑ New Building ❑ Addition � Alteration ❑ Plans Included
� Lighting Power Density Calculations Q Total Building Performance
Lighting Compliance Path
(If Tota/ 8uilding Performance then only LGT-CHK is required.)
Lighting Power Allowance O guilding Area Method QQ Space-By-Space Method
Method Se/ection required to
enable LPA forms
Interior Lighting System All lighting is pro ����OMPLIANCE
CITY 4F TUKWILA
Description A�PROV�Ci
Briefly describe lighting
AUG 10 2016 ��� � 7 2016
system type and features. • P E R M I T C E N T E R
Additions and Change of Space Use (C101 �l�l�bi� �IVISION
❑ Addition area or Change of Space Use area complies with all applicable provisions as stand alone project
� Addition area is combined with existing building lighting systems to demonstrate compliance with all applicable
provisions per C101.4.3
Provide Building Area Method (LTG-INT-BLD) or Space-By-Space Method (LTG-INT-SPACE) Compliance Form. Document maximum
allowed and proposed (inc/uding existing if applicab/e) lighting wattage of Addition or Change of Use space. Provide applicab/e lighting
controls per C405.2 and commissioning of lighting controls per C405.13.
Alterations, Renovations and Repairs (C101.4.3.1)
❑� 60% or more of luminaires in space replaced
Provide Building Area Method (LTG-INT-BLD) or Space-By-Space Method (LTG-INT-SPACE) Compliance Form. Document maximum
al/owed wattage within the /ighting retrofit space in Maximum A//owed Wattage tab/e and proposed (including existing) lighting wattage in
Proposed Wattage table. Retrofit and non-retrofit spaces sha/l be documented separately using mu/tiple forms.
� Less than 60% of luminaires in space replaced
Provide a separate Space-By-Space Method (LTG-INT-SPACE) Compliance Form for this retro%t area. Document existing total wattage
within the lighting retrof'�t space in cell provided in the Maximum Allowed Wattage tab/e. Document proposed (including existing) lighting
wattage in the Proposed Wattage tab/e.
❑ Lamp and/or ballast replacement within existing luminaires only — existing total interior building wattage not increased
� New wiring installed to serve added fixtures and/or fixtures relocated to new circuit
Provide applicab/e manual lighting contro/s (C405.2.1), occupancy sensors (C405.2.2.2), daylight zone contro/s (C405.2.2.3), specific
application controls (C405.2.3), and commissioning of lighting controls per C405.13
� New or moved lighting panel
Provide all applicable lighting controls as noted for New �ring, automatic time switch controls (C405.2.2.1), and commissioning of lighting
controls per C405.13.
� Space is reconfigured - luminaires unchanged or moved only
Provide a/l applicab/e lighting controls as noted for New Wiring and commissioning of lighting contro/s per C405.13.
❑ No changes are being made to the interior lighting and space use not changed.
� � � l��
�
�
�
• • • • . : • . � �
M 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 8 R3 over 3 stories and all R1 Revised Jan 2014
Project Address 1 - Make
Lighting Alterations, Renovations & Building Additions
� Less than 60% � 60°/a or more � Stand alone � Addition
Date
Notes:
a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be
combined with the overall existing bldg lighting to demonstrate compliance. Refer to C101.4.3.
b. For retrofits and building additions, provide Space Types and gross interior areas in the
Maximum Allowed Lighting table. If a builidng addition will comply as combined with the overafl
existing builidng, include all applicable existing Space Types and gross interior areas.
c. Document new �xtures and all existing to remain �xtures in the Proposed Lighting table.
d. If less than 60% of existing �xtures will be replaced, provide tota! existing lighting wattage
(prior to retrofit) in the space provided in the Maximum Al/owed Lighting table.
Maximurn Allowed Lighting W
Location (plan #,
room #)
-154 Office - Enclosed
155 Comdor/transitio
-157 Restroom
Atrium'"`
Space Type`
Enter
Existing Lighting Enter Exist. Watts:
Retail Display Allowance from LTG-INT-DISPLAY
" Selecf Table C405.52(2) category from drop down menu.
** For atriums, indicate height. Al/owed wattage for first 40 feet is 0.03 W/ft. ht.,
above 40 feet is 0.02 W/ft. ht.
'roposed Lighting Wattage
Location (plan #,
room #) FiMure Description*"*
50 -154 �2 x 4 recessed LED
155 2 x 2 recessed LED
-157 �Recessed LED
-157 Valance
Watts per ft2
l.11
0.66
0.98
ng
Area in ft�
1762
70
144
7/22/2016
�ent Use
(watts/ft� x area)
1956
46
141
Area Allowed Watts
Total 1976 2143
Number of
Fixtures
12
�Retail Display Lighting from LTG-INT-DISPLAY
Total Proposed Watts may not exceed Total Al/owed Watts for Interior Lighting
'"" Include existing to remain lighting fixtures and exempt lighting equipment per notes below.
Watts/
Fixture
47
24
34
Total Proposed
Watts
Proposed
564
48
14
68
694
Notes:
1. lnclude ALL proposed lighting fixtures.
2. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the irxture, and ballast type (if included). For
track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ba/last information.
3. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria
as speci�ed in Section C405.5.1. For line voltage track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50,
or as applicable, the wattage of current limiting devices of the transformer. For low voltage track lighting list the transformer rated wattage.
4. For lighting equipment eligible for exemption per C405.5.1, note exception number and leave Watts/Fixture b/ank.
5. Document existing to remain fixtures in Proposed Lighting table in the same manner as new fixtures. Identify as existing in fixfure description.
6. If #NA appears in Retail Display cells, infor►nation on LTG-INT-DISPLAY is incomplete.
Interior Lighting Power Allowance COMPLIES
!
�r
� ���
EP1GIIlEERS
E
0
U
N
�
c
.s
�
$
�
' Seattle
Portland
Spokane
San Diego
Austin
Irvine
San Francisco
Anchorage
Los Angeles
�
.�, �
� tl� � �. �� �
STRUCTURAL CALCULATIONS
REVIEW�D FOR
CODE COMPLIAI��E
AP�R01lEt�
AUG 10 2016
c� �T�c��
BUIID � f�t�R�tC3Rd
OLYMPIC BUILDING TI
18380 OLYMPIC AVE SOUTH
Turcwl�A, WA
JuNE 23, 2016
�
�
PREPARED FOR:
ENGERT ARCHITECTURE
REC�IVED
CITY OF TUKWILA
.1UL 2 2 2016
PERMIT CENTER
�
- �20�
818 Stewart Street, SuRe 1000) Seattfe, Washington, 98101 Phone (20(ij 332-1900
(Service Innovation�Value
DESIGN CRITERIA
=DC1
en�inEERs
Projecf
c Bldq TI
Subjecf
Description of Work
Description of Work:
Project No
16011-0239
Sheet No.
Date
6/22/16
By
AEM
DCI has been tasked with sizing cold formed steel joists in a TI space contained within a larger concrete
tile-panel warehouse. The ceiling joists will be cold formed steel stud sections and will have the top flange
braced by flat stud sections running perpendicular to the top of the joists. These joists only support
insulation, ACP ceiling, and some miscellaneous mechanical/electricai. No live load is accounted for in
the joist design. The large footprint of this TI space adds up to significant seismic mass, therefore the
lateral system has aiso been checked. Because the joists are not sheathed, the lateral system consists of
diagonal strap bracing as tl�e diaphragm. The straps transfer load to perimeter rim tracks which drag load
to either new interior light framed shear walis or the existing concrete tilt panels.
Gravity Loads:
Dead Load of 11 PSF on ceiling framing, no live load allowed.
Laterai Loads:
Contained within following pages
�� Design Maps Summary Report
User-Specifed input
Building Code Reference Document ASCE 7-10 Standard
{which utilizes USGS hazard data available in 2008}
Site Coordinates 47.437°N, 122.251°W
Site Soil Classification Site Cfass D-"Stiff Soil"
Risk Category I/II/III
;- --- - � --. __ _- -- - -- ,e� �V'�ENTON �� - - -�-
�, � � +'" `�"-
. � ''� a � 1 ss�liquah ��.�
1 - ,���•�� ;: MUMt �' ,_�` �
A
� j � �iIRFYaR% +'
� � ' �'
�� � ." �,
� � - Buri�n� .���` . �r ��e�1#ar� `��
_, t
�`Va3horti t ._ `'f -- ,:� ,
. 1 � 7i.1i .i.�
iACOY.�t e� Tl i j�• -
' �a�P°aT � ' Maplevalle�r
,
D�s Moin� : � �f
E � ',!� „��, ,�'
, ,
�tent f`.
_ ' � �.. ,;:r
' � � � ���� � � ��;Covingtvn
. A118t1Rh'
, ��� "' +dvl1'► 1�� y
�._ _ . , _ _.._ � _ u _ _ _ .
USGS-Provided Output
Ss = 1.421 g S.� = 1.421 g 5�5 = 0.947 g
S, = 0.530 g S,,, = 0.795 g Sp, = 0.530 g
For information on how the SS and S! 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
seled the "2009 NEHRP" building code reference document.
MCEa Ftesponse Spectrum
1.65
1.50
1.3S
1.20
1.05
a 0.90
v
� 0.75
0.60
0.45
0. 30
0.15
0.00
0.00 0.20 O.tO 0.60 0.8p 1.00 1.20 F./0 1.60 1.00 2.00
Period, T (sec)
i.io
1.00
0.90
0.80
0.70
..+
� 0.60
y 0.50
O.10
0.30
0.20
0.10
0.00
0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.80 2.Q0
Period. T (sec�
Design Response Spectrum
�or PGA„,, T;, Cqs, and Ca, values, please view the detailed reoort.
LATERAL DESIGN
� DCI Aroject No: 18 011- 0239.00
�
� Project: Olympic Office TI
�
E f"1 G{ il E E R S =' '' •• � :�
;e Address or fLatitudel & fl.onstitudel: >»»»> > 18380 Olympic Ave S, Tukwila ,WA
[l.at:47.437210] [Long: 122.251631]
Select "Site Class" per Geotechnical RepoR»»»» > D 5@iQ�
Select General Nat�re of Occupancy »»»»»»»
RfSK CATEGORY based on Occupancy »»»»» >
IE = Seismic Importance Factor =
Obtain MAPPED ACCELERATION PARAMETERS
Ss = MCE Spectral Accel Q 0.2 Sec
S� = MCE Spectral Accel @ 1.0 Sec
Sps = Design Spectral Accel @ 0.2 Sec = 2i3SMs
So� = Design SpecVal Accel � 1.0 Sec = 2r3SM�
SDC = Seismic Design Catagory:
Risk Category II Bldgc (NOT Rlsk Category I, Itl
or l�
II Tvqical Buildinq
7.00
1.421 g �n
0.530 g in
0.947 g �nw�
0.530 g ��
D
#:
( gt�
[per 2012 IBC sec 16�
(ASCE 7 Tab�e 1
[per A3CE 7 §11.4.1 USER �
eathing iateral
See lateral ��q� � � we�
�eets below
�ra�� c,ro�,a n,�u«, w�
[per USGS Eetthyuake Oround AAotfon W�
[per USGS Earthquake Ground Moti� Wet
[per IBC Tables 1613.3.5.(1) 8
Select "BBS" B asic Building System" »»»»»»» > A Bearing Wall System�,
17. Light-framed walls with shear
Select "SFRS" - Seismic Force Resistlng System »»>.> panets of other materlals (e.g. Gypsum
Select Applicable Analysis Direc�on(s} »»»»»»> >.
R = Response Modiflcation Coeffictent =
120 = System Overstrength Faetor =
Cd = Deflection Amplification Factor =
Height Limitations (ft) _
To = Period, 0.2Sp�/S� _
Ts = Period, So>>Sos =
T� = Select, Long Period, Transition Period =
C, = Setect System Factor for Approx. Period =
x = E�onent Parameter for Approximate Reriod =
h = Height of Building (Approx— Mean Roof Ht) _
Ta = Approximate Period: Ta = Ct"(h„)x =
C„ = Coeff for Upper Limit on Caldd Period =
T,,,�,� = Max Fundamental Period: T,,,� = TeC„ _
Cs.�sk = S� / {R/l)
CS,,,,�� = if T s T�, then Sp, /T(R/I)
Cs,maxz = if T> T�, then So�T�lT2(R/l)
C+s,m�nt = 0.044*Sos'I 2 0.01
X and Y
2.00
2.5Q
2.00
35.00
0.112 s
0.560 s
6.00 s
0.020
0.75
12ft
0.129 s
1.400
0.181 s
= 0.474
= 2.055
_ -n/a-
= 0.042
[per Table
[per Fabfe
�uto table lookups for R, Omego & Cd [per Table 12.2-1'
«< OMEGA can be reduced by 0.5 for fle�dble dfaphragms
per Tbl 12.2-1 footnote q"
[per ASCE 7-1
[§� �.a,
[§11.4,
[Flgures 22-12 lhru 22-1
« "ALL OiHER SFFiS fiystems" [Tahte 12.&
lable IOOkup »»»»»»»»»»> [Table 12.&
auto tabie lookup
�i�a «---� GOVERNS
[Eqn 12.&
[fable 12.8-
(§12.8.2. Eqn 12.8-
[ASCE §72.8.1.
[EQn 12.8-
[Eqn 12.&
[Eqn 12.&
[Eqn 12.&
C+s,minz = if S� > 0.6y ther10.50'S, /{R/I) _ - n/a - �e�ca Corresponds with ��,12.5_
value shown in lateral
Seismic Base Shear Coefficient: V= Cs W= 0.474 W design spreadsheets
below
File: J:111-Seatde12016 Projects116011-0239 Olympic Bulding T(ICalalatianslBase Shear Spreadsheets12012 IBC Base Shear Spreadsheet with Vertiical Distribu6on Diaph
Forces_CFS with Gypsum.�ds Seismi�ELF Base Shear ASCE7-10
Project No:
�uLi
E['1 G I 1'� E E R S
t6 011- 0239.00
Olympic Office TI
#:
HDK
te Address or fLatibidel8 �Lon�aitudel: »»»» > 18380 Olympic Ave S, Tukwila ,WA
[Lat47.437210] [Long:-122.251631]
Select "Site Class" per Geotechnical Repo�t»»»» > D 5e�+ �
Select General Nature of Occupancy »»»»»»»
�tISK CATEGORY based on Occupancy »»»»» >
IE = Seismtc Importance Factor =
[per 2012 IBC sec 1
Risk Cetegory II 81dgs (NOT Rlak Category I, III
or l�
II TYpical Buildina
1.00 (ASCE 7 Tabte 1
Obtain MAPPED ACCELERATIOfV PARAMETERS
53 = MCE Spectral Accel @ 0.2 5ec = 1.421 g
S, = MCE Spectral Accel @ 1.0 Sec = 0.530 g
Sds = Design Spectral Accel @ 0.2 Sec = 2/3SMs = 0•947 g
So� = Design 5pectral Accel @ 1.0 Sec = 2J3SM� = 0.530 g
SDC = Seismtc Deaipn Cataponr. = D
Select "BBSe 'B asic Building System" »»»»»»»
Select "SFRS" - Seismic Force Resisting System »»>:
Select Applicable Malysis Directfon(s) »»»»»»> >
R = Response Modiflcation Coefficfent =
S2o = System Overatrength Factor =
Cd = Defleetfon Amplification Factor =
Helght Llmitatfona (fi) _
To = Period, 0.2So��Sos =
Ts = Period, Sp�/S� _
T� = Select, Long Period, 7ransition Period =
C, = Seiect System Factor for Approx. Period =
x = Exponent Parameter for Approximate Period =
h = Height of Building (Approx- Mean Roof Ht) _
Ta = Approximate Period: Ta = Ct*(h„)x =
C„ = Coeff for Upper Limit on Calc'd Period -
'T,,,� = Max Fundamental Period: Tm� = TaC� _
Cs�k = .ipg � �R/��
CS,,,,�„� = if T<_ T�, then So� /T(R/I)
Cs,,,,,,a = if T> T�, then Sp�T�IT2�RII�
L's.m�ni = 0.044'Sps'I 2 0.01
ASCE 7 §11.4.1 USER
�anel sheatNing
system. See
spreadsheets �"8� c�,d n+� w�
n�� ��nd n,�, w�t
��r usas Eannq�a c�d n�rn� w�c
[per USGS EaM�queka Grotx�d Motbn We!
[per IBC Tables 1613.3.5.(1) &
Bea�ing Wali System�
i. Light-framed (CFS) walls sheathed
ith shear-rated wood struCtural
�nels or steel sheets
XandY
6.50 auto teble lookups for R, Omega & Cd
3.00 ��� OMEGA can be reduced by 0.5 for
per Tbl 12.2-1 footnote
4.00
65.00
0.112 s
0.560 s
6.00 s
0.020
0.75
12 ft
0.129 s
1.400
0.181 s
= 0.146
= 0.632
- -n/a-
= 0.042
[per Table t2.2-1
[per Table
[�r 7able
[per ASCE �
� (§� �
� (§11
� [Figures 22-12 thru 2:
�«"AlL OTHER SFRS Systems" (Tabie 12
table lookup »»»»»»>»»»» [Tabie 12
table lookup
��----- GOVERNS
(Eqn 12.&7]
(fable 12.8-1]
[§12.8.2. Eqn 12.8-7]
[ASCE §12.8.1.1j
[ERn 12.8-2]
[Eqn 12.&3]
[Eqn 12.6-4]
[Eqn 12.8-5]
C6,mi„2 = if S� > 0.6g then 0.50"S� /(R/I) _ - �/a - ��aa CORespO�dS wlth [Eqn 12.&6]
value shown in lateral
Seismic Base Shear Coefficient: V= Cs W= 0.'!46 W design spreadsheets
below
File: J:111-SeatUe12016 PmjectsN 6011-0239 Olympic Building TllCatatationsl8ase Shear Spreadsheetsi2012 IBC Base Shear Spreadsheet with Vertical Distribudan Diaph
Forces CFS with Rated Wood Shear Panels.xls SeismiaELF Base Shear A5CE7-10
No:
■� � �'
E I-! G 1 [�l E E R S
16 011- 0239.00
Olympic Office TI
#:
te Addness or Ratitudel � fLon�titudel: »>»»> > � 8380 Otympic Ave S, Tukwila ,WA
[l.at47.437210] [Long:-922.251631]
Select "Site Class" per Geotechnical Report»»»» » D seieM � g'�
Select General Nature of Occupancy »>»»»»»>
RISK CATEGORY based on Occupancy »»»»»
IE = Seiamic Importance Factor
[per 201216C sec
� Risk Cateyory 1181dgs (NOT Rlsk Category I,111
or 11n
> II Typicai Buildina
= ( 1.00 [ASCE 7 Table
Obtain MAPPED ACCELERATION PARAMETERS
Ss = MCE Spectral Accel @ 0.2 Sec = 1.421 g
S� = MCE Spectral Accel @ 1.0 Sec = 0.530 g
Sos = Design Spectral Acce1 � 0.2 Sec = 2/3S,,,� = O.S4T g
So� = Design Spactral Accef Q 1.0 5ec = 2/3SM, = 0.530 g
SDC = Seismic Design Catagory: _ � p
Select "BBS" S asic Building System" »»»»»»» >�Il Bearing Wall
Select "SFRS" - Seismic Force Resisting System »»>:
Se16Ct Applioable Analysis Direction(S) »»»»»»> >
R = Response Modiflcation Coefficient =
f2o = System Overstrength Factor =
Cd = Deflectlon Ampllficatfon Factor =
Height Limitadons (ft) _
7a = Period, O.ZS0I��DS =
Ts = Period, So,�sos =
T� = 5elect, Long Period, Transition Period -
C, = Select System Factor for Approx. Periad =
x = Exponent Parameter for Approximate Period =
h = Height of Building (Approx- Mean Roof Ht) _
Ta = Approximate Pertod: Ta = Ct*(h„)x =
C„ = Coeff for Upper Limit on Calc'd Period -
Tm,� = Max Fundamental Period: T,,,� = TeC„ _
ASCE 7 §11.4.t USER
� tilt panel latera9
See lateral � GrowM Motbn Wet
heets below
hquake Ground AAotlon Wel
(per USGS Esrthquake Ground Motia� Wd
(ptrr USGS Eerthquake GrourW Motion Wd
(per IBC Tabies 1613.3.5.(1) 8
[per Table 1
Intermediate precast (concrete) shea
alls {IPCSVII) (perTable 12.2-1]
...
XandY
4.00 auta tahte tookups for R, Omega & Cd [per Tabie 12.2-1]
2 5fl «< OMEGA can be reduced by 0.5 for fle�able diaphragms
per Tb! 12.2-1 footnote g"
4.00
40, «Height increase of 45ft pertnitted in single story
warehouses
0.112 s
0.560 s
6.00 s
Q.020
0.75
12ft
0.129 s
1.400
0.181 s
[per ASCE ;
caic�a [§11
�'d (§11
6dnG [Figures 22-12 thru 2
se�ec� <c "ALL OTHER SFRS Systems" [Table 12
auto lable lookup »»»»»»»»»»> [Table 12
input
table lookup
[Eqn 12.8-7
(Table 12.&1
[§12.8.2, Eqn 12.&7
(ASCE §12.8.1.1
Ca,caic = Sns� �w�) = 0.237 ca�c'd ee.---. GOVERNS [Eqn 12.8-2
Cg,1T1e„� = if T 5 T�, then So� !T(R/I) = 1.Q28 ca+o'c [Eqn 12.&3
CS,,,,�,Q = if T> T�, then So�T� /TZ(R/I) _ - n/a - caic�d [Eqn 12.8-4
Cs.rrunt = 0.044''Sps'I z 0.01 = 0.042 caicd [Eqn t2.8-5
Cs,mi„2 = if S� > 0.6g then 0.50'S, /{R/I) _ - n/a - �a�o�d CorreSponds with [Eqn 12.8-6
vafue shown in lateral
Seismic Base Shear Coefficient: V= Cs W= 0.237 W design spreadsheets
below
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LOADS
DL = � � psf
CS (GWB SHTHG)
CS (APA SHTHG�
CS (TILT-PANELS)
AREA 1
Area = 1352 sf Weight = 14872 #
0.474 VS = 7049 �
0.146 VS = 2171 �
0.237 VS = 3525 �i
SHEAR WALf. CAPACITY shear'° spreadsheets
above.
�max = 12.5 FT
LR to maintain 2:1 H/W ratio (2:1 for GWB sheathing and is worst case)
L,,,;,, = 6.25 FT *Minimum length of wall without reducing capacity
"Can reduce capacity up to 2W/H, or increase demand by H/2W
P� AISI 5213-07
� = 0.6 •Seismic (C�S Studs) {G = 0.8 •Seismic (Wood Sfuds)
GWB Sheathing, double-sided only, Over CFS Studs
6/16/1S
HDK
7/7 Pattern = 290 plf x 2 sicies x 0 = 348 plf
4/4 Pattern = 425 plf x 2 sides x 0 = 510 p}f
8/12 Pattern = 120 plf x 2 sides x OJ = 192 plf (2) layers on Wood Studs C�? 16" oc min
APA Rated Structrual panels
C�? 6" oc = 780 plf x Q1 = 468 plf
SHEAR WALL CONNECTION TO SLAB
sl = 2.5 'Seismic ASD
Wr„a: = 850 PLF "`Maximum of sheathing options (GWB muEfiplied by 2)
w,uo - 34p PLF 'Maximum at Allowable Stregnth Design Level
usH� = 310 # 'For Hilti 5/16 X-U Powder Actuated Fastener with 1 1/4" Embed
*Minimum of 310# into 3000psi conc 8� 445# thru 20 gage steel
S = Id.9 IN 'Required Spacing
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Grid 1.2
Trib = 6�6 sf
Percent Total Area = �
Choose System => APA Rated Panel
LW = 26.0 FT
Choose Sheathing => APA Panel � 6"oc
OVERTURNING
LW = 6.5 FT
HW = 12.0 FT
Wp� = 166 PLF
Mo = Wswx LW x Hw
MR = Wo� x LW x LW/2
Uplift = Mo - MR / LW
Grfd 2.5
= 3257 FT-#
- 3507 FT-#
= No Uplift
Trib = 676 sf Percent Total Area = 509b
Choose System => �APA Rated Panel
LW = 23.0 FT
Choose Sheathing => ApA Panel C� 6"oc
OVERTURNING
LW = 6.0 FT
H W = 12.0 FT
Woi = 166 PLF
W� = 7436 #
VS = 1086 #
w� = 42 PLF
w� = 468 PLF
W�� = 7436 #
VS = 1086 #
�'sw = 47 PLF
b/16/16
HDK
OK
6% DCR
w„�i = 468 PLF OK
7� DCR
Mo = WsWx LW x Hw = 3399 FT-#
Ma = Wo� x LW x LW/2 = 2988 FT-#
Uplift = Mo - MR / LW = 68 # Upliff Minor, Acceptable
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Grid 1.2
Trib = 676 sf
AREA 1
Percent Tota1 Area = 50%
Choose System => GWB Sheathing
LW = ' 26.0 FT
Choose Sheathing => GWg @ 7/7
OVERTURNING
�W = b.s �r
HW = t2.o �r
Wp� = 166 PLF
►`�o = wswx LW x Hw
Me = �No� x LW x LW/2
Uplift = Ma - MR / LW
Grfd 2.5
– 10574 FT-#
_ �
1087
6/16/t6
HDK
W,�� = 7436 #
VS = 3525 �
wsw = 13b PLF
w� = 348 PLF OK
27% DCR
�erefore, us� APA rated
nel sheathing instead
GWB sheathing
Design for Upliff
Trib = 676 sf Percent Total Area = 50% W,�� = 7436 #
Choose System => GWB Sheathing
LW = ' 23.4 FT
Choose Sheathing => GWB Q 7/7—�
OVERTURNING
Lw = 6.0 FT
Hw = � 2.o FT
Woi = 1 bb PLF
Mo = Wswx LW x HW
Ma = �No� x LW x Lw/2
Uplift = Mo - MR / Lw
VS = 3525 #
Wsw = 153 PLF
w,,�� = 348 PLF OK
31% DCR
��erefore, use APA rated
nel sheathing instead
GWB sheathing
= 11034 FT-# �
= 1341 # Design for Uplift
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Grid 6.2
Trib = 676 sf Percent Total Area = 50%
Choose System => APA Rated Panel ,
Lw = 47.0 FT
Choose Sheathing =>r APA Panel @ 6"oc
OYERTIJRNING
Lw = 47.0 F1'
Hw = 12.0 FT
Wo� = 287 PLF
Mo = Wswx LW x HW
MR = Wp� x LW x Lwl2
Uplift = Mo - MR / LW
Grfd A.3
= 13028 PT-#
= 316992 FT-#
= No Uplift
Trib = 676 sf Percent Total Area = 50%
Choose System => APA Rated Panel
LW = 16.0 FT
Choose Sheathing => APA Panel C�J 6"oc
OVERTURNING
L�, = 16.0 FT
H W = 12.0 FT
WaE = 265 PLF
Ma = W� = 13028 FT-#
N�� = We��--�-.;� = 33920 FT-#
Uplift = MA—AhR-�,,, = No Uplift
b/16/t6
HDK
W��, = 7436 #
VS = 1086 #
Wsw = 23 PLF
w,� = 468 PLF OK
3� DCR
1N,�, = 7436 #
�S = 1086 #
Wsw = 68 PLF
w„� = 468 PLF OK
10% DCR
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AREA 1
Trib = 676 sf Percent Total Areo = 50%
Choose System => GWB Sheathing
�w = 47.0 Ff �
Choose Sheathing => GWB @ 7/7
OYERTURNING
Lw = 47.0 FT
Hw = 12.0 FT
Wo� = 287 PLF
Mo = WsWx LW x HW
MR = Wp� x LW x LW/2
Uplift = Mo - MR / LW
G d .3
16011-0234
6/16/16
HDK
W„��, = 7436 #
VS = 3525 #
Wsw = 75 PLF
w� = 348 PLF OK
15� DCR
ng APA rated pane
athing, but incfude
c�eck far alternate
tem #or �reference
= 4229G Fi-#
- 316992 FT-#
= No Uplift
Trib = 678 sf Percent Totai Area = 50� W,�� = 7436 #
Choose System => GWB Sheathing
LW = l 6.0 FT
Choose Sheathing => GWB @ 7/7
OVERiURNING
L� = 16.0 FT
H�, = 12.0 FT
WaE = 265 PLF
VS = 3525 #
Wsw = 220 PLF
w„� = 348 PLF OK
44% DCR
Me = W�c�,,, = 42296 FT-#
Ma = WaE-�t-l�ac�y,�/� = 33920 FT-#
Uptift = MA—AA�L�,,, = 523 # Design for Uplift
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STRAP DEStGN
" Choose wont case based on shear wail design and input value and reason
VWORST — � 8O% # Reason
Input/Select Strap Information
6/16/18
HDK
= Worst Case based on Shear wail Design Pages for APA rated panel sheathing
Inpute Dimensions to increase load �or strap angle
L = 47 F7
W = 27 Ff
TS� = 2084 #
MIL = 54 MIL --> t= 0.0566 IN
Fy = 50 KSI
{bT = OFrAc = �FYwt —> w = T� / Q1FYt �1=, 0.6
w��a = 1.23 IN �Minimum width of strap at selected inputs
SPLICE
T,up = TnR,� x 0.7 = 1459 # � ASD Level Strap Load
Select Screw Size #! 12 SCREW ' Alwoys use Fy = 50 KSI straps MIN
�scaew = 562 #/SCREW • At chosen MIL for strap
NoscR�v = 2.6 SCREWS • Minimum Number of Splice Screws
END CONNECTION
* Always assume 54 MIL and Fy = 50 ksi for gusset plate and use same screw size for splices
' Splice connection is used for strap to gusset plate, this calc is for gusset to rim tracks
TEND — VWORST X O.% _ � Z6J #
V�� = 562 #/SCREW
Noscaew = 2.3 SCREWS
' ASD Level Shear Line Load
` Minimum Number of Splice Screws
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CONNECTION TO EA IOIST
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16011-0239
' Connection at 24" oc s acing, input length of joist to determine seismic fibutary for each joist
CS = 0.146 • Assumes GWB controls, override if no GWB sheathed walls
Length = 27.0 Ff ' Length of joist that contributes to seismic mass
Screw = #8
�scRew = 333 # • Assumes 54 MIL minimum for strap and joist
T�o,�T = 2' x Length x 11 PSF x CS = 86.7 #
Demand < Capacity, OK!!!
GUSSET PIATE BEOCK SHEAR
TsrrtnP =
Fy =
Fu =
0=
4=
S�W =
DiaHo�e =
ROWS =
t9�f =
#screws =
2084 #
50 KSI
65 KSt
0.75
1.51N
1.OIN
0262 I N
2
0.0566 IN
6
• LRFD Levei Strap Load
* Use Fy = 50 ksi gusset plate min, or override
"End length from first screw hole to end of gusset
" Spacing between screw holes
• Screw hole diameter
' Number of rows of screws, assumes 3" spacing between rows
• Thickness of gusset
" Chosen number of screws for spliCe connection
A�� _(I.e +(#S�/ROWS) x SRaW) x t�, = Q.255 IN�2 ' Gross shear area
�v = Acv - I(#�/ROWS-0.5} x DiaH� x t9��t� = 0.218 IN�2 • Net shear area
A�T = 3in x tfl„tte1 = 0.170 IN�2 ' Gross tension area
A�,T = A�T - Dia„o� x te„�, = U.155 tN�2 • Net tension area
0Rn = q}(0.6FuAr,� + FuAr,rj = 13.9 KIP
< / _ �(O.6FyA�� + FuAM) = 13.3 KIP
Demand < Capacity, OK!!!
6/16/16
NDK
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LOADS
�L = 11 psf
CS (GWB SHTHG�
CS (APA SHTHG)
CS �TILT-PANELS)
AR�EA 2
Area = 2250 sf
= 0:474 VS =
- 0.146 VS =
= 0:237 VS =
Weight =
See "distribution of
SHEAR WAEL CAPAClTY shear" spreadsheets
above.
Wmax = 12.5 FT
LR to mdintain 2:1 H/W ratio (2: i for GWB sheathing and is worst case)
Lm� = 6�[ .25LFT�
Per �11SI S213-07
'Minimum length of wail wiihout reducing capacity
"Can redu�e capacity up to 2W/H, or increase demand by H/2W
� = 0.6 `Seismic �CFS Studs) � = 0.8 •Seismic (Wood Studs)
GWB Sheathing, double-sicied only, Over CFS Studs
7/7 Pattem = 290 plf x 2 sides x f� _
4/4 Pattem = 425 plf x 2 sides x QS =
8/12 Pattern = 120 pEf x 2 sides x fd =
APA Rated Structrual Panels
6/t6/16
HDK
(2) layers on Wood Studs � 16" oc min
Q 6" oc = 780 plf x 0 =[4681pJ
SHEAR WALL CONNECTION LO SLAB
f� = 2.5 "Seismic ASD
Wmax =[8501PL� `Maximum of sheathing options (GWB mulfiiplied by 2)
Wnso =�340jPL'� 'Maximum at Allowable Stregnth Design Level
Vsr+�,a = 310 # 'For Hilti 5/16 X-U Powder Actuated Fastener with 1 1/4" Embed
•Minimum of 310# into 3000psi conc 8� 445# thru 20 gage steel
S = (:pt9 IN `Required Spacing
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L ADS
DL = � 1 psf
CS (GWB SHTHGI
CS (APA SHTHG)
CS (TILT-PANELS)
AREA 2
Area = 2250 sf
= 0.474 VS =
- 0.146 VS =
= 0.237 VS =
Weight = � < ��Si1� ���
SHEAR WALL CAPACITY `�—�shear�� spreadsheets �
�above.
Hmax = 12.5 FT
LR to maintain 2:1 H/W ratio (2:1 for GWB sheathing and is worst case)
Lm;� = b,?�i,pi "Minimum length of wall without reducing capacity
*Can reduce capacity up to 2W/H, or increase demand by H/2W
6/16/16
HDK
Per AISI 5213-07
�6 = 0.6 sSeismic (CFS StudsJ {� = 0.8 *Seismic (Wood Studs)
GWB Sheathing, doubfe-sided anly, Over CFS Studs
7/7 Pattem = 290 plf x 2 sides x 0 = 348 p�;;
4/4 Pattem = 425 plf x 2 sides x 0 = 1 p�'
8/12 Pattem = 120 pif x 2 sides x Q� _;'�"�� p�, (2� layers on Wood Studs � 16" oc min
APA Rated Structrual Panels
Q 6" oc = 780 plf x 0 = 41�$ p�' ;
SHEAR WALL CONNECTION TO SLAB
il = 2.5 "Seismic ASD
wmoX = g5(j pkl= `Maximum of sheathing options (GW8 multiplied by 2j
wnso = 340 PLF `Maximum at Allowable Stregnth Design Level
VSHEAR = 3� O# 'For HiEti 5/16 X-U Powder Actuated Fastener with 1 1/4" Embed
*Minimum of 310# into 3000psi conc & 445# thru 20 gage steel
S = 1p,9IN sRequired Spocing
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Grid 5.1
Trib = l l25 sf
AREA 2
Percent Total Area = 503'0
Choose System => APA Rated Panel
LW = 40.0 FT
ChooSe Sheathing => APA Panel Q 6"oc
OVERTU�tNING
Lw = 12.0 FT
H W = 12.0 FT
Wo� = 227 PLF
Mo = W�,,,x LW x HW
Ma = Wo� x LW x LW/2
Upfift = Mo - MR / LW
Grid 6
= 6504 F1'-#
= 16308 FT-#
= No Uplift
Trib = 1125 sf Percent 1`otal Area = 50%
Choose System => Concrete Tlt-Panels
'•Concrete Panels Checked by Hand*'
LW = 50.0 F1'
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�o = �swX �w X Hw — �8�6�T�k
n*R = �pt X Lyy X LW/2 = � n�nTzvz ��r�- r
�►# _ �o - MR / �w = ae-k�4i#�
b116/16
HDK
�N�� = 12375 #
vs = 1807 #
Wsw = . 45 PLF
w� = 468 PLF OK
7! DCR
W,a�E,, = 12375 #
VS = 2933 #
Wsw = 59 PLF
�nu = � �
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Grid 5.1
Trib = 1 ] 25 sf
Percent Total Area = 50%
Choose System => GWB Sheathing
LW = 40.0 FT
Choose Sheathing => GWB @ 7/7
OV�RTURNING
Grid 6
�W = i 2.0 �r
HW= �2.o�r
Wp� = 263 PLF
W,��, = 12375 #
VS = 5866 #
Wsw = 147 PLF
w� = 348 PLF
6/16/16
HDK
OK
29% DCR
�ererore, use ANA ratE
nei sheathing ins#ead
GWB sheathing
Mo = Wswx Lw x HW = 21117 F1'-# /
Ma = Wo� x LW x LK,/2 = r(�
Uplift = Mo - MR / Lw - 185 # Design for Upliff
Trib = 1125 sf Percent Total Area = 50%
Choose System => Concrete Tilt-Panels
•'Concrete Panels Checked by Hand*'"
LW = 50.0 FT
=> G�lB-�-�-/�
�w = �
�w = �
�oi = �-bb-RL-�
Mo = WSWx LW x Hw = '°��,-r
AAR =�� x LW X Lw/2 = ��6�4�-F�#
1�4i#� = A�lo - MR / R�w = �Je-�4►#
W,��,, = 12375 #
VS = ' 2933 #
wsW = 59 PLF
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Grid C
Trib = 1125 sf Percent Totat Area = 50%
Choose System => APA Rated Panel
LW = 45.0 Ff
Choose Sheathing =>r APA Panel Q b"oc
OVERTURNING
Lw = 45.0 FT .
Hw = 12.0 FT
Wot = 166 F'LF
Mo = W5�„x LW x HW
MR = Wo� x Lw x LW/2
Uplift = Mo - MR / Lw
GrdA
= 21681 FT-#
= 168075 FT-#
= No Uplift
Trib = 1125 sf Percent Total Area = 50�
Choose System => Concrete Tilt-Panels
««Concrete Panels Checked by Hand"�
I.w = 45.0 FT
C—I�e„ .. ��-m;�.:,;�;:,g =� ��
0
ha = �
I�w = ',�,T
� _ "`�o"-
�o = �SNd�W - ��oc�coror�,—r�
�R = � �� _ �—#
k�l+## = Ar1A—�a�-f�iv = �
6/16/16
�iDK
W,��,, = 12375 #
VS = 18Q7 #
Wsw = 40 �LF
w�� = 468 PLF OK
6� DCR
WAREA = I23%S 4E
VS = 2933 #
�^/sw = 65 PL�
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lateral
Grid C
i'rib = 1125 sf Percent Total Area = 50�
Choose System => GWB Sheathing
L�,, = 45.0 FT
Choose Sheathing => GWg (c� 7/7 �
OVERTURNING
�w = 45A FT
HW = 12.0 FT
W� = 166 ('l�
Mo = WsWx LW x Nw
MR = Wp� x Lw x lW/2
Uplift = Mo - MR / LW
Grid A
16011-0239
6/16/lb
HDI(
W��, = 12375 #
VS = 5866 #
Wsw = 130 PLF
w� = 348 PLF OK
26% DCR
using ArA rated pane
sheathing, but include
the check for alternate
system for reference
= 70389 FT-#
= 1 b8075 FT-#'
= No Uplift
Trib = 1125 sf Percent Total Area = 50�
Choose System => Concrete Tilt-Panels
"Concrete Panels Checked by Nand*'
LW = 45:0 FT
�eese-S#�ee#k�iag �
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M� _ ��;;,-�L.w,d�
�# = MA—�-l-�v
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= Ne�li#.!
W,��, _ ' 12375 #
VS = 2933 #
Wsw = 65 PLF
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STRAP DESIGN
AREA 2
' Choose worst case based on shear wall design and input value and reason
�woRST = 1807 # Reason
V,,,�
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fnput/5elect Strap Information
MIL = 54 MIL --->
�T = q1FYA� = �FYwt —>
6/]6/tb
HDK
-' Worst Case based on Shear wall Design Pages for APA rated panel sheathing
Inpute Dimensions to increase load for strap angle
L = 45 FT
W = 50 FT
T� = 2701 #
t = 0.0566 IN
F„ = 50 KSI
w = T� / �FYt
fb = 0.6
wa��p = 1.59 tN •Minimum width of strap at selected inputs
SPLICE
TlSD — TSTRAP X O.% _ �89� # * ASb E.evel St�ap load
Select Screw Size # a 2 SCREW • Always use Fy = 50 KSI straps MIN
�scRew = 562 #/SCREW • At chosen MIL for strap
NoscREvv = 3.4 SCREWS • Minimum Number of Splice Screws
END CONNECTION
"` Always assume 54 MIL and Fy = 50 ksi for gusset plate Qnd use same screw size for splices
• Splice connection is used for strap to gusset pfc�te, this calc is for gusset to rim tracks
TEND — VWORSi X O.% _ � ZE)S #
VscRt�v = 562 #/SCREW
NoscR�a, = 2•3 SCREWS
"ASD Level Shear Line Load
` Minimum Number of Splice Screws
�
�
�
� _
� n � E n E E R�
Olympic Office TI
lateral
CONNECTION TO EA JOIST
J:\l ISea1Ne\2016 Projech\1601 l-0239 Olympic BuAding TI�Calculatlorn\I�� Ceqing il lateral Olym�c Bldg n Area 2�dszJStrap Design PG 2
2
16011-0239
' Connection at 24" oc s acing, input length of joist to determine seismic tributary for each joist
CS = 0.146 "` Assumes GWB controis, override if no GWB sheathed walls
Length = 29.0 FT ' Length of joist thaf contributes to seismic mass
Screw = #8
�scRew= 333 # "/�ssumes 54 MIL minimum for strap and joist
T�oisr = 2' x Length x 11 PSF x CS = 93.1 #
Demand < Capacity, OK!!!
GUSSET PLATE BLOCK SHEAR
TsrRnP =
Fy =
Fu =
93 =
�_
SRow =
d�aHOlE —
ROWS =
t9�f =
#:�re� =
2701 #
� SO KSI
65 KSI
0.75
1.51N
1.OIN
0.262 IN
2
0.0566 IN
6
' LRFb Level Sfrap Load
• Use Fy = 50 ksi gussefi plate min, or override
" End length from first screw hole to end of gusset
• Spacing between screw holes
• Screw hole diameter
' Number of rows oi screws, assumes 3" spacing between rows
* Thickness of gusset
• Chosen number of screws for splice connection
AG� _(L0 +{#��8�/ROWS) x SRaW) x tg�et = 0.2551N�2 * Gross shear area
Ar,v = Acv -((#�/ROWS-0.5J x Dic�Ho� x t9„�r� = 0.218 IN�2 " Net shear area
A�T = 3in x tg„ne� = 0.170 IN�2 "Gross tension area
AN7 = AG7 - DIqHOLE X tguaet = 0.155 IN�2 ' Net tension area
0Rn = �(0.6FuA,.,� + FuAr,T) = 13.4 KIP
< / _ �(0.6FYA�v + FuANrJ = 13.3 KiP
Demand < Gapccity, OK!!t
6/16/i6
FIDK
u�
�w
�
�■i■■■
GRAVITY DESIGN
- Project Name: False Ceiling Joists_Olympic Bidg Tt
Model: 600S 162-54
Code: 2Q07 NASPEC [AISI S104-2007j
22.00
_—i .. - . _ .;
� r � x ��
�l T�f�
R1 R2
19:00
Section : 600S162-54 Single C Stud
Maxo = 2527.1 Ft-Lb Moment of Intertia, i= 2.86 in"4
Loads have not been modified for strength checks
Loads have �ot been modified for deflection calculations
Flexural and Deflection Check
Mmax Mma� �p�s
Span Ft-Lb Maxo Ft Lb
Span 992.7 0.393 992.'i
Distortional Bucklinq Check
5pan � K-phi Lm Brac Ma-d
Ib-in/in in Ft-L.b
Span 0.00 228.0 2158.3
Combined Bendins� and Axial Load Details
AXiel Lcl Bracing(in)
Span (ib) KyLy KtLt
Span 200.0(c) 48.0 48.0
Page 7 of 1
Date: O6/22/2016
Simpson Strong-Tie� CFS DesignerT"' 1.5.0.0
Reactions
Support Reactions (Ib)
R1 2Q9.00
R2 209.00
Shear and Web Crippiin� Checks
Bending and Shear 7.4% Stressed �d R2
(Unstiffened):
Bending and Shear N/A
(Stiffened):
Web Stiffeners No
Required?:
Fy = 50.0 ksi
Va = 2822.9 Ib
Bracing Ma(Brc) Mpos/ Deflection
(in) Ft-Lb Ma(Brc) (in) Ratio
4�8.0 2079.5 0.477 0.764 fJ298
MmaxJ
Ma-d
0.460
Max K=phi Lm Bracing Ailow Intr.
KL/r (Ib-in/in) (in) Ioad(Ib) P/Pa Value
101 0.0 � 228.Q 4271.9(c) 0.05 0.52
SIMpSONSTROtdG•TIE COh�PANYINC. www.strongtie.com
Projed Name: False Ceiling Joists_Olympic Bldg TI
Model: BUOS 162-54
Code: 2007 I�ASPEC [AISI S100-2007)
22.00
—► 1�—
C� t�
R1 R2
25.00
Section : 800S162-54 Single C Stud
Maxo = 3Q65.9 Ft-Lb Moment of Intertia,l= 5.60 in"4
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check
Mmax Mmax/ Mpos
Span Ft-Lb Ma�co Ft-Lb
Span 1718.7 0.561 1718.7
Distortional Bucklins� Check
Span K-phi E.m Brac Ma-d
Ib-Win t� Ft-W
Span 0.00 300.0 2734.3
Combined Bendins� ancE Axial Load Details
�4x�a1 �d Bracing(in)
Span (Ib) KyLy KtLt
Span 300.0(c) 48.0 �18.0
Page 1 of 1
Date: 08/22/2016
Simpson Strong-Tie� CFS DesignerT"' 1.5.0.0
Reactions
Support Reactions (ib)
R1 275.00
R2 275.00
Shear and Web Criaoiin4 Checks
Bending and Shear 13.1 % Stressed
(Unstiffened): qQR2
Bending and Shear N/A
(Stiffened):
Web Stiffeners No
Required?:
Fy = 50.0 ksi
Va = 2091.3 Ib
Bracing Ma(Brc} Mpos/ Deflection
(in) Ft-F�b Ma(Brc� (in) Ratio
48.0 2781.2 0.618 1.171 U256
Mrria�c/
Ma-d
0.679
Max K-phi Len Bracing Allow Intr.
KGr (Ib-in/in) (in) load(Ib) P/Pa Value
102 0.0 300.0 4468.6(c) 0.07 0.70
- - -- ---- -. . _ . _ _ ._ _
SIMPSON STRONGTIE COMPANY INC. www.strongtie.com
Projec� r�ame: False Ceiling Joists Olympic Bidg TI
Mode�: 1000S162-54
Code: 2007 NASPEC [AISI S100-2007]
22.00
—► �—
� r■�
R1 R2
l—_. _ I
29.00
Sectlan r 1000S162-54 Single C Stud
M�xar = 3922.2 Ft-Lb Moment of Intertia, I � 9.39 in"4
Loads have not besn modified for strength checks
Loads have nat been modified for deflection caiculations
Flexural and Deflection Check
Mmax Mma� Mpos
Span Ft-Lb Maxo Ft-Lb
Span 2312.8 0.590 2312.8
Distortional Bucklina Check
gpa�, K-phi Lm Brac Ma-d
Ib-in/in in FhLb
Span 0.00 348.0 3364.1
Combined Bendins� and Axial Load Detaiis
Axlal Ltl Bracing(in)
3pan (Ib) KyLy KtLt
Span 400.0(c) 48.0 48.0
Page 1 of 1
Date: O6/22/2016
Simpson Strong-Tie� CFS DesignerT'" 1.5.0.0
Reactions
Support Reactions (Ib)
R1 319.00
R2 319.00
Shear and Web Crinplinst Checks
Bending and Shear 19.2% Stressed
(Unstiffened): p�R�
Bending and Shear N/A
(Stiffened):
Web Stiffe�ers No
Required?:
Fy = 50.0 ksi
Va =1660.8 Ib
Bracing Ma(Brc) Mpos/ peflection
(in) Ft-Lb Ma(Brc) (in) Ratio
48.0 3534.0 0.654 1.264 U275
Mmax/
Ma-d
0.687
Max K-Ph� Lm Bracing Allow Intr.
KUr (Ib-in/in) (in) load(Ib) P/Pa Value
98 0.0 348.0 4869.5(c) 0.08 0.77
- ----- - - _ - -
SIMPSON 5TRONG•tIE COMPANY INC. www.strongtie.com
_ Project Name: False Cei{ing Joists Olympic Bldg Tf
Model: 1200S162-54
Code: 20Q7 NASPEC [AISI S100-2007]
24.00
, , 1--
�--�- -�--_-- - -- -- --- - = �
R1 R2
33.00
Se�tion : 1200S162-54 Single C Stud
IVfaxo = 4776.1 Ft-Lb Moment of intertia, I=14.30 in"4
loads have rtot been modi�ed for strength checks
�.oads have not been modified for deflection calculations
Flexural and Deftection Check
Mmax Mmax! Mpos
Spar� Ft-Lb Maxo Ft-Lb
Span 3267.0 0.684 3267.0
aistortional Bucklina CE�eck
Span K-phi Lm Brac AAa-d
Ib-in/in In Ft-Ltt
Span U.00 396.0 3896.4
Combined Bendin� and Axial Load betails
IUcial Lcl Bracing(in)
Span (Ib) KyLy KtLt
Span 400.0(c) 48.0 48.0
Page 1 of 1
Date: 06/22/2016
Simpson Strong-Tie� CFS DesignerT"' 1.5.0.0
Reactians
Support Reactions (Ib}
R1 396.00
R2 396.00
Shear and Web Cripplinq Checks
Bending and Shear 28.8% Stressed
(Unsiiffened): @R1
Bending and Shear iV/A
(5tiffened):
Web Stiffeners Yes @R1,R2
Required?:
Fy = 50.0 ksi
Va =1377.41b
Bracittg Ma(Brc) Mpos/ Deflectlon
(En) Ft-Lb Ma(Brc) (in) Ratio
48.0 4251.2 0.768 1.518 U261
Mmaxl
Ma-d
0.838
M� K-phi Lm Bracing Aliow Intr.
KIJr (Ib-in/in) (in) load(Ib) P/Pa Value
99 0.0 396.0 5001.4(c) 0.08 0.92
_ _ -- -----.. __ ... _ . ..
Sft: PSON STRONG TIE COC"PANY I�fC. www.strongde.com
. Project Name: Faise Ceiling Jaists_Olympic Bidg TI
Model: 600S162-54 @ 24" OC (stud wall)
Code: 2007 NASPEC [AIS! S100-2007]
10.00
II
u
z
N
Page 1 of 1
Date: 06/22/20'!6
Simpson Strong-Tie�l CFS Designer''"' 1.5.0.0
____ ._..._ ... ..... -
Reactions and Connecttons
Number of Conneetors Required at each Reaction: 1
No. ort No. of
Simpson Req'd Req'd #
Strong-Tie screws to 12-14
Support Reac�ion (Ib) Connector stud Anchors
R1 35.00 No SoluGons - -
R2 35.00 SC845.5 2 2
1'otal Vertical 3hear Cavried by Connectors (Ib) : 0
Brid�inq Connectors - Desian Method = AIS{ S1C0
Simpson Strong-Tie
SpaNCantiLever Bridging Connector Stress Ratio
7.00 Span N/A -
Shear an� Web Griooifns� Checks
Bending and Shear (UnsUffened): 1.2% Stressed �a RZ
Bending and Shear (Sttffened): N/A
Web Stiffeners Raqufred?: No
Sect'ron : 6DOS162-54 Singie C Stud _
Ma�co = 2527.1 Ft-Lb Moment of Itrtertia, I= 2.86 in^d
Loads have not been mod�ed for strength checks
Loads have been muitiplied by OJO for deflectfon calculations
Reactions have been multiplied by 1.0 for opposite load direction for connedion design
Flexural and Deflection Check
Mmax Mmaxl Mpos Bracing Ma(BrcJ
5part Ft-Lb Maxo Ft-Lb (in) Ft=Lb
Span 87.5 0.035 87.5 Full 2527.1
Distortiorral Bucklins� Check
Span K-phi Lm Brac Ma-d Mmax/
Ib-iMn in Ft-Lb Ma-d
Span 0.00 120.0 2158.3 0.041
Combined Bendina and Axisl Load Details
Fy = 50.0 ksi
Va = 2822.9 Ib
Mpos/ Deflection
Ma(Brc) (i�) Ratio
0.035 0.013 U9184
Axia� �d Bracin9���) Max K-phi � Bracing AIlow Intr.
Span (Ib) KyLy KtLt KUr (Ib-infin} ((nj load(Ib) P/Pa Value
Span 496.0(c} Full Full 53 0.0 120.0 7459.0(c) O.Q7 0.11
- - - ------ __ . _ . - __- ----
SiMPSON STROMG•TIE COMPANY INC. www.strongtie.com
MISCELLANE�US
J =DC1
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PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0205
PROJECT NAME: MAKE READY SPACE
SITE ADDRESS: 18370 OLYMPIC AVE S
X Original Plan Submittal
Response to Correction Letter #
DATE: 07/27/16 �
Revision #
Revision #,
before Permit Issued
after Permit Issued
DEPARTMENT5:
'� ,�� �'3` I�M A��1G �• �6� �� �lw ��2• lu
Bui ing rvision Fire Prevention Planning Division �
� 5 hlw `1 �2b.
Public Works � Structural � Permit Coordinator �
PRELIMINARY REVIEW: DATE: O%�2g�16
Not Applicable � Structural Review Required �
(no approval/review required)
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: O8/25 /16
Approved
❑ Approved with Conditions �
Corrections Required �
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Denied �
(ie: Zoning Issues)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/1 R/2013
BOYCE CONSTRUCTION INC
liarne Espa�3ot Cont��c1:
Safety & Health
Washingt4n State Repartment irf
L��or & I�dus�tries
BOYCE CONSTRUCTION INC
Owner or tradesperson
Principals
BOWELL, ROBERT
BOWELL, SHERI
Doing business as
BOYCE CONSTRUCTION INC
Pa�e 1 of 2
iSearch L&i --) ��..3 �:.�n!
:1-'L Indcx f telt> b4y L8:I
Claims & Insurance Workpiace Rights Trades & Licensing
628 SOUTH BRANDON STREET
SEATTLE, WA 98108
206-264-8085
KING County
WA UBI No. Business type
601 538 339 Corporation
Governing persons
ROBERT
A
BOWELL
SHERI LUCILLE BOWELL;
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
___._..._. __.........._......... _.._.__.........
Meets current requirements.
License specialties
GENERAL
License no.
BOYCECIO66QQ
Effective — expiration
11/18/1994— 01/21/2018
Bond
DEVELOPERS SURETY & INDEM CO
Bond account no.
178017C
Received by �&I
12/07/2001
Insurance
Nationwide Mutual Ins Co
Policy no.
ACPACT07524265684
Received by L&i
07/14/2016
Insurance history
Savings
No savings accounts during the previous 6 year period.
$12,000.00
Effective date
11/18/2001
Expiration date
Until Canceled
$1,000,000.00
Effective date
11/18/2013
Expiration date
11/18/2017
�US-n q�' f� S�
Help us improve
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601538339&LIC=BOYCECI066QQ&SAW= 10/4/2016
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GENERAL NOTES
1. SEE SHEET A7.1 FOR SUSPENDED CEILING INSTALLATION NOTES AND DETAILS.
2. BEFORE STARTING ANY WORK, CONTRACTOR SHALL FIELD VERIFY EXISTING
CONDITIONS. IF THERE ARE EXISTING BUILDING OBSTRUCTIONS AND CEILING
FIXTURES, LEVEL CHANGES, SOFFITS, ETC., CANNOT BE INSTALLED WHERE
INDICATED, OR IF THERE ARE ANY CONFLICTS OR DISCREPANCIES, CONTRACTOR
SHALL NOTIFY AND OBTAIN CLARIFICATION FROM THE ARCHITECT IN WRITING
BEFORE PROCEEDING WITH ANY PART OF THE CEILING OR RELATED WORK.
3. THE GENERAL CONTRACTOR AND HIS SUBCONTRACTORS SHALL RE RESPONSIBLE
FOR UPDATING FIRE AND LIFE-SAFETY SYSTEMS AS REQUIRED PER NEW WALL
LAYOUT AND CURRENT CODES.
4. PROVIDE SMOKE DETECTORS THROUGHOUT TENANT AREAS IN ACCORDANCE WITH
IFC AND LOCAL CODE REQUIREMENTS.
5. LOCATE ALL LIGHT FIXTURES, SPEAKERS, LIFE-SAFETY DEVICES, ETC., IN STRAIGHT
LINES AND IN CENTER OF CEILING TILES, U.N.O.
6. ALL CEILING MOUNTED DEVICES SHALL BE WHITE U.N.O
7. LOCATE CONTROLS AND MECHANICAL SYSTEMS THAT NEED ACCESSING OVER
ACOUSTICAL CEILING TILE AREAS. DO NOT PLACE ANY ABOVE GYPSUM BOARD
CEILINGS, UNLESS APPROVED BY ARCHITECT.
8. ALL ACCESS PANELS IN GYPSUM BOARD CEILINGS SHALL BE FRAMELESS;
LOCATIONS SHALL BE COORDINATED WITH ARCHITECT. GROUP DEVICES TO
MINIMIZE THE NUMBER AND SIZE OF ACCESS PANELS.
9. ALL CONDUITS, BOXES, DUCTS, HVAC UNITS, PIPES, ETC., SHALL BE INSTALLED AS
HIGH AS POSSIBLE, NOT LOWER THAN 8" ABOVE LINE OF HIGHEST FINISHED
CEILING.
10. THERE SHALL BE NO COMBUSTIBLE MATERIALS IN THE PLENUM SPACE.
11. WHEN MULTIPLE SWITCHES OCCUR IN CLOSE PROXIMITY GANG UNDER SINGLE
SWITCH PLATE.
12. FURNISH AND INSTALL NEW THERMOSTATS AS REQUIRED. INSTALL CLOSE TO DOOR
OPENINGS, DO NOT INSTALL IN CENTER OF WALL. ARCHITECT AND CLIENT TO
APPROVE ALL LOCATIONS.
13. ALL LIGHTS TO BE CONTROLLED BY MOTION SENSOR. PROVIDE OVERRIDE SWITCH
AT ALL CONFERENCE ROOMS.
14. ALL LAMPS SHALL BE IDENTICAL FROM ONE MANUFACTURER IN SAME
TEMPERATURE.
15. CENTER CEILING GRID IN TWO DIRECTIONS IN ALL ROOMS UNLESS NOTES
OTHERWISE.
16. SEE SHT. 7.1 FOR SUSPENDED CEILING INSTALLATION NOTES.
ALL REFERENCES TO CODE SECTIONS BELOW ARE IN REFERENCE TO THE 2015
WASHINGTON STATE ENERGY CODE.
17. ALL ROOMS AND ENCLOSED AREAS SHALL BE PROVIDED WITH LIGHTING CONTROLS
AND AUTOMATIC SWITCH CONTROLS IN ACCORDANCE WITH C405 AND C 450.2.2.1.
18. OCCUPANCY SENSORS SHALL BE INSTALLED IN ALL ROOMS OR AREAS LESS THAN
300 SQ. FT PER C405.2.2.2.
19. AREAS OR ROOMS ADJACENT TO DAYLIGHTING SHALL BE CONTROLLED
SEPARATELY FROM GENERAL AREA LIGHTING PER C 405.2.2.3 AND CAPABLE OF
CONTINUOUS OR STEPPED DIMMING
ALL REFERENCES TO CODE SECTIONS BELOW ARE IN REFERENCE TO THE 2015 IBC
20. 1013.6.1 EVERY EXIT SIGN AND DIRECTIONAL EXIT SIGN SHALL HAVE PLAINLY
LEGIBLE LETTERS NOT LESS THAN 6 INCHES (152 MM) HIGH WITH THE PRINCIPAL
STROKES OF THE LETTERS NOT LESS THAN 314 INCH (19,1 MM) WIDE.
21. 1013.6.2 THE FACE OF AN EXIT SIGN ILLUMINATED FROM AN EXTERNAL SOURCE
SHALL HAVE AN INTENSITY OF NOT LESS THAN 5 FOOTCANDLES.
20. 1013.6.3 EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES. TO ENSURE CONTINUED
ILLUMINATION FOR A DURATION OF NOT LESS THAN 90 MINUTES IN CASE OF
PRIMARY POWER LOSS, THE SIGN ILLUMINATION MEANS SHALL BE CONNECTED TO
AN EMERGENCY POWER SYSTEM PROVIDED FROM STORAGE BATTERIES, UNIT
EQUIPMENT OR AN ON-SITE GENERATOR.
LEGEND
� 2X4 RECESSED LED LIGHT FIXTURE
2X4 RECESSED NIGHT LIGHT FIXTURE
� 2X2 RECESSED LED LIGHT FIXTURE
� 2X2 RECESSED NIGHT LIGHT FIXTURE
1X4 SURFACE MOUNTED OR SUSPENDED LIGHT FIXTURE
LIGHTED EXIT SIGN WITH DIRECTIONAL ARROW (AS INDICATED)
6" RECESSED LED LIGHT FIXTURE
24" WALL MOUNTED VALANCE LIGHT FIXTURE
RESTROOM EXHAUST FAN
INSTALLED CEILING HEIGHT
9'-0" AC
CEILING TYPE;
AC = SUSPENDED ACOUSTICAL CEILING SYSTEM
GW = GYPSUM WALLBOARD
KEYNOTES
O INSTALL CHAIN SUSPENDED LIGHT FIXTURES AT + 12'-0" ABOVE FINIS„�
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26990 SE 22ND WAY
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206 225-1443
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CONSULTANT
STAMP
6378 R GISTERED
RC TECT
LEGET
STATE OF WASHING ON
REVISIONS;
--, �_�� 1-U � D
c�-��� oF �ruKwi��
JUL 2 2 2�16
���NiiT CENTER
PHASE/DELIVERABLE
PERMIT SET
DATE: 7/2212016
DRAWN: PE
PROJECT N0; 16-020
APPROVED: PE
SHEET TITLE:
OFFICE
CEILING PLAN
SHEET N0: A� ■ �
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WALLTYPE
1/2" =1'-0"
EXISTING WOOD ROOF STRUCTURE
SOLID BLOCKING BETWEEN 2 x 4
SUBPURLINS
18 GA. DEEP LEG TOP TRACK ALLOW FOR 1
1/2" DEFLECTION FASTEN TO EACH
SUBPURLIN W/ 2 - #8 SCREWS
6" X 20 GA METAL STUDS @ 16" O.C. OR
8" X 20 GA METAL STUDS @ 24" O.C.
CONTRACTOR'S OPTION
%" GWB EACH SIDE W/ BUTT
JOINTS - NO TAPE REQUIRED
PAINT W/ (1) COAT PRIMER AND (1)
COAT PAINT - WHITE
Y" DIA. X 1" POWDER ACTUATED
FASTNERS @ 24" O.C.
EXIST. CONC. FLOOR
0
N
0
�
WALLTYPE
1/2" = 1'-0"
R-49 THERMAL INSULATION OVER ENTIRE
FALSE CEILING SUPPORT STRUCTURE
METAL CEILING JOISTS PER STRUCTURAL
TO SUPPORT THERMAL INSULATION
� CEILING GRID SUSPENSION WIRES
ATl'ACHED TO METAL JOISTS
SUSPENDED CEILING GRID AND TILE
6" METAL STUDS @ 24" O.C. WITH 518"
TYPE "X" GWB EACH SIDE.
INSTALL 6 MIL. VAPOR BARRIER ON WARM
SIDE OF METAL STUDS. TAPE ALL JO��
"-..�_
,_-�..��� �. t��I� � �
6" THERMAL INS LU ATION ��-�„��--
2" RIGID I SULATION �-- ^�I
� {
���---
%" DIA. X 1" POWDER ACTUATED
FASTNERS @ 24" O.C.
EXIST. CONC. FLOOR
s
�
R-49 THERMAL INSULATION OVER ENTIRE
FALSE CEILING SUPPORT STRUCTURE
METAL CEILING JOISTS PER STRUCTURAL
TO SUPPORT THERMAL INSULATION
--�— CEILING GRID SUSPENSION WIRES
ATi'ACHED TO METAL JOISTS
SUSPENDED CEILING GRID AND TILE
LL 6 MIL. VAPOR BARRIER ON WARM
IDE F METAL STUDS. TAPE ALL JOINTS
0
CV
_ CONCRETE WALL PANEL
0
o�
WALLTYPE
1 /2" =1'-0"
6" THERMAL INSULATION TYP.
1" AIR SPACE
%" DIA. X 1" POWDER ACTUATED
FASTNERS @ 24" O.C.
EXIST. CONC. FLOOR
0
o�
WALLTYPE
1/2" =1'-0"
R-49 THERMAL INSULATION OVER ENTIRE
FALSE CEILING SUPPORT STRUCTURE
METAL CEILING JOISTS PER STRUCTURAL
TO SUPPORT THERMAL INSULATION
CEILING GRID SUSPENSION WIRES
ATTACHED TO METAL JOISTS
SUSPENDED CEILING GRID AND TILE
MAKE NO ATTACHMENT OF WALL
TO SUSPENDED CEILING GRID
3%" X 20 GA. METAL STUDS @ 24"
O.C. WITH 8" TYPE "X" GWB EACH
SIDE
3�" SOUND INSULATION
(WALL TYPE D1 ONLY)
%" DIA. X 1" POWDER ACTUATED
FASTNERS @ 24" O.C.
EXIST. CONC. FLOOR
�►
�
00
WALLTYPE
1 /2" =1'-0"
R-49 THERMAL INSULATION OVER ENTIRE
FALSE CEILING SUPPORT STRUCTURE
METAL CEILING JOISTS PER STRUCTURAL
TO SUPPORT THERMAL INSULATION
3 8" X 20 GA METAL STUD
BRACE TO CEILING STRUCT.
ABOVE @ S"-0" O.C. (ALTERNATE
DIRECTION)
SUSPENDED CEILING GRID AND TILE
6" X 20 GA METAL JOISTS @ 16" O.C. WITH 6"
SOUND INSULATION ABOVE RESTROOMS
%" GWB CEILING
3%" X 20 GA. METAL STUDS @ 16"
O.C. WITH %" TYPE "X" GWB EACH
SIDE
3%2" SOUND INSULATION
%" DIA. X 1" POWDER ACTUATED
FASTNERS @ 24" O.C.
EXIST. CONC. FLOOR
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City of iul�n++1a
BUILDIN� VIS--�ON
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26990 SE 22ND WAY
SAMMAMISH, WA 98075
Z06 225-1443
www.engertarchitecture.com
CONSULTANT
STAMP
6378 REGISTERED
C CT
L E ERT
STATE OF WASHINGTON
REVISIONS:
��CE:I�J�C� -
CtY1( OF TUKWILA
JUL 21 2016
PERB�IT CE�JTEFt
PHASE / DELIVERABLE
PERMIT SET
DATE:
DRAWN:
PROJECT N0: _
APPROVED:
SHEET TITLE:
WALL TYPES
7/22I2016
PE
16-020
PE
SHEET N0: A5 ■ 1
0
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DOOR & WINDOW TYPES
3'-0"
�
�••' ' :
3" =1'-0"
LEVER HANDLE
SCHLAGE OR EQUAL
COMMERCIAL GRADE 1
HARDWARE TYP.
3'-0" x 7'-0" FLUSH SOLID CORE
WOOD DOOR (CLEAR WHITE
BIRCH) W/ PREFINISHED
METAL FRAME
ALUMINUM
CASING (TA28)
DRYWALL SCREW, (1)
NEXT TO EACH
RETAINER CLIP
A6.1
DOOR - PER SCHEDULE
TIMELY PREFINISHED
KNOCK DOWN (KD)
FRAME
HEAT TREATED CASING
RETAINER CLIP
0
�
_' 'I
3'-0"
/' 1'-6" x 7'-0" RELITE
WI %��
% TEMPERED GLASS
3'-0" x 7'-0" FLUSH SOLID CORE
i WOOD DOOR (CLEAR WHITE
, BIRCH) W/ PREFINISHED
e METAL FRAME
A6.1
0
ti
3'-0" � �_���
�
DOOR PER
. SCHEDULE
GLASS STOP
GLASS PER
_ � SCHEDULE
DOOR / RELITE JAMB
3" =1'-0"
i
G
1'-0" x 7'-0" RELITE
W/ %��
TEMPERED GLASS
3'-0" x 7'-0" FLUSH SOLID
CORE WOOD DOOR (CLEAR
WHITE BIRCH} W/
PREFINISHED METAL FRAME
TIMELY PREFINISHED
KNOCK DOWN (KD)
FRAME
HEAT TREATED CASING
RETAINER CLIP
ALUMINUM CASING
(TA28M)
3'-4"
�
8 i
A6.1 /
CV /
� //
T.G.
0
M
�
WINDOW JAMB
3" =1'-0"
H.M. FRAME WINDOW
1" INSULATED GLASS
UNIT
ALUMINUM
CASING (TA28)
DRYWALL SCREW, (1)
NEXT TO EACH
RETAINER CLIP
GLASS STOP
1" INSULATED GLASS UNIT
TIMELY PREFINISHED
KNOCK DOWN (KD)
FRAME
HEAT TREATED CASING
RETAINER CLIP
DOOR / OPENING SCHEDULE
DOOR 1 WINDOW FRAME
FIRE
DOOR T WIDTH x HEIGHT THICKNESS CONST. MATERIAL WIDTH x HEIGHT RATING HW REMARKS
WINDO P LABEL GROUP
N0. E
150 EX. 6'-0" X 7'-0" 1 1/2" AL. / GL: AL. 6'-4" X 7'-2" " G1 EXISTING DOORS AND FRAME TO REMAIN
151 A 3'-0" X 7'-0" 1 3/4" S.C. WD. H.M. 3'-4" X 7'-2" " F1
152 A 3'-0" X 7'-0" 1 3/4" S.C. WD. H.M. 3'-4" X 7'-2" ' F1
154A A 3'-0" X 7'-0" 1 3/4" S.C. WD. H.M. 3'-4" X 7'-2" " B2 0.37 MAX. U-FACTOR INSULATED DOOR
1546 D - ' ' H.M. 3'-4" X 4'-2" ' ' INSULATED WINDOW UNIT
155 A 3'-0" X 7'-0" 1 3/4" S.C. WD. H.M. 3'-4" X 7'-2" " C2 0.37 MAX. U-FACTOR INSULATED DOOR
156 A 3'-0" X 7'-0" 1 3/4" S.C. WD. H.M. 3'-4" X 7'-2" - F1
157 A 3'-0" X 7'-0" 1 3/4" S.C. WD. H.M. 3'-4" X 7'-2" ' F1
160A EX, 3'-0" X 7'-0" 1 3/4" H.N\M. H.M. 3'-4" X 7'-2 ' H1 EXISTING DOOR & FRAME TO REMAIN
160B EX, 3'-0" X 7'-0" 1 3/4" H.N1M. H.M. 3'-4" X 7'-2 ' H1 EXISTING DOOR & FRAME TO REMAIN
GLASS STOP
CV
RELITE SILL
3" =1'-0"
TIMELY PREFINISHED
KNOCK DOWN (KD)
FRAME
HEAT TREATED CASING
RETAINER CLIP
ALUMINUM CASING
(TA28M)
FINISH FLOOR
DOOR & HARDWARE NOTES
1. ALL DOOR HARDWARE SHALL BE FULLY ACCESSIBLE PER THE PROVISIONS OF ANSI A117.1
SECTION 404, AS SUMMARIZED ON A1.1. EXISTING HARDWARE IS ASSUMED TO BE ACCESSIBLE;
LEVER STYLE HANDLE, CLEAR WIDTH, CLOSING SPEED, DOOR OPENING FORCE, ETC.. GENERAL
CONTRACTOR TO REPLACE DOOR HARDWARE AS REQUIRED.
2. ALL DOORS TO BE READILY OPERABLE IN THE DIRECTION OF EGRESS TRAVEL WITHOUT THE USE
OF A KEY OR SPECIAL EFFORT,
3. AT THE MAIN EXTERIOR DOOR, LOCKS & LATCHES SHALL BE PERMITTED IF THE LOCKING DEVICE IS
READILY DISTINGUISHABLE AND A READILY VISIBLE DURABLE SIGN IS POSTED ON THE EGRESS
SIDE ON OR ADJACENT TO THE DOOR STATING: "THIS DOOR TO REMAIN UNLOCKED WHEN THIS
SPACE IS OCCUPIED". THE SIGN SHALL BE IN LETTERS 1" HIGH ON A CONTRASTING BACKGROUND
& MEET REQUIREMENTS OF IBC 1010.1.9,3 LOCKS & LATCHES.
4. EXTERIOR DOORS TO BE STEEL, 20 GAUGE, FULL FLUSH WITH FIBROUS HONEYCOMB CORE, BAKED
ON PRIMER. EXTERIOR DOOR FRAMES TO BE STEEL, 18 GAUGE WITH 2" FACES AND 5/8" STOPS
FORMED INTERNAL CORNERS MITERED, WELDED AND GROUND SMOOTH, BAKED ON PRIMER.
5. INTERIOR DOORS TO BE: SOLID CORE, UNIFORM WHITE BIRCH, ROTARY CUT, NATURAL, CLEAR
#00 FINISH. NEW INTERIOR DOOR FRAMES TO 8E KNOCK DOWN (TIMELY, MITERED OR
EQUIVALENT) STYLE, FACTORY FINISH, ALUMINUM.
6. IG INDICATES INSULATED GLAZING, TYP.
7. TG INDICATES TEMPERED GLAZING, TYP.
8. TIG INDICATES TEMPERED, INSULATED GLAZING, TYP.
9. DOORS OPENING INTO SEMI-HEATED SPACE UNCONDITIONED SPACE OR TO THE EXTERIOR TO BE
0.37 MAX U-FACTOR.
10. GENERAL CONTRACTOR TO COORDINATE WITH TENANT SUPPLIED AND INSTALLED SECURITY AND
ALARM SYSTEM FOR PROPER DOOR HARDWARE OPERATION.
HARDWARE GROUPS
A1 BUILDING SUITE ENTRY
LEVER HANDLE LOCKSET, CLOSER & SILENCERS
B1 OFFICE FUNCTION
LEVER LOCKSET, WALL STOP & SILENCERS
B2 OFFICE FUNCTION
LOCKSET, FRAME WEATHER SEAL, AUTOMATIC DOOR BOTTOM, CLOSER AND 12" KICKPLATE
C1 PASSAGE FUNCTION
LEVER LATCHSET, WALL STOP & SILENCERS
C2 PASSAGE FUNCTION
LEVER LATCHSET, WALL STOP, CLOSER, 12" KICKPLATE & SILENCERS
D1 STORE ROOM FUNCTION
LEVER LOCKSET, WALL STOP & SILENCERS
E1 CLASSROOM FUNCTION
LEVER LOCKSET, WALL STOP & SILENCERS
F1 PRIVACY FUNCTION
LEVER LOCKSET WITH "IN USE" INDICATOR, WALL STOP & SILENCERS
G1 EXISTING STOREFRONT DOORS
KEY LOCKS, PUSH / PULL, CLOSERS, WEATHERSTRIPING. 1" HIGH LETTERS " THIS DOOR TO
REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED"
H1 EXISTING HOLLOW METAL DOOR AND FRAME
CONFIRM PROPER OPERATION OF EXISTING DOOR AND HARDWARE. REPLACE ANY DAMAGED OR
MISSING ITEMS. LEVER TYPE HANDLE REQUIRED.
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City of �'ukwila
BUILDING DIV�S���
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�_�.�
26990 SE 22ND WAY
SAMMAMISH, WA 98075
206 225-1443
www.engertarchitecture.com
CONSULTANT
STAMP
s378 � REGISTERED
�u� �
STATE OF WASH
REVISIONS;
�=� �._ ..� ��.: � t� l_: �:i
--;:; � �# °; - ^l i==�"-1,:I-4�S ! "J�-'._ ,�--
.IlJL—'Z-�201�
—�-��i(V�I� CE_N_T�8 _
PHASE/DELIVERABLE
PERMIT SET
DATE: 7/22/2016
DRAWN: PE
PROJECT N0: 16-020
APPROVED: PE
SHEET TITLE:
SCHEDULES
SHEET N0: TA6 ■ 1
�.
�
�,'��'r,� �s�u =: �� :s .
'SS��`%
�� j�i {?
p '� 7Y � : � B 8 ' �i t1YC 2 � ' � ' I P, � ' �. . ... , . .... .... .. .. - . . . . ;. s " /i�¢; '�yy�:x::,«:!.;:!.:i;.;3!:•.:;;'�.
y Lateral Force Brac�n fr ur�,s 1 and 3 f 9�r �a @ IV I 11 �,, r�P : >>�F-� Y- - n� �-�. ^: �•� .� - ��':< :: .
g� 9 � C�U a e t t0 W8iI5. .vu.,,_, xa�su. C._y,.n: �.rrrurnuC._.desu;.t.sru�.,,Cl:l.t�cJ��C..ni� fIQUYC% . .�:;
,�,�;, -: The la aut and location of ihe seismic se aration ;;. �„f�,i.
l� ; y � .,�f,,,;;,,,s: € �
; ; ,; : Lai�r�i force Braain9 . : z: ,. �, �:,�,rcr, �°. �-.� ; �� . .
' Ceilin s constructed of screw-or-nail-attached ""�y"" �'
g gypsum board on �-,��. - � joint sha(I be per the designer of record and noted on � s%'>t��;;='• �
S�!SP�i�C��t3 C�tt..I�fGS s - s . �; , m , . s , • : .., f;,;:<�
�
�. �sy one level #hat are surrounded by and connected to walls or soffits #he pfans. If a seismic separation joint is required by � ��
�. m .�� � 4G,�����9 ,��� ��,�sa„�.,s, S reader Bar� r, �
��� '; ; < ' - ' � . ; 5, , that are latera(ly braced to the structure above are exempt from p ( gure 4b
� ; ' , : i� ,
' ' :: � f seismic desi n re uirements. .��r:-�,r: asc� r,;o sa,,�;�;, fs.r>.c�.�.� ���epiir.n ". ' • Terminai ends of mam runners and cross members shaii be tied =; the de igner the design r g ' j'
9 q ' � � �,_ � .. , .
s e may use the eneric oint
i,✓ .. defiailed in this document or a proprietary joinL The �� -••-- •�•�
r ....-:--. asr vr �c���: �.E�r��,� r.r together or have some other approved means to prevent their ; ;
.. .. _ ,: _,. _. .. �. _K�y=.<�>.:_,2�a�� amount of free movement a desi n shali be a
; ,.
, ........:.::.... ......:. ��� .. . .. ; � . ' �...
; � _ ...._ .., . � z ..... : �9 P 9 )
-.-= D. ���a��o ilin ar o spreadm . Stabilizer bars, cross tees or other means to revent
;.. : I: ': ;; . >;:; ; < Ce g eas f 1000 ft or less shaii be exem t from later force 9 P -
; p :..::.: :
, _ .; .: , ; : _; . o .. , . . � • �,, :.._< .
.. ... . .:..` . . �..:: _ � . ....:::: ... ... . .. . . . . .;::: .:;: 15 orle . .. _
. ° .. ... .... ss r .: . . . , ...._ � rra, . . i�>r.-, n f%: r: � .. �.�.:�.o ":.....r . ,.,_ � . �, J . . �� ��.
>, . ' .. : , . ,: > _ . , , . b a�� . . ... minimum of /a IC1C�}. ,_ur...,.. �rv�o ur... _<.o .. �.�.��un.f c...c..., c.,,.,a.o.�
ihis ci�cument has neen rev�sed b�s�ri on current 6uiidin Catle. tan�ar . 1n: 1 iu, ,n t c:: l ,5 �� �ss
g s dy al b f� _ 5 a h�.:: tiran structures c�ss�fied as �' r���..�. „ P �:.,,� ,�.��.; .. s readin shall occur within 8 in. of each wall. so«,oP.;���;ns �-�a„ s��.,,� $�. � a , ,. .. . ,
� k- K-���s bracing requirements. ,��.....z. a�7.,�f.,�.� .�.,�.�.�„ r s p �J <. ,., _.
,_ ; ,
, , : ,
esseE7fiia(..factiffiies> suspentled eeit[tt "s insial)ec1€n ac�nrtlance wlth ths rescrE tfve ' r�ivis�Qns uf th..� 4b1 cCczcumer�t are ;' ..._... .....< ..------- . . , : � �.,4� � . . . . ..
9 }� p t� ,. „ ,,, ; • . . : In lieu nf seismic se aratian nints, the ceilin ma be
' ' • Lateral force bracin is the use of vertical struts com ressian -� -- -� �-- Spreader bars are not required at perimeters where runners are � P�.�� p � � y
d��in�c1 io cornp[y witt� the current buttd�ng �ade interpre#atian. i ;. ;. ; ;; ' i � P ......_ ,.,3,^„ .: � �u,-P,
' > ` . ) and splay wi es (see figure 2). ac ectiy to ur angles. '"' 0 squar et by the
; p ' a#t hed dir cios e ' divided into areas less than 250 e fe use
This ds�cum�nt provides the !8C-�.O�t2 referenced siandards fnr;tfie inst�itaiion af sus ension.s stsms fi4r avousticai la ICI ; ' ..... Cr�ss Iee �dain beam ...... . OStS . . . .. . ..
�' �' Y • • Termmals o af partit�ons or soffits as foliows. artitions shall extend a
. S reader bars are not re uired if a r r services wei hm 20 Ibs. but not more P
,��n E' Lateral Force Bracing shall be 12 feet on center maximum and ,. p q 90 deg ee in#ersecting cross or main J 9
ce,;. c�s. ncorporaiior� of th'ss dac�rii�nt w�I! provide a rnore uni�otm star�d7rd for.install�tion arrd ins ection,' ihis cf�r:um�ni is t � r<,ur� • coL��,r�r�ir,,;E
�' �'� '• '9 th n minimum of 6 inches above the levei of the lane of the
- i a 56 Ibs. shail have in addition to 5.4.1 two 12 a
�' n ,.. :.,,<:,. •::, •,,�,,., 4. ,., s within 8 inches of the �;rimeter wall. , g ge p
designetl tci;accamp{ish the inte��t of tti� [nt�rnatianal Builtlin� Co�1� {[B�� wiih regartl fca ihe rg uirErnents.for s�ismie tiesigz� „'< fir ure 3 b gm no farther tha 6 feet from walls. .��:•. �.E...,., r,� �.,rc .,E.,.�,>., ... r.�,.,. p
a �
wir
es connectin
them to the eilin t
c s s em han r rid and sh�ll be in
e s or de endentl braced to the stru t r
, cue
cafie n D:' n�i F f
9
9 Y
9 9 P
Y
g ry,,,E a or sus�ended ceiUngs and relatetl"items. U:rtless su ortetl'b �n ineerin t�ie sus ension s st�rri shaii be . Where substantiatin documentation has been rovided to the local
1�p _ Y 9 9, P,,, Y fViaximum Recommended Lengths far Seismic splay wires are to be four 12 gage wires attached to the <, 9 P
�
r • ��, „�.,•
the st ucture
above. These wire m .
s a be slack .��.�a . .
O "a' }G rin'
. ,�
f It
' f "'r abav�. Soff s shall extend
;
nsta lecf per;;th�se regui ements and thnse of ihe referenced doeurnents': Manu€acturers r,ecommenda#ions shauid 6e follawed � 'urisdiction erimeter cli s ma be used to ' f Y to a point at least level with
Vertica! 5truts main beam. Wires are arrayed 90 from each other and at an J � P P y satis y ihe requirements for
where a lieat2ls, o • <,, .,..
:t.; i h.3 FiSFsP Serft•i�; 3 d.2
PP ... s rea r , . � -�f- �:> „�,- � .: <,� �,-��� •� -� �� : -..� -;��,:< .,,. the battam fane �f the rid �nd shall b i d
„
angle not exceeding 45 from the plane of the ceiling. s�,u�o�: �sr�s � p der ba s. .��.�� �,. ,..�.,,. ���y},, r,..,,o�r�5 �,�.r�.,,.,,,,.r,.., p g e n ependentiy
, ; ,; ; , ,: ; � � r5�,�,.., '�.
,
;
' '%•��',��� ' �� • Terminais or services wei hin more than 56 Ibs, shail su orted and i�terallY braced lo the structure above.
,: >
, E�)SO SEL`lfi:7> �'.?.i.L % � , � � c`l PP. ,.e _; ^f j,'e' �il ,�SUi;Lf,�ii: vnii�.5 iii�rSf:.i,^, ii`:i i7�S �:Jw`li JE �tf•J^ J.L.ti..•
:�, ;%' EMT conduit ; u to 5'�0' � ( `. Hr�tl�@D' �SUSp6�iS1011� �NIPBS (�gures 5a and 5B) be supported directly from the structure above by
� P :• Seismic splay wires shall be attached to the grid and to the � ��u.�s. °. 9,. � - , �
> .....__.._.___._......._ ..__......... ._. y. . . . . . , a rov@d han ers, s�:wce: ns:�r•,9C.;;;;;; sc>c:!on :�.� °
� ..........................................._.... . ........ ...... ........._._....... .........:....... ..........................:
ENGERT
�` ; 3�° EMT conduit ; up to T a° structure in such a manner that they can support a design load of • Hanger and perimeter wires must be plumb within 1 m 6 unless (figure 5a) Pp g ' ����� ��������
:.:.................... ......................................................................:. ... .. .. ...........? y n er ovi e re b s �
• �� ` --� � not less than 200 pounds or the actual design load, with a safet cou t sloping wires are pr 'd d(figu 5). f�,;rr�E.: r,>r?�r �,G:�;':• Sf:G%GI?1.?.� SpCinklers
`�'`�- _'`�- ; 1" EMT conduit ; up to 9' 9° ; , mic Separation Joi tS (figure 7)
Seis n � � �
factor of 2, whichever is greater (figure 6b). s��u:��: crscF,zer.rg3-� • Hanger wires shall be 12 gage and spaced 4 feet on center or 30 gage • For ceilings without rigid bracing, sprinkier head
.. � .• Power Actuated Fasteners (PAF's), when used for seismic spaced 5 feet on center. sos,r;;r:.ur�Aa c�>::�s •�- - + • Far ceiling areas exceeding 2,500 square feet, a
���.�e" �, penetrations shali have a 2 inch oversize ring, sleeve ar 26990 SE 22ND WAY
a lication as art of the rescri tive ath in Seismic Desi tl fig�are 6.a ssismic separatinn joint or fufl height wal! partition that
Pp P P p P 9 • Any connection device at the supporting construction shail be capable adapter thraugh the ceiling tile to allow free movement of
� �. i Sinc�le 1�/s" metal stud (20 gage) ; up ko 12�0° � breaks the ceiling shall be provided unless analyses SAMMAMISH, WA 98075
,
` � .................................: Categories D, E and F, shall have an ICC-ES approval for seismic of car in not less than 100 OUtlds. s-�;:,c�- •..^.fs�:;;, z�:�;�s 3.�
_, . , :
..... .. . . .. .. ..... .... ... . . .......--------.............;.
�' g p at least 1 inch in ail horizontal directions. Flexible head
� � � � Vertfcalhangerwireattachment are performed of the ceilings bracing system, C�OSUCB 206 225-1443
Back-to-bacl< 1F/�' metal stud '•, up to 15�0^ ` applications and shali require "special inspection' irrespective of
� - • Powder Actua#ed Fasteners (PAFs) are an approved method of angies and penetr�tions to provide sufficient clearance, design that can accommodate 1 inch free movement shall
,/' ;(20 c�age) the t e of occu anc cate o the structure is in. PAF anchors r; ; WWW.engertarchitecture.COfll
, : - . : : €
: : YP {� Y 9 rY sho�-�� a��no�� ,, : 3��• attachment for han G't' WIY�S. Sot:r,:tt: S:atc� oi ^. >;J•�n q• ..�h,r ;•r ,� c...... .: c- � �,,.
/ � : ;. ...................................................._.._.._.........................._._._...;..................................; . , ., g . r<.,.. . ..,,,,> .., c<.1f., n;,,:;%,>;;
� . . ; ; . .,...,.�.; �,..f,t .-�f?,.,er,,,.:n 135..�.22'r.; be permiited as an alternate. s�,<,�<:E::.as?t4�:°:;c�.�'<:r.)i�:�:i.::.r.�i
,.•. ; for kicker wires (splayed wires installed for purpos�s other than
; Singfe 2/z metal stud (2� g8ge) : up to 13' 6" i Strucural concrete -••••••m.....-.- ,
` '�� 1� Terminal ends of each main beam and cross tee must be supported
`�`� . :...................................................................................................:.................................; seismic restraint are exem t from this re uirement. s:,,:;�o� sr.3:E� „r . s,A• ... . _ _
� i 8aok-to-back 2 Y�' metal stud 25 ac e ':, u ro �s�o° � � p Q c�'�'"� `�'a ��"`�' m�X within 8 inches of each wali with a perimeter wire see fi ure 4& 5 a.
! s J ) P or:�;;on. t,utr�:inc� ,^,c;dE�:; C;i.is;or, � 9 )
� ...................................................................................................:. '
............................... . .. . . S�t:�rt>.kSiA.f£.{.`:B�S�e�f:�i;�.5".:% Gica��ary;farthi� t7+vcument re innal termrr�aJo ma va
:;<��:;��:�• �orr<�r,�s l;.iffi?:AC� 1.:(y::9fffl; ::ii • S la wires are to be withm 2 inches of the connecfian of the 3 tums .................................................................... � �, �Y Y �1'`� ;
p Y • Wires shall not attach to or bend around interferin material or
refild:Pif?7::117iF3ff?dS�":S;aL•'s;lPFi!r1j`:','"V,�iii:dlJt«!f%l.47�:Yi'tGiYPf c.. , t•p r .�.t'�, 4 9
., . , J vertical strut ta suspended ceiling. „�,�,r�.�::.�:>r,.....5.�r, s��..,.,r. s�.,..z ': >
• ��j��''''p���»- ,, , , , , Vertical han�2rwire equipment. A trapeze or equivalent device shafl be used where ` ' ' '
General Recommendat�ons • Ri id bracin ma be used m lieu of s 1a wires..-s;,�:-,:�: r,,;;Aa�:;�o �-• ��a[��s 7`��s Tf�e crnss memberihat interir�ck �i!ith the main € erirneter ends of an accnustical ceilin ritl.
9 9 Y p Y obstructions reclude direct sus ension. Tra eze sus ensions shall ' ° ' ' '� ��
p p p p beams �iso knov�+n as': crass rune�ers or: cross T-:bars
• Refer�nced sources er hierarch : 2012 Internatianal Buiidin Code BC , American Societ of Civil En Eneers f9�re �u s�`::r«jt ��.�.'.a `
P Y J � ) Y 9� be sized to resist the dead load and lateral forces appropriate for the > P�RtN[�i`�Ft ��.tpS Propri�tary anc�te bracket attached directly
r Attached 1NaE ' p
t Matdin Re uEr,ments
� 3 ». '
� �
7- I'i i fi ure 66
ASCE 10 Ame can 5oc et o Testi i c�i��us��z
( ), y f ng Mater als ASTM C 635, ASTM C 636, ASTM E 5801E �80M , and Ceilin s with lenums (ess than 12 inches to structure are not y �• .,,. �,�r :,,. ;�•; .. .,. :• .> �� A circutar c�r rect�ri ui�r m�;ial r�(i c����� €Qr tha tc� the w�11 mnidin Iciasu.re an la which ai(aws for;la n�aue-
� ) 9 p seismiccategory..,�u.��.a..�.vas..�c.,c<<��.,.�_.,.� 9. � � � ,
Ceilings and Interior Systems Construction Association CISCA . :�•, re uired to have lateral force bracin . soUroe; r-o�+.r�,:aa�;:!a;;,u �r ,:n�er:i passage nf airfrom a ciuct�;d system. ` : ment in:th� euent �f s�ismic aciivit antl interiacks eo er( '
� � � Q 9 " n SplaXed ceismic bracing wiro attachment Y �� p���
. /
. . . . . . . . . : ` •-.. . . . . . , ; ; �taith en�is of rid s st
• Partitions that are iied to the ceiling and all partitions greater than 6 feet �n height shalf he laterally braced to the na�m���e•��=�=�.M, • Vertical struts must be positively attached to the suspension Electrical fixtures �ss�P�rr:��. s���r�c� su��p�€��'sAr�y bu;Ec�;ngs c#�s,gn�d,�� b� � y�m•
. . . n'hLl '-.�` . .. . . � ::-: .. .::'::: : :i: -;
. . ' _ : � :y .. ; � :. . _: . . ::. . :. .�': .::
- ��. .n . t�i..�... . . t: i� `. t'._ ., . hr - n n. '. c... . � . . . . � . :: -. -�..:. - ....:::. ' . :: . .
r . . . .
1 /-1!1 C �1''' i . , n.� r, . � .i. 7 _: ' ...::::. ... . .' . . . . .:: .: .`.::' � .' . .. � ' -� :.
structure, Bracin shaEl be inde endent of the ceihn s la bracin s ste � a. ,� � , a ,rv n. dnll n exoansion anchor ., usetl, b ublae a nc c ;::
g p g p y g y m. �,u.�e. r��� ..,..E_.�� .�...,,.� ,. systems and the structure above. .,�,�, .,� .�.., �.�,..:�F�,.-<,,.�,.,, ,,. r.., .. . ;;,, . • Li ht fixtures wei hin less than 10 ounds shall have one 12 a e ;; Y P ; g� r s as a�re statron, �aiice<stat�nn, em�er ,; ���ziME7�� uYti��s Hanger+ra�res;ptacetl w�ihrn eight inches of ,
"-'-�- � g g g p g� er�c' o erations center Sfafe Patro3 rs�ce she i`s " �
• For further information on hracin of non-load bearin artitions refer to NWCB Technical bocument #200-501. • The vertical strut ma be EMT con ' m I han er wire conne t 9 Y P ��# aifics or the surroun�iing ruaiis.
9 9 p Q '�o y duit, e#a studs a� a praprietary s«�,����a1CJf1Cf1e. � ��... c ed from the fixture to the structure above. This wire ` >'
� �o ....................... ; ,, .. 9 emer enc - ,
• , .. . . > , . . . . . : �. , �..,. . �....� r•:�:� ;� , . 9 Y �;ommunicat�ori dis��f�h c��titer
• cr . rn ..,r > + COf1l f�SSIQII C)St see fi ure 3. ma be slack. :,.�.��..�.�,a,.,�_.,�,r,.:;£�:iw1.+.,l.,r
All mam beams are to be Heavy Duty (H D}. ,�.,:;<:-; ,ti.,, ir� L'.5. �. �c,,.ia. 5. ,. , � p � g � 5tsel su�ap 1" �vide x 2^ lon,y x y ': PLENL)t,� Th� space above a�uspended ceiling
: ;
, : „ ,.
: „
..................................................: , � . _ .. ; GRID The main hearns an�3 cross tees af:the sus .ensTon s siem ;' ` '
12 gage minimum . � � - �
• Ceilings less than or equal to 144 ft2 and surrounded by walis connected t� the structure above are exempt from ,�^;T;.�, L�ght fixtuies weighmg more than 10 pounds and less than 56 Ibs. shall � y ;: SLACK �riRE A 1'2 gaga ;wire.fh�t is npt tight �r tataf.
. . . . <� :,�:,�.�: �..- ` � `Q ' `
. .. ... . . .
V1(all Moldin S� ures 4a and 4b '
. . . . � . 3lurns .....................................................................................i � • ` , : : �
the seismic design requirements. ;�;;:,,��E� �a<�, x?r.�:�r�r1„f>;s;:»; �.� - Ob � 4 � ,. have two 12 yage wires attached at opposing corners of the light fxture to ��,�t��ra W€�a� 1f3 nr 12 gage soft anneaied vuir� usecl as'pri
so�ayed se�smic �raciny wire - � SCa��Rq�fit s�t' SPAG�R �3AF2 A��Y: With �Ic,�tCh85 tU revettt the �
� `4 . the structure ab � �-•P � ��: ••� �•:.-�: , �. : � P �
, Wall moidin s erimeter closure an les ar� re uired to have a ove. These wires may be slack. so:��oe:.hs,.,. __��,.,..�..cf..,..�., ' mary support for the grid syst�m_ fllso cailed suspensjon;;w�res :;: ,.�r
These recommendations are intended for suspended ceilings and related g�p � � � ;:: s�spen5ic�n systern from'sep�r�fiiiig, �isa r,ailetl a stabitizer': r
com onents in areas that re uire resistance to the effiects of earth uake motions. horizontal flange 2 inches wide. One end of the ceiling grid shalf • Light Fixtures weighing more than 56 Ibs. shali be supported directly �m�r��tq€. ��r�c� ��tA�i€�c� T��e'bracin methc�d usctl ta revertt �ar. �
P q �! 9:, p :
be attached to the wall moldin , the other end shall have a'/4 inch . T�-,<., ,.,s ,,- . �
;
�c«rcP:��,�rec�bouecao.�3.< fi�ure4b 9 fromthestructureabovebyapprovedhangers.s.:�:;,.;as,r✓,...�...�,��,,.Jor...�.sr, ceilingupiiftflrr�stnctlatera(movenaentduringaseisr�-�ie��rent ',; , , ` ' \� O
�• . �� �• , ; �' , ' ' ;
> . .. ;. SPLAY vvi�ES Wir�s mstailed at an an le rather than �nr �n
_._ • • clearance from the wail and free ta slide. s<,::;��:t•,�S.Ti✓i•.5:<^SE.<.?rvn.5.22. . .•. .
. y.... � P:
Unattached Vslail IV(aEdEng Requsremenfs • Pendant mounted fixtures shall be directl s Lateral force bra�2ng ennsists of ver�c�l shuks anci;sp(ay wiees /"l � �
• All wire ties are to be three tight turns around itself within three inches. Twelve gage y upported from the structure tli�u(ar fa the f�i� �
: ?>cut;n 5. i:..? 9
Han er wire s aced 4 foot on center fi ure 1.��c:,Tc�., as: rrf cs��c so.-:��:, z.�.� "'�'-""''"" �� abave using a�J gage wire or an approved alternate support withaut i t�attai��a� The rimar sus �nsion r��mber su orted;b
9 p � g � t/smm> P Y P,:: AA Y � �
./ • Where substantiatin documentation has been rovided to th ����t'tc��,st'RiiTs'tl�e r'r iri verticai m�mberused'in later-
� m,;;�;�,:,w. <�2,,,�, 5 P e usin the ceilin sus ension s stem for direct su ork. s�>�r��F>: s;srr,,* �,-„� '. han' er wfr •:a n " n -� �
Chan es in ceilin lanes will re i e ' i ' s.;.,��.. ,. - t. � .... . . . g 9 p Y PP � g es,. is knvw as ttie main runner, carry�nc� tee, ;; ' —
• g g p qu r pos�t ve bfacing. .,.. nsTr,� <�:cf�; s<>�;,;,r; ;;,z„� r, V-.�:. local �urisdicUon, penmeter ciips may be used to saUsfy the r,,.; ,;,, �•� < ai iorcc bracing Af th� suspensiQn system: Alsa known as i '� � �
.�E., r..., .�. f, c,arrying rur�ner or mains. .
f� uirements for the 2-inch closure an �@. :ie+;:�%:• SL�ie c, t:ir:�:�;;, t.�u�ra�,::- �nrnpressiot� posts, S�ISIYtIC j]OC�S; S@!SI't'itG:S�tU�5 �61i'1311Oft I � � �J
' y g 3 J • Tandem fixtures may utilixe common wires, t�e��.btAfGiC�.t�SUt�� ANG�.� A light gauge metal angle ar chan- ' ma#erials are electricai cqnduit (�MT), a-rieia( studs'nr prapri- � Q �
, � �y ' � o � �` �„�;eP..,: o. . �
,o >�R,n=vo C:q.fi:5ll1vi5;Gi7 �
;'a�.,re4�.��e r�el fastenetl to the perimeter vaai! or partition to suppoit ihe et�rY prorluet� py1 U
, „9
�m����
� '�`°°� Tt�e rid shall be attached at two ad acent walls
�,;, ��m =�� :,�y«<�� o rivets or
figure 1 ,, � . ,;..:;::a.�,�, ' g � i (p P iViechanical Services ' ' > :: '.... .... .; > � �.i� _ —
"`�"y""0 ` � a roved method . Soffits extendin to a oint at least level
�;� T-��' u"�tln"�n'.Y�" `4 pp ) g p • Terminals or services wei hin less than 20 ibs. shall be osilivel attached :• •r �� �
��o� 9 9 p Y ri,� n�, .,b Eias be�:i servin� :h:; t:r,ns7'ucF.on i.^:dustry 1'�r uv::r %rty year:;. It i�� �er,og:iiz;:tl a; & IEc��ruc.a! Uu;hir.'siy, educa;�a!:a•. be6y an:l �C�n!�EiNY.I'SOt: Ei:f 1PiE: `ric!i ;3f: CP.Illlla � •�
PAGE 1 O� �1 with the bottom plane of the grid and independently supported :��fus,� it �,, y � — (n
�a to the ceiling suspension main runners or to cross runners lhat have the v a� ��• ��e� �:�� .•�::Ps �o a��r:;:zr.is and ihe c:unstrur,fior� cumrr:urti( ��, a:� �r���;E:��� ��i�c��,g tn th:, divc-rsi.:ed �ua�ll ;��,a o�:::r,� �:;�U�,,y. �;; u,f: �r��i��t:y� n���;��F�r�;�;r,�
' and IateralEy braced to the structure above are deemed to be . . . .. , a:�a :o����<<s::a�:o« u:,aniz�!io�. the Pd�^�ce= saw �r,P ���E� to �,tabl�;h a dr,cu:nei:t io prnvide dar�fl;at�on a�1d iht: intF:rif uf NEHf2r eN,���o���<�i e;�«r�tauaK� �,��,��u, r;�;;u�no�,
: ,,_ .- .,., ,,. same carrying capaciiy as the main runners, s:>;:;-:��,�:,;:,s �:::so s: � r;�;> ;;.,,.. � r����;am) art a•eric uE F�rs�n «E�:E<<:�i ��,F� ��,,: � r�ar��, eiriei:t h,aer:�- ��, tt is m,a,ant to serve as a s�t of rer.orn�riei;:iatie�i= r i�.• :;• >, :� :.;: �•,<
y �' , 9 Y y _ ). ., a u , nut i. .e.i u..d f�r any spu...i,, cni.,;tructiun •� �
� � prajec4. �t�his ter,Pinical dcr,:,rn:;r:i is EU $P,t'V0 cS a guideline and iT is nei iritanded sor [+ny speoifc mns4ruc4iri: p!�c;ects. N's%JCB :nak�s i:o �xpr::ss c�i� implied w;r;anty r,r � �
�` HEADQUAt2TEL2S Of2EGON PAGE 3 C:F h
•iar,antE�� ci t:e !ec>!ni � u�s, cunstructier� :rie:thc���� o; materi;�l; idctififie� herein. PAGE � OF 4 � �
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SUSPENDED CEILING INSTALLION NOTES & DETAILS °O �
_6 NO SCALE � �
I �,
I �
PAINTED GWB TYP. �
CV '
WALL MOUNTED -
VALANCE LIGHT
CONSULTANT
24" X 30" MIRROR 155 �
WALL MOUNTED IN S.S. FRAME
1'-11 �� „ g����
VALANCE LIGHT
3'-6"
GRAB BARS TYP. PAINTED GWB TYP. �
24" X 30" MIRROR IN S.S. FRAME
�---- �
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GENERAL REQUIREMENTS
GOVERNING CODE: The design and construction of this project is governed by the 'lnternational Building
Code (IBC)", 2012 Edition, hereafter referred to as the IBC, as adopted by the City of Tukwila, WA un-
derstood to be the Authority Having Jurisdiction (AHJ),IBC
REFERENCE STANDARDS: Refer to Chapter 35 of 2012 IBC. Where other Standards are noted in the
drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific
section in a code does not relieve the contractor from compliance with the entire standard.
DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes:
"Architect/Engineer" - The Architect of Record and the Structural Engineer of Record.
•"Structural Engineer of Record" (SER) - The structural engineer who is licensed to stamp & sign the
structural documents for the project. The SER is responsible for the design of the Primary Structural
System.
• "Submit for review" - Submit to the Architect/Engineer for review prior to fabrication or construction.
• "Per Plan" - Indicates references to the structural plans, elevations and structural general notes.
SPECIFICATIONS: Refer to the project specifications issued as part of the contract documents for
information supplemental to these drawings. '
OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings
for additional information including but not limited to: dimensions, elevations, slopes, door and window open-
ings, non-bearing walls, stairs, finishes, drains, waterproofing, railings, mechanical unit locations, and other
nonstructural items.
STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of
the project and are not intended to show all details of the work. Use entire detail sheets and specific details
referenced in the plans as "typical" wherever they apply. Similarly, use details on entire sheets with "typical"
in the name wherever they apply.
STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and
stability of the primary structure in its completed form.
COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for con-
firming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of
assembly; and for performing work in a safe and secure manner.
MEANS, METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and
methods of construction and all job related safety standards such as OSHA and DOSH (Department of Oc-
cupational Safety and Health)
TEMPORARY SHORING. BRACING: The contractor is responsible for the strength and stability of the struc-
ture during construction and shall provide temporary shoring, bracing and other elements required to main-
tain stability until the structure is complete. It is the contractor's responsibility to be familiar with the work re-
quired in the construction documents and the requirements for executing it properly.
CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design
loads as noted in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as
determined by the Contractor's SSE for Bracing/Shoring.
NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and
detail drawings supplements information in the Structural General Notes.
DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or
Reference Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be
brought to the attention of the Architect/Engineer before proceeding with the work. Should any discrepancy
be found in the Contract Documents, the Contractor will be deemed to have included in the price the most
expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a
decision from the Architect as to which shall govern. Accordingly, any conflict in or befinreen the Contract
Documents shall not be a basis for adjustment in the Contract Price.
SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts
between the drawings and actual site conditions shall be brought to the attention of the Architect/Engineer
before proceeding with the work.
ALTERNATES: Alternate products of similar strength, nature and form for specified items may be
submitted with adequate technical documentation (proper test report, etc.) to the Architect/Engineer for re-
view. Alternate materials that are submitted without adequate technical documentation or that significantly
deviate from the design intent of materials specified may be returned without review. Alternates that require
substantial effort to review will not be reviewed unless authorized by the Owner.
DESIGtd CRITERIA AND LOADS
OCCUPANCY: Risk Category of Building per 2012 IBC Table 1604.5 = II
SEISMIC Seismic Design Category: SDC = D
DESIGN:
Basic Structural System Bearing Wall
Seismic Force Resisting System Shear Walls
Response Modification Factor: R= 2.0 (GWB Panels)
System Over strength Factor Omega = 2.0 (GWB Panels)
Deflection Amplification Factor Cd = 2(GWB Panels)
Site Classification per IBC 1613.3.2 & ASCE 7-10, Ch. 20
Site Class = D
Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le = 1.0
Spectral Response Acceleration (Short Period) SS = 1.287
Spectral Response Acceleration (1-Second Period) S� = 0.489
Spectral Design Response Coefficient (Short Period) Sos = 0.858 g
Spectral Design Response Coefficient (1-Second Period) Sp, = 0.493 g
Seismic response coefficient(s) Cs = 0.429 (GWB)
Redundancy Factor (North/South Direction) N/S rho= 1.0
Redundancy Factor (East / West Direction) ENV rho= 1.0
Design Base Shear (North/South Direction) (KIPS) 16.9 (GWB)
Design Base Shear (East / West Direction) (KIPS) 16.9 (GWB)
Base shear governed by: seismic
Seismic Analysis procedure used: Equivalent Lateral
Force (ELF)
INSPECTIOIdS, QUALITY ASSURAIdCE VERIFICATIO(dS AND TEST REQUIREMENTS
INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the
Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the
Building Official.
SPECIAL INSPECTIONS, VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing
shall be done in accordance with IBC Chapter 17 and the STATEMENT OF SPECIAL INSPECTIONS herein
per IBC Sections 1704 and 1705, as applicable.
SPECIAL INSPECTION AGENCY and SPECIAL INSPECTORS: Owner shall retain a WABO accredited
Special Inspections agency to provide Special Inspections for the project. Special Inspectors shall be quali-
fied persons per IBC 1704.2.1.
STATEMENT OF SPECIAL INSPECTIONS. Special Inspections and Testing per IBC Sections 1704 and
1705 are required for the following:
COLD-FORMED STEEL per IBC Section 1705 shall be done in accordance with the following require-
ments
• Periodic inspection required for Verification during/of:
o Welding of all elements of the seismic-force resisting system in accordance with IBC Sec
1705.11.3.
o Screw attachment, bolting, anchoring, and other fastening of components within the seismic
force resisting system, including struts, braces, hold-downs, diaphragms and shearwalls.
POST-INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703.
Inspections shall be in accordance with the requirements set forth in the approved ICC Evaluation Re-
port and as indicated by the design requirements specified on the drawings. Refer to the POST IN-
STALLED ANCHORS section of these notes for anchors that are the basis of the design. Special inspec-
tor shall verify anchors are as specified in the POST INSTALLED ANCHORS section of these notes or
as otherwise specified on the drawings. Substitutions require approval by the SER and require substanti-
ating calculations and current 2012 IBC recognized ICC Evaluation Services (ES) Report. Special In-
spector shall document in their Special Inspection Report compliance with each of the elements required
within the applicable ICC Evaluation Services (ES) Report.
INSPECTION SUBMITTALS: Special inspection reports shall be provided on a weekly basis. Final special
inspection reports will be required by each special inspection firm per IBC 1704.2.4. Submit copies of all
inspection reports to the Architect/Engineer and the Authority Having Jurisdiction for review.
STRUCTURAL OBSERVATION: This project is less than 75 feet in height and is Risk Category II, and thus
does not require Structural Observation per IBC 1704.5.1.
CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to
provide the Authority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibili-
ties associated with the above Statement of Special Inspections addressing the requirements listed in IBC
Section 1704.4. Contractor is referred to IBC Sections 1705.11.5 and 1705.11.6 for architectural and MEP
building systems that may be subject to additional inspections (based on the building's designated Seismic
Design Category listed in the CRITERIA), including anchorage of HVAC ductwork containing hazardous ma-
terials, piping systems and mechanical units containing flammable, combustible or highly toxic materials,
electrical equipment used for emergency or standby power, exterior wall panels and suspended ceiling sys-
tems.
PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703.
POST-INSTALLED ANCHORS (INTO CONCRETE AND MASONRYI
REFERENCE STANDARDS: Conform to:
1) IBC Chapter 19 "Concrete"
2) ACI 318-11 "Building Code Requirements for Structural Concrete"
3) IBC Chapter 21 "Masonry"
4) ACI 530-11/ASCE 5-11/TMS402-11 "Building Code Requirements for Masonry Structures"
POST-INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All
post-Installed anchors types and locations shall be approved by the SER and shall have a current ICC-
Evaluation Service Report that provides relevant design values necessary to validate the available strength
exceeds the required strength. Submit current manufacturer's data and ICC ESR report to SER for approval
regardless of whether or not it is a pre-approved anchor. Anchors shall be installed in strict accordance to
ICC-ESR and manufacturer's instructions. No reinforcing bars shall be damaged during instaltation of post-
installed anchors. Special inspection shall be per the TESTS and INSPECTIONS section. Anchor type, di-
ameter and embedment shall be as indicated on drawings.
1. ADHESIVE ANCHORS: The following Adhesive-type anchoring systems have been used in the
design and shall be used for anchorage to CONCRETE, as applicable and in accordance with
corresponding current ICC ESR report. Drilled-in anchor embedment lengths shall be as shown
on drawings, or not less than 7 times the anchor nominal diameter (7D).
a. HILTI "HIT-HY 200" - ICC ESR-3187 for anchorage to CONCRETE with embedment
depth less than or equal to 20 bar diameters
b. SIMPSON "SET-XP" - ICC ESR 2508 for anchorage to CONCRETE
2. SCREW ANCHORS: The following Screw type anchor is pre-approved for anchorage to CON-
CRETE or MASONRY in accordance with corresponding current ICC ESR report:
a. SIMPSON "TITEN HD" - ICC ESR-2713 for CONCRETE Only and ICC ESR-1056 for
MASONRY Only
b. HILTI "HUS-EZ" - ICC ESR-3027 for anchorage to CONCRETE Only and ICC ESR-
3056 for MASONRY Only
COLD-FORMED STEEL FRAMIRIG
REFERENCE STANDARDS: Conform to:
(1) AISI "North American Specification for the Design of Cold-Formed Steel Structural Members - 2007
Edition."
(2) AISI "Standard for Cold Formed Steel Framing - General Provisions"
(3) AISI "Standard for Cold Formed Steel Framing - Header Design"
(4) AISI "Standard for Cold Formed Steel Framing - Wall Stud Design"
(5) AISI "Standard for Cold Formed Steel Framing - Lateral Design"
(6) AWS D1.3 "Structural Welding Code - Sheet Steel."
MATERIALS:
Structural Sections
Sheet Metal Screws
Fasteners to Concrete
Tension Straps & Gusset
54, 68 and 97-mil; ASTM A653 Grade D or ASTM A1011 Grade 50, Min
Fy=50 KSI,
33 and 43-mil; ASTM A653 Grade A, or ASTM A1011 Grade 33, Min Fy=33
KSI
Grabber or Buildex Self-Drilling, #10 screws unless noted otherwise on
drawings; ASTM C1513 or SER approved alternate
Hilti X-U Powder Actuated Fasteners with'/." embedment- ICC ESR-2269
54 mil, ASTM A653 Grade D or ASTM A1011 grade 50, Min Fy=50 KSI
Studs and Track shall be galvanized in accordance with ASTM A653, G60, unless in contact with pres-
sure treated wood. If in contact with pressure treated wood, use G90 or greater coatings. Fastenings
not shown on the drawings shall be as recommended by the manufacturer.
SIZE AND PROFILE: Cold-formed steel framing members shall be as specified in the Steel Stud Manufac-
turer's Association ICC Evaluation Report ESR-3064P and of the size and profile as shown on the drawings.
Alternate members equivalent in shape, size, and strength by manufacturers not members of the Steel Stud
Manufacturer's Association shall be subject to review and approval by the Architect / Engineer.
JOISTS: Provide C-shaped joists with stiffened flanges (S-sections in SSMA).
TENSION STRAPS: Tension straps shall be installed pulled taut. Mechanical tensioning is not recommend-
ed as it may overstress straps and increase possibility of joists racking before full installation. Contractor
shall provide blocking to avoid joist racking during installation of the tension straps as required. Where flat C
-stud joist bracing and tension straps overlap, tension straps take precedence and shall be installed directly
to the joist top flange.
CONNECTORS and FASTENERS: Connectors shall be installed per the manufacturer's instructions. All
screws shall be snug with the steel surtace and shall penetrate into steel studs by a minimum of three ex-
posed threads. Connections shall not be stripped. Screws shall be installed a minimum of 3/8" from steel
edges and with no less than'/<" o.c. spacing.
When fastening to steel, Powder Actuated Fasteners shall be installed a minimum of 1/2" from steel edges
and with no less than 1" o.c. spacing. When fastening to concrete, Powder Actuated Fasteners shall be in-
stalled a minimum of 3" from concrete edges and with no less than 4" o.c. spacing.
MEMBER CONDITION: All structural cold-formed framing members must be in good condition. Damaged
members, members with cracking in the steel at the bend radius locations, and members with significant red
rusting or scaling of the protective coating are unacceptable and must be replaced, unless approved by the
SER. Members not meeting tolerances listed below shall be replaced prior to loading.
ERECTION and TOLERANCES: Cold-formed steel framing shall be erected true and plumb per the require-
ments and within the specified tolerances listed below. For purposes of this section, camber is defined as
the deviation from straightness of a member or any portion of a member with respect to its major axis, and
sweep is defined as the deviation from straightness of a member or any portion of a member with respect to
its minor axis.
■ For joists, track, and axial load bearing studs, out of plumbness and out of straightness (camber and
sweep) shall not exceed 1/1000th of the member length (1/8" over 10'-0").
■ Erect framing in accordance with manufacturer's instructions.
■ Studs shall seat into top and bottom tracks. The gap between the end of the stud and the web of the
track shall not exceed 1/16" for axial load bearing studs.
■ Joists and end stiffeners shall be located directly over studs. The use of a wall top track as a load
distribution member is not permitted.
FIELD CUTS AND NOTCHES: Field cuts and notches of any kind (including widening pre-punched holes)
are NOT allowed in any structural cold-formed steel member without prior approval from SER.
TEMPORARY BRACING: Reference "Temporary Shoring, Bracing" in the "General Requirements" section
above.
DRAWING LEGEND
MARK DESCRIPTION MARK DESCRIPTION
F2.0 FOOTING SYMBOL (REFER TO j INDICATES WIDE FLANGE COLUMN
SPREAD FOOTING SCHEDULE)
PILE CAP SYMBOL (REFER TO INDICATES HOLLOW STRUCTURAL
P1 PILE CAP SCHEDULE) � SECTION (HSS) COLUMN OR
TUBE STEEL (TS) COLUMN
TILT-UP/PRECAST CONCRETE WALL INDICATES HOLLOW STRUCTURAL
QA CONNECTION SYMBOL a SECTION (HSS) COLUMN OR
(REFER TO CONNECTION DETAIL) STEEL PIPE COLUMN
W6 SHEAR WALL SYMBOL (REFER TO � INDICATES WOOD POST
SHEAR WALL SCHEDULE)
�1 REVISION TRIANGLE ■ INDICATES BUNDLED STUDS
TILT-UP/PRECAST CONCRETE WALL
�1 PANEL NUMBER (REFER TO TILT-UP/ a INDICATES CONCRETE COLUMN
PRECAST CONCRETE WALL ELEVATIONS)
CMU WALL REINFORCING SYMBOL ° INDICATES PRECAST
1 (REFER TO CMU WALL REINFORCING "�'���'�3�
O SCHEDULE) a CONCRETE COLUMN
8.. CONTINUITY PLATE LENGTH INDICATES MOMENT FRAME
(REFER TO TYPICAL DETAIL) CONNECTION
INDICATES DOUBLE SHEAR CONNECTION
DS (REFER TO THE DOUBLE SHEAR PLATE �-- INDICATES DRAG CONNECTION
CONNECTIONS DETAIL)
INDICATES NUMBER OF STUD RAIL INDICATES WOOD OR STEEL STUD
SR REQUIRED AT COLUMN (REFER TO � WALL
STUD RAIL DETAILS)
ROOF/FLOOR DIAPHRAGM NAILING
Ol SYMBOL (REFER TO DIAPHRAGM � INDICATES MASONRY/CMU WALL
NAILING SCHEDULE)
C1 STEEL COLUMN SYMBOL (REFER � INDICATES CONCRETE/TILT-UP
TO STEEL COLUMN SCHEDULE) CONCREfE WALL
T SLAB ELEVATION SYMBOL (T/ REFERS INDICATES WOOD OR STEEL STUD
X'-X" TO COMPONENT THAT THE �� SHEAR WALL
ELEVATION REFERENCES)
STUD BUBBLE (INDICATES NUMBER
� 3 OF STUDS REQUIRED IF EXCEEDS �----� INDICATES BEARING WALL BELOW
NUMBER SPECIFIED IN PLAN NOTE)
INDICATES STEP IN FOOTING
(REFER TO TYPICAL STEP IN � ..........................� INDICATES EXISTING WALL
FOOTING DETAIL)
� DETAILS OR SECTION CUT POST-TENSION DEAD END (PLAN)
X/SX.X (DETAIL NUMBER/SHEEf NUMBER)
�' sx.x DETAILS OR SECTION CUT IN PLAN POST-TENSION STRESSING END (PLAN)
��, VIEW (DETAIL NUMBER/SHEET NUMBER)
�INDICATES LOCATION OF CONCRETE 3 POST-TENSION PROFILE (PLAN)
WALLS SHEAR WALLS OR BRACED
�X/SX.X ' IN INCHES
FRAME ELEVATIONS � � )
SPAN INDICATOR (INDICATES EXTENTS
��0�� OF FRAMING MEMBERS OR OTHER INTERMEDIATE STRESSING (PLAN)
STRUCTURAL COMPONENTS)
�� INDICATES DIRECTION OF DECK SPAN
ABBREVIATIONS
t Angle FDN Foundation PSF Pounds per Square
AB Anchor Bolt FIN Finish Foot
ADDL Additional FLR Floor PSI Pounds Per Square
ALT Alternate FRP Fiberglass Inch
ARCH Architectural Reinforced Plastic PSL Parallel Strand
B or BOT Bottom FTG Footing Lumber
B/ Bottom Of F/ Face of P-T Post-Tensioned
BLDG Building GA Gage PT Pressure Treated
BLKG Blocking GALV Galvanized R Radius
BMU Brick Masonry Unit GEOTECH Geotechnical RD Roof Drain
BP Baseplate GL Glue Laminated REF Refer/Reference
BRBF Buckling Resisting Timber REINF Reinforcing
Braced Frame GWB Gypsum Wall Board REQD Required
BRG Bearing HDR Header RET Retaining
BTWN Between HF Hem-Fir SCBF Special Concentric
� Centerline HGR Hanger Braced Frame
C Camber HD Hold-down SCHED Schedule
CB Castellated Beam HORIZ Horizontal SHTHG Sheathing
CIP Cast in Place HP High Point SIM Similar
CJ Construction or HSS = TS (Hollow SMF Special Moment
Control Joint Structural Section) Frame
CJP Complete Joint IBC International Building SOG Slab on Grade
Penetration Code SPEC Specification
CLG Ceiling ID Inside Diameter SQ Square
CLR Clear IE Invert Elevation SR Studrail
CMU Concrete Masonry IF Inside Face SF Square Foot
Unit INT Interior SST Stainless Steel
COL Column k Kips STAGG Stagger/Staggered
CONC Concrete KSF Kips Per Square Foot STD Standard
CONN Connection LF Lineal Foot STIFF Stiffener
CONST Construction LL Live Load STL Steel
CONT Continuous LLH Long Leg Horizontal STRUCT Structural
C'SINK Countersink LLV Long Leg Vertical SWWJ Solid Web Wood
CTRD Centered LP Low Point Joist
� Diameter LONGIT Longitudinal SYM Symmetrical
DB Drop Beam LSL Laminated Strand Lumber T Top
DBA Deformed Bar Anchor LVL Laminated Veneer Lumber T/ Top Of
DBL Double MAS Masonry T&B Top 8� Bottom
DEMO Demolish MAX Maximum TC AX LD Top Chord
DEV Development MECH Mechanical Axial Load
DF Douglas Fir MEZZ Mezzanine TCX Top Chord Extension
DIAG Diagonal MFR Manufacturer TDS Tie Down System
DIST Distributed MIN Minimum T8G Tongue & Groove
DL Dead Load MISC Miscellaneous THKND Thickened
DN Down NIC Not In Contract THRD Threaded
DO Ditto NTS Not To Scale THRU Through
DP Depth/Deep OC On Center TRANSV Transverse
DWG Drawing OCBF Ordinary Concentric TYP Typical
(E) Existing Braced Frame UBC Uniform Building
EA Each OD Outside Diameter Code
EF Each Face OF Outside Face UNO Unless Noted
EL Elevatian OPNG Opening Otherwise
ELEC Electrical OPP Opposite URM Unreinforced
ELEV Elevator OWSJ Open Web Steel Joist Masonry Unit
EMBED Embedment OWWJ Open Web Wood Joist VERT Vertical
EQ Equal e Plate W Wide
EQUIP Equipment PAF Powder Actuated Fastener W/ With
EW Each Way PC Precast W/0 Without
EXP Expansion PERP Perpendicular WHS Welded Headed Stud
EXP JT Exponsion Joint PLWD Plywood WP Working Point
EXT Exterior " PP Partial Penetration W1NF Welded Wire Fabric
FD Floor Drain PREFAB Prefabricated t Plus or Minus
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26990 SE 22ND WAY
SAMMAMISH, WA 98075
206 225-1443
www.engertarchitecture.com
CONSULTANT
�����(��G��o
818 STEWART STREET • SUITE 1000
SEATTLE, WASHINGTON 98101
PHONE: (206) 332-1900 . FAX: (206) 332-1600
WEBSITE: www.dci-engineers.com
CIVIL / STRIJCTIJRAL
� Copyright 07/2016 D�Amoto Conversana Inc. All Rights Reserved
Thls document, and the Ideas and deslgns may no[ be reused, In whole or
In pur1, wNhout wriltan permissian from D�Ama�o Conversano Inc.
D�Amalo Convereano Inc, disclalms any responsibilily for its unoulhorized use.
STAMP
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fl, '�'iy, 38535 <>' ��"
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j���,����7�,u. L~'r,� C�,�,
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REVISIONS:
��CEIV�Q
FI�'Y �� Tl�KV1Jll�
- J ��2�2016
��F%N�IT CENTER
PHASE / DELIVERABLE
PERMIT SET
DATE:
DRAWN:
PROJECT NO:
APPROVED:
SHEET TITLE:
STRUCTURAL
GENERAL NOTES
SHEET NO: S I. I
7/2112016
JM
16011-0239
AM
FOUNDATION PLAN NOTES:
1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1.
2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE
FIELD VERIFIED.
3. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 0'-0". FOR ACTUAL T/SLAB ELEVATION REFER TO ARCHITECTURAL
DRAWINGS.
STUD AND SHEAR WALL PLAN NOTES:
1. COLD—FORMED BEAMS AND HEADERS SHALL BE SUPPORTED BY (2) FULL HEIGHT STUDS TO MATCH WALL T(PE
MINIMUM EACH END OF BEAM OR HEADER UNO. TOP AND BOTTOM TRACK OF HEADER TO 8E SAME AS TRACK
SPECIFIED FOR BEARING WALLS AT EACH LEVEL UNO. WHERE ADDITIONAL FULL HEIGHT STUDS ARE REQUIRED, THE
TOTAL NUMBER OF STUDS TO MATCH WALL IYPE SHALL BE NOTED THUS: .
2. BEARING WALL STUD AND TRACKS SHALL BE PER PLAN. ATTACH TRACKS PER 4/S3.1 UNO IN SHEAR WALL
SCHEDULE.
3. SHEAR WALL AND SHEATHING ATTACHMENT REQUIREMENTS PER SHEAR WALL SCHEDULE 8/S3.1.
4. TYPICAL DEfAILS PER:
3/S3.1
12/S3.1
2/S3.1
TYPICAL TRACK SPLICE
TYPICAL SHEAR WALL ELEVATION
�fYPICAL JAMB STUD DETAIL
STUD WALL FRAMING PLAN
SCALE: 3/� g'�=1 �-0"
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26990 SE 22ND WAY
SAMMAMISH, WA 98075
206 225-1443
www.engertarchitecture.com
CONSULTANT
� � � � � � � � �0
818 STEWART STREET• SUITE 1000
SEATTLE, WASHINGTON 98101
PHONE: (206) 332-1900 . FAX: (206) 332-1600
WEBSITE: www.dci-engineers.com
CIVIL / STRUCTURAL
OO Copyright 07/2016 D�Amato Conversano Inc. All Rights Reserved
This dacument, and tha Ideas and deslgns may nat 6e reused, In whole ar
In part, without wrillen permiasian from D'Amata Conversono Inc.
O�Amato Conversano Inc. dlsclaims any responslbility for its unauthorized use.
STAMP
�ti
0
j, `ni� 38535 ��' `��"
�, �,
r�%, rir''/'lR:yL t^`a\� �.
,�
`\'�/O1�'�I, 1'.�C\:
REVISIONS:
�ECE{V�D
C 17' V C2F T i� !4-��� ��,-�-
JUL 2 ` �ni�
P�R�91T CENT "R
PHASE / DELIVERABLE
PERMIT SET
DATE:
DRAWN:
PROJECT NO
APPROVED:
SHEET TITLE:
STRUCTURAL
STUD WALL
FRAMING PLAN
7/21/2016
JM
16011-0239
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SHEET NO: S � . (
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CEILING FRAMING PLAN NOTES:
1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1.
2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL EXISTING DIMENSIONS SHALL
BE FIELD VERIFIED.
3. ALL INTERIOR NON—BEARING, NON—STRUCTURAL WALL STUDS SHALL BE PER ARCH.
4. BEAM AND HEADER SUPPORTS PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. BEAMS TO BE UNPUNCHED
UNO.
5. RIM TRACK SHALL BE PER PLAN. SPLICE ALL RIM TRACKS PER 2/S3.2 TO REMAIN CONTINUOUS.
6. ATTACH EACH JOIST TO RIM TRACK PER 12/S3.2 UNO ON PL4N OR DETAILS
7. BEARING STUD, SHEAR WALL, AND POST BELOW PER STUD AND SHEAR WALL PLAN.
8. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND ALL TEMPORARY BRACING/STABILIlY OF SYSTEM
DUE TO CONSTRUCTION LOADS.
9. AT INTERIOR BEARING WALLS OR BEAM LINES, ALIGN JOISTS ON EITHER SIDE OF SUPPORT LINE.
10. TYPICAL DETAILS PER:
2/S3.2 TYPICAL RIM TRACK AND JOIST BRACE SPLICE
10/S3.2 TYPICAL RIM TRACK HEADER
6/S3.2 TYPICAL BOX BEAM CONSTRUCTION & SUPPORT
6/S3.1 TYPICAL JOIST BRACE DETAIL
3/S3.2 TYPICAL TENSION STRAP SPLICE
CEILING FRAMIIVG PLAfV
SCALE: 3�16��=1'—p"
��������
ERIGERT
ARCHITECTURE
LLC
26990 SE 22ND WAY
SAMMAMISH, WA 98075
206 225-1443
www.engertarchitecture.com
CONSULTANT
� � � 0 � � � � �JO
818 STEWART STREET • SUITE 1000
SEATTLE, WASHINGTON 98101
PHONE: (206) 332-1900 • FAX; (206) 332-1600
WEBSITE: www.dci-engineers.com .
CIVIL / STRUCTURAL
� Copyright 07/2016 D'Amato Conversano Inc. All Rights Reserved
Thls document, and tha Ideas and deslgns may not ba reused, in whole or
in port, wilhout written pertnission from D7vnala Canversano Inc.
D'Amato Convereano Inc. disclaims ony rcsponsibility for its unoulharized use.
STAMP
oF
,T! ,nijr 38535 \�`- \t.`?-.
t% �'%/ �]-t.l L. EN�'� C`��� �
.C���)��'at� �
REVISIONS:
�
�� r�s�» i��.�►i�� i �►�.�
�ttt���D
��'wit'rint�.�� ■�y�'
PHASE / DELIVERABLE
PERMIT SET
DATE:
DRAWN:
PROJECT NO
APPROVED:
SHEET TITLE:
STRUCTURAL
CEILING
FRAM I NG PLAN
7/21 /2016
JM
16011-0239
AM
SHEET NO: S 2. 2
(2) #8 SCREWS
� 12"OC, TYP
WELDED OPTION
T150 x THICKNESS TO
MATCH JAMB STUDS,
LOCATE ON OPNG SIDE
SCREWED OPTION
NOTE:
SINGLE JAMB STUDS ARE ACCEPTABLE WHERE ALLOWED PER PLAN NOTES,
STUD SIZE PER PIAN NOTES.
TI�PICAL JAMB STUD DETAIL
07103
NOTE:
SPLICE ALL FLAT BRACE PER 2/S3.2
TYPICAL JOIST BRACE DETAIL
3
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SCALE: 1 �/2"=1'-0"
(2) #8 SCREWS AT EA
JOIST. REPLACES TENSION
STRAP SCREW IF OCCURS
AT SAME LOCATION
-JOIST BRACE PER PLAN
TENSION STRAP PER
PLAN, WHERE OCCURS
JOIST PER PLAN
SCALE: 1 "=1'-0"
T�ACK PER PLAN
NOTE:
TOP AND BOTTOM TRACK SPLICES
SHALL BE STAGGERED 48" MINIMUM.
TYPICAL TRACK SPLICE
07001 M
;KNESS TO MATCH
fED IN TRACK
SCALE: NONE
STUDS TO BE FULLY
SEATED AGAINST TRACK
(�/16" MAX GAP)
TRACK PER
0
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NOTE:
THIS DEfAIL APPLIES TO TOP AND BOTTOM TRACKS
OF ALL STRUCTURAL STEEL STUD WALLS UN0.
STUD PUNCHOUT
� �� �—STL STUDS PER PLAN
��
(1) #10 SCREW EA
STUD FLANGE, TYP
(2) #8 SCREWS � 12"OC TO COLD—FORMED
STL, (2� 5�32"� HILTI X—U POWOER ACTUATED
FASTNE � 12"OC W/ 3/4" EMBED TO CONC,
UNO ON SHEAR WALL SCHED
TYPICAL TOP AND BOTTOM TRACK DETAIL
07000M
SCALE: NONE
SHEi4R VI/�►LL SCHEDULE
WALL MINIMUM STUD AND WALL SHEATHING SCREW SPACING AT SCREW SPACING SHEAR
TYPE TRACK THICKNESS [6] [7] PANE [4] DGES IN FIELD CAPACITY (PLF, LFRD)
W6 33MIL 15�32'� APA—RATED 6"OC 12"OC 312
SHTHG
G7 33MIL ��2�� GYPSUM 7"OC 7"OC 348
BOARD SHTHG
NOTES:
[1] PROVIDE STRAP BLOCKING AT HORIZONTAL PANEL JOINTS AND SOLID BLOCKING
BEfWEEN THE FIRST (2) END STUDS.
[2] ATTACH STUD TO TOP AND BOTTOM TRACK PER 4/S3.1.
[3] ATfACH T&B TRACK PER 4/S3.1.
[4] ATTACH SHEATHING TO STEEL STUD FRAMING WITH #6 SCREWS MINIMUM IN
ACCORDANCE WITH ASTM C954.
[5] STUDS SHALL HAVE A MINIMUM FLANGE WIDTH OF 15/g".
[6] INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY
[7] GYPSUM BOARD SHTHG REQUIRED EACH FACE OF STUD
SHEAR WALL SCHEDULE
STRAP W/ SHEAR WALL
EDGE ATTACHMENT
SHTHG PER PLAN
SHEAR WALL PANEL EDGE
SCREWS PER SHEAR WALL
SCHED WALL END STUD
FIELD SCREWS AT ALL
OTHER STUDS—�
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SCALE: NONE
SHTHG
PER PLAN
WALL STUDS
PER PLAN
CONC FND
PER PLAN
�
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PER PLAN �' ^ : ------
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BOT TRACK W/ . ;:' S . ,
ATTACHMENT PER � � ' '
SHEAR WALL SCHED `'
TYPICAL SHEAR
WALL ELEVATIOiV
07080M
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EI�GERT
ARCHITECTURE
LLC
26990 SE 22ND WAY
SAMMAMISH, WA 98075
206 225-1443
www.engertarchitecture.com
CONSULTANT
� � � � � � � � �O
818 STEWART STREET • SUITE 1000
SEATTLE, WASHINGTON 98101
PHONE: (206) 332-1900 . FAX; (206) 332-1600
WEBSITE: www.dci-engineers.com
CIVIL / STRUCTIJRAL
� Copyright 07/2016 D�Amato Conversano Inc. All Rights Reserved
This document, and Iha ideas and deslgns moy not be raused, in whole or
in part, without writtan permisaion from DYvnoto Convarsano Inc.
D�Amola Convereano Inc. disclaims any rcsponsibility (or its unauthorized use.
STAMP
W,
�
,; ,nii,, 38535 ��- `�.
� • �'
`�l�,�r��9t.aL L����C���.
, �, q101���1L (�� . ,
REVISIONS:
��.C'".r_'IVED
ce-�v �r- -ruF<wi�A
JUL
P��dNil"f
PHASE / DELIVERABLE
PERMIT SET
DATE:
DRAWN:
PROJECT NO:
APPROVED:
SHEET TITLE:
STRUCTURAL
DETAI LS
7/2112016
JM
16011-0239
AM
SHEET NO: S � . I
3
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RIM TRACK
PER PLAN
T/STL
PER PLAN
�(2) ROWS OF #12 SCREWS
� 6"OC STAGGERED T&B
CHANNEL PER PLAN
RIM TRACK PERPENDICULAR 1'0 EXISTING STRUCTURE
SECTION
SCALE: 1 "=1'-0"
IMTRACK PER PLAN
162-54 TO MATCH TRACK
EPTH x 3'-0" LONG,
ESTED IN TRACK
CH RACK ((24) &OTAL)�
PERIMETER RIM TRACK SPLICE DETAIL
FLAT STUD PER PLAN NESTED IN TRACK SPLICE
362T162-33 x 3'-0" LONG
(4) �8 SCREWS IN EA FLANGE
AT EA FLAT STUD ((16) TOTAL)
FLAT JOIST BRACING SPLICE DETAIL
NOTE:
TRACK SPLICE MAY BE ON OPEN
SIDE OF CHANNEL AS REQD
TYPICAL CONTINUOUS RIM TRACKAiVD
JOIST BRACE SPLICE
� T/STL
PE� R PLAN
BUNDLED STUDS PER
PLAN (SEE NOTE) '
(8) #12 SCREWS THRU
TRACK TO SUPPORT
STUDS
600T200-54 AT ENDS
W/ (8) #12 SCREWS
TO BOX BEAM
SUPPORT CONNECTION
SCALE: 3"=1 '-0"
600T200-54 W� (8) #8
SCREWS AT 24 OC AND
AT ENDS
BOX BEAM PER PLAN
BOX CONSTRUCTION
NOTE:
AT STUD WALL, ALIGN STUDS WITH
BEAM AND CONNECT TRACK DIRECTLY
TO BUNDLED STUDS
TYPICAL BOX BEANi CONSTRUCTION AND SUPPORT
SCALE: 1 "=1'-0"
SCR WS,S(8) )SCREWS
TOTAL EA END
� T/JOIST
PER PLAN • • • • • • • • • • • • • • • •
-- ---
� — — �--------- �
ii i i ii
•i•i i i •i•i
ii i i ii
'i'i i i 'i'i
•I•I I I •i•I
RIM TRACK PER PLAN i i o � � �� JOIST OR BLKG
FULL LENGTH (NO i i w � � � i PER PLAN
SPLICE OVER OPNG) i i v, i i i i
�
� T/JOIST
PER PLAN
NOTE:
ADDITIONAL INFO PER 12/S3.2
FULL LENGTH TRACK
TO MATCH TOP TRACK
TYPICAL RI� TRACK HEADER
07150M
SECTION
BUNDLED
STL STUDS
PER PLAN
CLIP TRACK WEB
SCREW FLANGE TO
STUD W/ (1) �8
SCREW EA SIDE
SCALE: 1'�=1 '-0"
TENSION STRAP PER PLAN, STOP
AT JOIST AND AITACH PER PLAN
PRIOR TO INSTALLING SPLICE
� JOIST PER PLAN
. .
. .
. .
. .
. .
.
------------- . /. ---------------------------
JOIST SCREW BELOW � 6" WIDE x 68MIL x LENGTH AS
PER PLAN REQD SPLICE STRAP W/ (12)
�12 SCREWS AT EA END
.'
----------------------- . . ------------------
• J
. . _
. . �. .
. . �
NOTE: : '
1. INSTALL ONE SIDE OF SPLICE AND PULL TAUT
BEFORE INSTALLING OTHER END ��
�-.
2. CONTRACTOR SHALL PROVIDE PERMANENT OR
TEMPERARY BRACING TO AVOID JOIST RACKING �
TYPICAL TEt�SION STRAP SPLICE - PLAiV VIEW
JOIST BRACE PER PIAN W/
(4) #8 SCREWS TO WALL TOP
TRACK & (2) #8 SCREWS
TO CONT RIM TRACK
1 �/2x1 �/2x54MIL x 3" LONG
TAB W/ (2) #8 SCREWS
TO TRACK AND JOIST WEB —
T/STL
� � � � � � � �
PER PLAN
.
.
JOIST PER
PLAN WHERE
OCCURS
BLKG � 48"OC TO MATCH
JOIST SIZE AND THICKNESS W/
1�/2x1 �/2x54MIL x 3" LONG
TAB W/ (2) #8 SCREWS TO
BLKG AND SUPPORT
T200-54 CONT TRACK TO MATCH
JOIST DEPTH W/ (3) # j�8 EWS
TO EA WALL STUD & (1
SCREW TO T&B JOIST FLANGE �
SCALE: 1 "=1 '-0"
» V...
.��
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�: :
a� ��� (2) 5/32"� HILTI X—U PAF C� 24"OC
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d�.� PLAN AT EXISTING CONC
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�:.$� WHERE OCCURS
�� .
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k .' �
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,� .
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NOTE: (5" MAX)
WHERE NO CFS WALL OCCURS, ATfACH BLOCKING DIRECTLY
TO EXISTING CONCRETE W/ (2) 5�32"� HILTI X—U PAF
FRA�ING AT EXISTING CONCRETE
TILT-UP PA�EL - JOIST PARALLEL
SOOT200-54 @ 48"OC W/
(4) #12 SCREWS TO TOP TRACK
OF WALL OR BOX BEAM AND TO
TOP FLANGE OF RIM TRACK —
1 �/2x1 �/2x54MIL x 3" LONG
TAB W/ (2) #8 SCREWS
TO TRACK AND JOIST WEB�
� T/STL
--------
PER PLAN
JOIST PER PLAN, /
WHERE OCCURS --�
T200-54 CONT TRACK TO
MATCH JOIST DEPTH
W/ (3) #8 SCREWS
TO EA WALL STUD
& (1) #8 SCREW
TO T & B JOIST
FLANGE —
SCALE: 1 "=1'-0"
���
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�
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#.� k� (2) 5�32"� HILTI X—U PAF � 24"OC
�
a . tla.
A.� . CONT RIM TRACK PER
� � " PLAN AT EXISTING CONC
�Q.
� . R'
,� � STL STUD PER PLAN
�.
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a, '. �
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� � a� (E) CONC WALL
�.�:.�
�
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. �� �
� �.
(5" MAX)
FRAMING AT EXISTING CONCRETE
TILT-UP PANEL - JOIST PERPENDICULAR
SCALE: 1 "=1'-0"
(3) #12 SCREWS
...... . . --
. �--' '—' ---'----r.
i
(8) #12 SCREWS • � �
INTO RIM TRACK •� i\ ,�'�e i
TOP FLANGE •� i �
STAGG � �
• i
• �
(12) #12 SCREWS ' ' � �,. ;
,
(3) #12 SCREWS ' i . Gy �. i
AT JOISTS & i �� �� o 'O �
BLKG � • � • �
� -- � ---�.
. .— — . — —
RIM TRACK i
PER PLAN i �
SHEAR WALL PER � �r
PLAN, WHERE �
OCCURS, lYP i �
�
NOTE: �
1. LOCATE WORKING POINT AT INTERSECTION OF CENTER � STRAP
LINES OF CONTINUOUS RIM TRACKS
2. AT EXISTING CONCRETE WALL, ATTACH GUSSEf PLATE TO CONTINUOUS
RIM ALONG CONCRETE
(8) �12 SCREWS INTO a�,;�<„�>;'��,��'�:y";r�;�:,':�3.�'f�"'�
RIM TRACK TOP FLANGE � � �. � � �`� ��;
STAGG
STUD BLKG TO MATCH JOIST
2'-0"x2'-0" x 54MIL
GUSSET �
ENGERT
(3)#12SCREWS ARCHITECTURE
LLC
26990 SE 22ND WAY
JOIST PER PLAN SAMMAMISH, WA 98075
206 225-1443 �
www.engertarchitecture.com
TENSION STRAP PER PLAN
TYPICAL TENSION STRAP END CONDITION - PLAN VIEW
JOIST BRACE PER PLAN
W/ (4) #8 SCREWS TO
WALL TOP TRACK
�T/STL — --------------
PER PLAN
-------------�
�
JOIST PER� �
PLAN, TYP �,
CONT STRAP 4"x THICKNESS TO
MATCH TOP TRACK. ATTACH
PER SHEAR WALL SCHED
PANEL EDGE ATTACHMENT
(OMIT AT NON—SHEAR WALL)—�
SHTHG PER SHEAR WALL
SCHED WHERE OCCURS --�
SCALE: 1 "=1'-0"
T200x54 CONT TRACK TO MATCH JOIST
DEPTH W/ (3) #8 SCREWS TO EA
WALL STUD & (1) #8 SCREW TO
T & B JOIST FLANGE
PANEL EDGE ATTACHMENT PER SHEAR
WALL BELOW AT RIM TRACK TO TOP
TRACK & RIM TRACK TO STRAP PER
SHEAR WALL SCHED (#6 SCREW �
12"OC AT NON—SHEAR WALL)
BLKG � 48"OC TO MATCH JOIST
SIZE & THICKNESS W 1 �/2x1 �/2x54MIL
x 3" LONG TAB W/ �) #8 SCREWS
TO BLKG AND SUPPORT
STL STUD PER PLAN
TYPICAL WALL FRAMING -- JOIST PARALLEL
6
S3.1
JOIST BRACE PER
� T/STL �
PER PLAN
❑*
JOIST PER PLAN, TYP� N
CONT STRAP 4"x THICKNESS TO
MATCH TOP TRACK. ATTACH
PER SHEAR WALL SCHED
PANEL EDGE ATTACHMENT
(OMIT AT NON—SHEAR WALL) �
SHTHG PER SHEAR WALL �
SCHED WHERE OCCURS
•
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& JOIST WEB
�T200x54 CONT TRACK TO MATCH JOIST
DEPTH W/ (3) #8 SCREWS TO EA
WALL STUD & (1) #8 SCREW TO
T & B JOIST FLANGE
PANEL EDGE ATTACHMENT PER SHEAR
WALL BELOW AT RIM TRACK TO TOP
TRACK & RIM TRACK TO STRAP PER
SHEAR WALL SCHED (#6 SCREW �
12"OC AT NON—SHEAR WALL)
STL STUD PER PLAN
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SEATTLE, WASHINGTON 98101
PHONE: (206) 332-1900 . FAX; (206) 332-1600
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Thls document, and the Ideas and designe may nat be reused, in whola or
in pod, wilhaut writtan permiesion Fmm 0'Amota Comarsano Inc.
O�Amoto Canvereana Inc. disclaims any re5ponsibllity for its unaulharized use.
STAMP
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REVISIONS:
�a�
Cl"f�' OF TUKWILA
JUL 2 Z 2016
��RMf7 CENTEF�
PHASE / DELIVERABLE
PERMIT SET
DATE: 7/21/201 E
DRAWN: JM
PROJECT NO: 16011-0239
APPROVED: AM
SHEET TITLE:
STRUCTURAL
DETAI LS
SHEET NO: S 3. 2