HomeMy WebLinkAboutPermit D14-0287 - COURTYARD AT SOUTH STATION - TENANT IMPROVEMENTCOURTYARD AT SOUTH
STATION
3900 SOUTHCENTER BLVD
D15-0287
Parcel No:
Address:
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.gov
DEVELOPMENT PERMIT
0043000170
3900 SOUTHCENTER BLVD
Project Name: COURTYARD AT SOUTH STATION
Permit Number: D14-0287
Issue Date: 11/14/2014
Permit Expires On: 5/13/2015
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
COURTYARD AT SOUTH STATION
3131 S VAUGHN WAY #301 CO
GEOARGE MCELROY & ASSOC,
AURORA, WA, 80014
CHRISTINA ROBERTS
PO BOX 73516 , PUYALLUP, WA, 98373
FIRST CHOICE REMODELING
PO BOX 73516 , PUYALLUP, WA, 98373
FIRSTCR8805B
COURTYARD AT SOUTH STATION
3131 S VAUGHN WAY #301 CO
GEOARGE MCELROY & ASSOC,
AURORA, CO, 80014
Phone: (253) 778-3886
Phone: (253) 507-5353
Expiration Date: 8/2/2016
DESCRIPTION OF WORK:
FRAME IN EXISTING PORCH, CREATING BATHROOM, TANNING ROOM AND STORAGE ROOM
Project Valuation: $22,960.00
Type of Fire Protection: Sprinklers: NO
Fire Alarm: NO
Type of Construction: VB
Electrical Service Provided by: TUKWILA FIRE SERVICE
Fees Collected: $1,711.90
Occupancy per IBC: R-2
Water District: 125
Sewer District: VALLEY VIEW SEWER SERVICE
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
2012
2012
2012
2012
International Fuel Gas Code:
WA Cities Electrical Code:
WA State Energy Code:
2012
2014
2012
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
Volumes: Cut: 0 Fill: 0
Number: 0
No
Permit Center Authorized Signature: Date:
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit and agree to the conditions attached to this permit.
Signature: rr
Print Name:
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: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable
with the following concerns:
4: 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)
2: 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)
3: Extinguishers shall be located in conspicuous locations where they will be readily accessible and
immediately available for use. These locations shall be along normal paths of travel, unless the fire code
official determines that the hazard posed indicates the need for placement away from normal paths of
travel. (IFC 906.5)
5: Maintain fire extinguisher coverage throughout.
6: 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)
7: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the
door handle is engaged from inside the tenant space. (IFC Chapter 10)
9: 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)
8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10)
10: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall
comply with the requirements of this section. Aisles or aisle access ways shall be provided from all
occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or
equipment. The required width of aisles shall be unobstructed. (IFC 1017.1)
12: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of
N.F.P.A. 72 and City Ordinance #2437.
14: 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)
13: 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)
15: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required
for this project.
16: 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.
11: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
17: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
0301 CONCRETE SLAB
1400 FIRE FINAL
0201 FOOTING
0200 FOUNDATION WALL
0409 FRAMING
0606 GLAZING
0603 ROOF/CEILING INSUL
4046 SI-EPDXY/EXP CONC
0602 SLAB/FLOOR INSUL
0601 WALL INSULATION
CITY OF TUKWILA
Community Development Department
Public Works Department
Permil Center
6300 Southcenter Blvd, Suite 100
Tukwi/a, WA 98188
http://www."fukwilaWA.gov
Building Permit No. 1 1"'1 — a-S7
Project No.
Date Application Accepted:
Date Application Expires: S
(For office use only)
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION
c,, `�� King Co Assessor's Tax No.: O 01170
Site Address: 1 W So31+1 CpJ4tle�C�``',,1Bt._ Suite Number: Floor:
Tenant Name: OW\-\ frkYG' �� Sc»k 'Tahoe) New Tenant: El Yes ..No
PROPERTY OWNER
CYName:6 .n0ge yiCIay C, ,6550 c
Address: 3131S V11Nhw01,
City: State: Zip:
CONTACT PERSON - person receiving all project
communication
Name:Nyishiel ea;€1,4:5-
A dd ress: 0,01( .-1.�y) Le
City: J g 1 j U e State: tAfit Zip 7 ,73
Phone:2 27783d a[.p ax; .3 �� 4q' !
Email:
'-'1K%-CJwtcerPnNodel t0otma: [. Cu
1
GENERAL CONTRACTOR INFORMATION
Company Name: t..., i I Ana . I
Address -2D6x51 Lp
City: n
` oyc,Itk3P State: wpv Zip:eN.37.11
Phone:2 x- 5353 Fax: 2S3 5'o)`�
J:l2U�
i
I'1sot
Contr Reg No.
Y`J4_C12.� .>�Exp Date: 4
Tukwila Business License No.: 6
11L/1
ARCHITECT OF RECORD
Company Name: rnit1014 4-,1SSO CCI"
e _ rr 4o R-
Architect Name: ICC::4Y\Ck KA.
A ddress:7O1_ 4a S4 ,2&
City: ��I/�OtI,1� State: �/� Zip: L,^� ���
�`Ll/�0
7�-
Phone: r„ i`i�i ax:2S. 6(03
Email: Ib eiVrlhA - ( C1/401 • Can
ENGINEER OF RECORD
Company Name:
Engineer Name:t►-�e 5• r'rl(_ �y r 1 L
I��
Address:14 245 S.14-1-k AtFeS
City: l�vt411 �l State: �, Z.ip(�,�
1'honeOlbb6 2 '1r _, _w5 1 ax:
Email:
LENDER/BONI) ISSUED (required for projects $5.000 or
19.27.095)
greater per RCp.
Name: �
CCW ,,'',,--
// Cv'-kjtrd GtI- )A-h
Address:
City: State: Zip:
1-171Applications\porno-Applications On Line1201 1 ApplicationsiPcrtnn Application Rev ised - 8-9-11.doc..
Revised: August 2011
hh
I'agc I of4
BUILDING PERMIT INFORMATION — 206-431-3670
Valuation of Project (contractor's bid price): $ Z2 .1(00
Describe the scope of work (please provide detailed information):
Existing Building Valuation: $
'runes L1-) xtsh'rt poYc - - d,& ,khmar, c ,n(
„c1,61/4 1mcu e4evia ce S -c{
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
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
151 Floor
i
I
2nd Floor
3`d Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling. provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows thatthe principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: N() ( Q. ik .c C k Compact: Handicap:
Will there be a change in use?
Yes ❑ No If"yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ Sprinklers ❑ Automatic Fire Alarm
Qo►kin LerASInci 6 S c-
None ❑ Other (specify)
Will there be storage or use of flammable. combustible or hazardous materials in the building? ❑ Yes Mj No
If "yes', attach list of materials and storage locations on a separate 8-1/2- x 11 "paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
O On -site Septic System — For on -site septic system. provide 2 copies of a cun•ent septic design approved by King County I lealth
Department.
H:\Applications\forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 I.doc
Resised: August 21111
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Page 2 of 4
PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
Scope of Work (please provide detailed information):
Ca11 before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑... Water District #125
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila
❑ ...Sewer Use Certificate
❑ .. Highline ❑ .. Renton
❑ ...Valley View ❑ .. Renton
❑ ... Sewer Availability Provided
❑ .. Seattle
Septic System:
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Application (mark boxes which apply):
❑ ...Civil Plans (Maximum Paper Size — 22" x 34")
❑ ...Technical Information Report (Storm Drainage)
❑ ...Bond ❑ .. Insurance ❑ .. Easement(s)
Proposed Activities (mark boxes that applv):
❑ ...Right-of-way Use - Nonprofit for less than 72 hours
❑ ...Right-of-way Use - No Disturbance
❑ ...Construction/Excavation/Fill - Right-of-way ❑
Non Right-of-way ❑
❑ ...Total Cut
❑ ...Total Fill
cubic yards
cubic yards
❑ ...Sanitary Side Sewer
❑ ...Cap or Remove Utilities
❑ ...Frontage Improvements
❑ ...Traffic Control
❑ ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑ .. Geotechnical Report
❑ .. Maintenance Agreement(s)
❑ ...Traffic Impact Analysis
❑ ... H old Harmless — (SAO)
El ...Hold Harmless — (ROW)
❑ .. Right-of-way Use - Profit for less than 72 hours
❑ .. Right-of-way Use — Potential Disturbance
❑ .. Work in Flood Zone
❑ .. Storm Drainage
❑ .. Abandon Septic Tank
❑ .. Curb Cut
❑ .. Pavement Cut
❑ .. Looped Fire Line
❑ ...Permanent Water Meter Size... ,• WO #
❑ ...Temporary Water Meter Size .. WO #
❑ ...Water Only Meter Size WO #
❑ ...Sewer Main Extension Public ❑ Private ❑
❑ ...Water Main Extension Public ❑ Private ❑
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
❑ ...Deduct Water Meter Size
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment
Monthly Service Billing to:
Name: Day Telephone:
Mailing Address:
City State Zip
Water Meter Refund/Billing:
Name:
Mailing Address:
Day Telephone:
City
State Zip
H:\Applications\Forms-Applications On Line\201 1 Applications\Permit Application Revised - 8-9-11.docx
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PERMIT APPLICATION NOTES —
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING NER O AUTHOR] AG
Signature:
Print Name: x..� l ' hs fi ►nC( 0.rT�
Mailing Address:4)0 tax % 51(p
Date: 02.01L/
Day Telephone: 253 7) cE
TI`-'rtt
/873
CityState Zip
H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 Ldocc
Revised: August 2011
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Page 4 of 4
Cash Register Receipt
City of Tukwila
DESCRIPTIONS ACCOUNT QUANTITY PAID
PermitTRAK $1,360.18
D14-0287 Address: 3900 SOUTHCENTER BLVD Apn: 0043000170 $1,360.18
DEVELOPMENT $545.60
PERMIT FEE
R000.322.100.00.00
0.00
$541.10
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
IMPACT FEE $787.52
FIRE
R304.345.852.00.00
0.00
$519.68
PARK
R104.345.851.00.00
0.00
$267.84
TECHNOLOGY FEE $27.06
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R3560
R000.322.900.04.00
0.00 $27.06
$1,360.18
Date Paid: Friday, November 14, 2014
Paid By: FIRST CHOICE REMODELING
Pay Method: CHECK 3171
Printed: Friday, November 14, 2014 10:03 AM 1 of 1
rL1 LJ V SYSTEMS
Cash Register Receipt
City of Tukwila
Receipt Number
R2980
DESCRIPTIONS
PermitTRAK
ACCOUNT I QUANTITY PAID
$351.72
D14-0287 Address: 3900 SOUTHCENTERBLVD
Apn: 0043000
70
$351.72
DEVELOPMENT
PLAN CHECK FEE
TOTAL FEES PAID BY RECEIPT: R2980
R000.345.830.00.00
0.00
$351.72
$351.72
$351.72
Date Paid: Tuesday, September 02, 2014
Paid By: FIRST CHOICE REMODELING INC
Pay Method: CHECK 3154
Printed: Tuesday, September 02, 2014 11:38 AM 1 of 1
SYSTEMS
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO, PERMIT NO
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd,, #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
P1Y-02-87
Project: a fr (
LU'-frCt Pti&fat5fiT/Y011
o. .i
Type ogrgcti(
Kg I
Address:
3 Too .k-ufik_c_lvtitid
Date Called:I
Special Instructions:
phi
Date Wanted:
s---5----
(3'
a.m.
p.m.
'Requester:
Phone No:
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
Inspector:
Date5—ircIS—'
E REINSPECT! N FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Btvd., Suite 100. Cali to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd,, #100, Tukwila. WA 98188 (206) 431-3670
Permit inspection Request Line (206) 438-9350
Dly- 02437
Project: i t
LO Cir flak/ 0 j7D itaftiii
Type of 1%spectio: r /
6 tor r(ptcz i
'Address:
WOO SO dr, 6 (tic/
Date Cal ci:
Special Instructions:
4-4
Date Wanted:____
3 .- z-r— 0—
a.m.
P•m•
'Requester:
Phone No:
0 Approved per applicable codes. 34
Corrections required prior to approval.
COMMENTS:
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-Fo
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nspector: r
r
Date:3 Lys_ 5_
f-
RENSPETION 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 NO, PERMIT NO.
071g7
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., *100, Tukvvila, WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project: A
la vd4
Type of Inspectiop:
,t-utcx I
Address: i I
194e) cr,tt 14 ("PA kr g/V d
Date Called:
,
'Special -Instructions:
Date Wanted:
a.m.
Requester:
Phone No:
EjApproved per applicable codes. Corrections required prior to approval.
COMMENTS:
(
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Inspectordir...:c„,
Date:/ _30 ( 5_
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD
INSPE TIQN NO. Retain a copy with permit
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
\' Mk J8l1d4 if (-4ttiknJ
Type of Inspection:
f,A,)A If -".�Su A+; 4
.....:....
Address: `
3-► 00 L1 kC \*I t3 ( J
Date Called:
Special Instructions:
Date Wanted:
t 2 I a e._ 1/1--k
6rt'
P.m.
Requester:
Phone No:
EApprovedper applicable codes.
Corrections required prior to approval.
COMMENTS:
Inspector
! r Atv $-1 1 l 1('4. AjQ•-A-/1
�j'REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
1pai/d at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
-Date:
/
4i 2
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO. ,
CITY OF TUKWILA BUILDING DIVISION 4.1
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 ,
Permit Inspection Request Line (206) 438-9350
OA -61Vr7
Project:
Type Of-Inspecton:11Sit\
Date Called: /
Addcess:
31 00 S4- 1- kik.
Special Instructions:
Date Wanted:
(1
p.m'.
Requester:
Phone No:
ElApproved per applicable codes.
Corrections required prior to approval.
tr-
COMMENTS:
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Date:fIA
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 NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
6-64.) r I Li i Q 5 ,.,
Type of Inspection: ./ A_ .
1-11,,N E , A Aef
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3Uto Sc 8Wek .
Date Called:
4
Special Instructions:
3 ,c7 %.J\tlk S' -. • .94
('one
Date Wanted: i
Requester:
No:
cv r ' ttl -1-'p I A S ( o i A c---....
123 Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
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Inspictor
- 5 —14
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
.1) 4 Z-Y1
INSPIOW 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
INSPECTION RECORD
Retain a copy with permit
Project; -Type
—,---,
i r-r-, Ar (., a .5. I Avi . iki
of Inspection:
r-,A iit, (
,/- 4o,
Address: i
-9tOin Se_
Date ailed:
Special Instructions:
7
-,--
Date Wanted:VZ----
/ q ' 14
e."..m.
;.P-7‹
Requester:
Phone No;
ErApproved per applicable codes.
Corrections required prior to approval.
COMMENTS:
Inspector:
Datei 2
q- 14
ri REINSPECTIDN 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 NUMBER
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project:
QZ+ r `F �'
f
r'
S 4 I - 54.11 li 4.1
Type Qf Inspection:
A- \ -j t ✓ €.. , rt)
Address: 35 ba
Suite #:
S.
(v�
Contact Person:
Special Instructions:
Phone No.:
_Appr`oved per applicable codes.
Corrections required prior to approval.
COMMENTS:
c; f e .C70 veer - <l e
r
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector: &% �,,. ce_9____
Date: s/a c�// --
-Hrs.:
tt/V•v f/
$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Company Name:
Address:
City:
State:
Zip:
Word/Inspection Record Form.Doc
3/14/14
T.F.D. Form F.P. 113
INSPECTION RECORD
Retain a copy with permit
INSPECTION NUMBER
adrs-7
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-44
Project:
Cr t tekr2- 9 0 Se.
'0+�
Ty a of Ins ction:
v, .v tA4-
r4
Address: 0
Suite #: .�
d C.
1 U�
Contact Person:
Special Instructions:
Phone No.:
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
r
2 -I rL t 1,5k
Cod( fib- sus= y907
Needs Shift Inspection:
Sprinklers:
Fire Alarm: -
Hood & Duct:
Monitor:
Pre -Fire:
Permits: -
Occupancy Type:
Inspector:
Date 21.2//
.$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billin
9
Address
Attn:
Company Name:
Address:
City:
State:
Zip:
Word/Inspection Record Form.Doc
3/14/14
T.F.D. Form F.P. 113
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Index
Applications 2
Features 3
Functions 4-6
Trim Designs 7
Options &
Accessories 8-9
How to Order 10
Quick Codes 11-12
How to Specify 13
An economical, Grade 2 standard -duty lever lockset which
provides an outstanding combination of value and performance.
It's the ideal lever lockset for standard commercial applications.
When used in conjunction with the CL3300 Series Extra Heavy -Duty
Grade 1 and the CL3500 Series Heavy -Duty Grade 1 Cylindrical
Lever Locksets, the overall cost of many projects may be reduced
without compromising functionality and durability.
BIWA
onommi
LS.
Typical applications
include:
• Interior offices
• Closets
• Multi -family housing
• Restaurants
• Retail complexes
Advantages
• Lever Release" for vandal
resistance
• Solid cast levers
• ANSI/BHMA Grade 2
certification
• UL-cUL 3-hour fire rating
• Independent lever return
springs
• Through -bolts on door for
solid attachment
• Covers ANSI/BHMA door prep
A156.115
CL3800.2 ASSA ABLOY, the global leader in door opening solutions
45355-3/14
Features
Handing
Non -handed.
Door Thickness Adjustment
Standard 1-3/8" to 1-3/4" (35 to
45mm); factory set for 1-3/4" doors.
For 2" (51 mm) and 2-1/4" (57mm)
doors, specify door thickness. See
Quick Codes, page 11-12.
Lock Chassis
Steel, zinc dichromated for
corrosion resistance.
Backset
2-3/4" (70mm) standard.
Optional: 2-3/8" (60mm), 3-3/4"
(95mm) and 5" (127).
See Quick Codes, page 11-12.
Latchbolt
1/2" (13mm) throw latch with
universal "floating" front to fit both
flat and beveled doors.
2-1/4" x 1-1/8" (57 x 29mm) square
corner front for 2-3/4" (70mm)
backset standard. For other latch
options, See Quick Codes,
page 11-12.
Auxiliary Latchbolt
Deadlocking latchbolt prevents
manipulation when door is closed.
Strike
ANSI curved lip strike standard, 4-7/8"
x 1-1/4" x 1-1/4" (124 x 32 x 32mm)
lip to center. Optional strikes, lip
lengths and ANSI wrought strike box
available; See Quick Codes, page
11-12.
Cylinder
Brass, 6-pin, L4 keyway,
"0" bitted standard.
Keying Features Available
Conventional 6-pin
Conventional 7-pin
Master keying
Construction master keying
Visual key control
Concealed key control
Pyramid' Security
Pyramid High Security
Interchangeable core (IC)
Security
Security IC
Pyramid Security IC
Pyramid High Security IC
Access 3®
Keys
Two nickel silver standard.
Warranty
Seven-year limited.
Through -bolts prevent
chassis rotation; ensure
proper alignment, smooth
operation and long life
1/2" throw latchbolt
accommodates 7/8" and
1" edge bore preps
2-3/8", 2-3/4", 3-3/4"
and 5" backsets available
Certification/Compliance
ANSI/BHMA
Certified meets A156.2 Series 4000,
Grade 2.
Meets Al 17.1 Accessibility Code.
Federal
Meets FF-H-106C.
California State Reference Code
(Formerly Title 19, California State Fire
Marshal Standard)
All levers with returns comply; levers
return to within 1/2" of door face.
UL-cUL
All locks listed for "A" label single
doors.
Letter "F" and UL symbol on latch
front indicate listing.
Any retrofit or other field modification
to a fire rated opening can potentially
impact the fire rating of the opening,
and Corbin Russwin, Inc. makes
no representations or warranties
concerning what such impact may
be in any specific situation. When
retrofitting any portion of an existing
fire -rated opening, or specifying and
installing a new fire -rated opening,
please consult with a code specialist
or local code official (Authority Having
Jurisdiction) to ensure compliance with
all applicable codes and ratings.
Solid cast levers
with no plastic inserts
Lever designs compatible
with Corbin Russwin Mortise
Locks, Exit Devices and other
Lever Locksets
Non -handed spring cassette
prevents lever sag
Lever release design
for vandal resistance
ASSA ABLOY, the global leader in door opening solutions CL3800.3
45355-3/14
ti
CL3810
CL3820
CL3832
CL3840
Passage
or Closet
Privacy
Bedroom or
Bathroom
Institutional
or Utility
Patio or
Privacy
F75
• Latchbolt by lever either side
• Both levers always free.
• Throw -off latchbolt by lever either side, except when push button
locks outside lever. (Lever handle is free -wheeling in locked
position.)
F766 • Outside lever locked by push button. (Lever handle is free -wheeling
in locked position.)
• Outside lever unlocked by emergency release tool, by rotating inside
lever or by closing door.
• Inside lever always free.
F87 • Deadlocking latchbolt by key either side. (Lever handle is free-
wheeling in locked position.)
• Throw -off latchbolt by lever either side except when push button
locks outside lever. (Lever handle is free -wheeling in locked
position.)
F77 • Outside lever locked by push button.
• Outside lever unlocked by rotating inside lever or by closing door.
• Inside lever always free.
• Should not be used in rooms that have no other entrance.
• Deadlocking latchbolt by lever inside.
CL384ONT Exit Latch F89 • Outside lever always locked. (Lever handle is free -wheeling.)
• Inside lever always free.
• Should not be used in rooms with no other entrance.
CL3850
Half Dummy
Trim
• Lever acts as pull only; no operation.
• Lever is rigid.
• Deadlocking latchbolt by lever either side except when turn
button locks outside lever. (Lever handle is free -wheeling in locked
position). Pushing turn button locks outside lever, requiring use of
key outside to unlock.
CL3851 Entrance F109 • Turning inside lever unlocks outside lever.
or Office • Pushing in and turning button locks outside lever, requiring key at
all times. Turning inside lever does not unlock outside lever until
button is manually turned to unlocked position.
• Turning inside lever unlocks outside lever.
• Inside lever always free.
CL3800.4
ASSAABLOY, the global leader in door opening solutions
45355-3/14
Russwin fi
ASSAABLOY
Functions
Outside
Series/Function
I coo Ea
Function
Description
CL3800
• Deadlocking latchbolt by lever either side except when key outside
locks outside lever. (Lever handle is free -wheeling in locked
CL3855 Classroom F84 position.)
• Outside lever unlocked by key outside.
• Inside lever always free.
CL3857
Storeroom
or Closet
• Deadlocking latchbolt by key in outside lever or by rotating inside
lever.
F86 • Outside lever always locked (lever handle is free -wheeling in locked
position).
• Inside lever always free.
• Deadlocking latchbolt by lever either side, except when push
button locks outside lever.
CL3861 Entry F82 • Push button released by turning inside lever or by key in outside
or Office lever. (Lever handle is free -wheeling in locked position.)
• Closing door does not release push button.
• Inside lever always free.
• Deadlocking latchbolt by lever either side except when key in either
lever locks or unlocks the lever independently of the other. (Lever
CL3862 Communicating F80 handle is free -wheeling in locked position.)
• Should be used only in office or rooms with multiple entries.
• Keyed alike unless otherwise specified.
CL3870
CL3872
CL3880
Full Dummy
Trim
Apartment,
Exit or
Public Toilet
Passage
Lever x
Blank Plate
• Levers act as pulls only; no operation.
• Levers are rigid.
• Deadlocking latchbolt by lever either side, except when key inside
locks outside lever. (Lever handle is free -wheeling in locked position.)
F88 • Key outside retracts latchbolt.
• Key inside unlocks outside lever.
• Inside lever always free.
• Keyed alike unless otherwise specified.
F111
• Deadlocking latchbolt by lever.
• Lever on one side; blank plate on the other.
• Lever always free.
• For single or double communicating doors.
ASSA ABLOY, the global leader in door opening solutions C L3800.5
45355-3/14
Russrwm •
ASSA ABLOY
Functions
CL3800
Outside Series/Function r • Amy
Function
Description
CL3881
Keyed Lever
x Blank Plate
• Deadlocking latchbolt by lever except when key locks lever (lever
F113 handle is free -wheeling in locked position).
• Lever on one side; blank plate on other side.
• Key unlocks lever.
Passage • Latchbolt by lever or by turnpiece.
CL3890 Lever x — • Lever on one side; turnpiece on other side.
Turnpiece • Lever and turnpiece always free.
• Deadlocking latchbolt by lever except when key locks lever.
(Lever handle is free -wheeling in locked position.)
Keyed • When lever is locked, latchbolt is operated by turnpiece. (Lever
CL3891 Lever x handle is free -wheeling in locked position.)
Turnpiece • Lever on outside; turnpiece on inside.
• Turnpiece always free.
• Key unlocks lever.
CL3893
Service
Station
• Throw -off latchbolt by lever, dosing door, or by turning inside lever.
• Outside lever locked by slotted push button. (Lever handle is
free -wheeling in locked position.)
• When slotted push button is pushed in and turned, outside lever
F92 becomes free -wheeling and deadlocking latch is activated. Key
outside retracts latch.
• Turning inside lever does not unlock outside lever until button is
manually turned to unlocked position.
• Inside lever always free.
CL3800.6
ASSA ABLOY, the global leader in door opening solutions
45355-3/14
Armstrong
AZD
Lever: Die-cast zinc
Rose: Wrought brass
or bronze
Newport
Complies with codes requiring lever to return to
within 1/2" (13mm) of door face.
NZD
Lever: Die-cast zinc
Rose: Wrought brass
or bronze
Princeton
Complies with codes requiring lever to return to
within 1/2" (13mm) of door face.
PZD
Lever: Die-cast zinc
Rose: Wrought brass
or bronze
2-13/16"
ASSA ABLOY, the global leader in door opening solutions
45355-3/14
CL3800.7
Rus°swin l
ASSA ABLOY
Options & Accessories
CL3800
Latches
To order optional latchbolt with lockset, see How to Order, page 10.
To order latchbolt separately, specify Part No. x Finish (e.g., 599F91 x 626).
2-3/8" Backset
2-3/4'
Backset
3-3/4' Backset
5" Backset
1" width, square corner
1" width, rounded corner
1-1/8" width, square corner
1-1/8' width, rounded corner
1" width, square corner
1° width, rounded corner
1-1/8' width, square corner
1-1/8° width, rounded corner
1-1/8" width, square corner
1-1/8' width, rounded corner
1-1/8" width, square corner
1-1/8' width, rounded corner
599F92
599F95
599F98
, 600F01
600F04
600F07
600F10
600F13
600F63
600F66
600F69
600F71 600F72
Housing diameter 7/8° for all models. 1" diameter latch sleeve furnished with each latchbolt.
Cylinders
599F91
599F94
599F97
600F00
600F03
600F06
600F09
600F12
600F62
600F65
600F68
Standard
Cylinder
3'' rbi Jcu�xit„ _ ;i�arf u
_4Vit' pll.01e) ilauuttaf i�rtuutl _ .
tt&: , i:} yn1
_']'l�idyal ]11�Aaf 'k
1•zxiit ; tifk, V4
599F93
599F96
599F99
600F02
600F05
600F08
600F11
600F14
600F64
600F67
600F70
600F73
Plain Deadlocking
(CL3810) (All other functions)
Interc angeable
IgaG
Ott _i]::➢,lt:too ,c zuw. A?.rte7't ]'
3� ' Ir]hlJ iG atittaf lx tc.atikq
4.1A , .cJplivaia! IP,youmul
L•ttix�,,31fuu
iyetdt01,1ilriJiI$ fs
11U'r6tv.. 4*34, 70m, t 1, fill 1" i?l,+'%
Conventional
Security
Pyramid High Security
Pyramid Security
Access 3° AP
Access 3° AS
Access 3° AHS
Schlage° C Keyway
Sargent° LA Keyway
6-pin
7-pin
6-pin
7-pin
7-pin
6-pin
6-pin
6-pin
6-pin
6-pin
2000-033 (standard)
2000-033-7
2010-033
2020-033
2027-033
2500-033
2600-033
2700-033
2400-033-C
2400-033-LA
To order optional cylinder with lockset, see How o Order, page 10.
To order cylinder separately, specify Part No. x Keyway x Finish (e.g., 8000 x L4 x 626).
Compatibility with Competitive Cylinders
Schlage conventional 21-002, 23-001 or 23-013
Schlage Primus 20-548, 20-550, 20-748 or 20-750
Schlage 6-pin Interchangeable Core
SFIC style core, 6 or 7-pin
Sargent 13-3266
8000
8000-7
8010
8020
8027
8500
8600
8700
682F398 tailpiece included with M06 option.
682F398 tailpiece included with M06 option.
Specify M69 - 697F942 Tailpiece included with M69 option.
682F95-8 tailpiece kit and special lever (NZD and PZD designs only) included with M08 option.
Accommodates 6 and 7-pin cores.
Throw -Off
(CL3820, CL3893 &
CL3840)
599F38-9 Tailpiece kit and special lever. Included with M09 options.
See How to Order, page 10.
For Assa° and Medecoe retrofit cylinders, consult those manufacturers' catalogs.
CL3800.8
ASSAABLOY, the global leader in door opening solutions
45355-3/14
Russet n /i
ASSA ABLOY
Options & Accessories
Strikes
(10)
1/4°
Radius Corners
(25mm)
2-1/4"
(57)
1-5/8°
(41)
ANSI Curved Lip (standard)
Brass or stainless steel.
4-7/8" x 1-1/4" x 1-1/4" lip to center.
Optional hp lengths: 1 ", 1-1/8",
1-3/8", 1-12", 1-3/4", 2", 2-1/4", 2-1/2",
2-3/4", 3".
To order separately, specify 217L13 x Lip
Length x Finish.
Rabbeted Front and Strike
Brass or bronze.
4" x 5/8" for 1/2" rabbet.
No optional lip lengths.
To order with lockset, specify quick code
found on pages 11.
To order separately, specify 601 F28 x Finish.
Full Lip Strike
Brass or stainless steel.
2-1/4" x 1-3/4" x 1-1/4" lip to center.
No optional lip lengths.
To order with lockset, specify quick code
found on pages 11.
To order separately specify 680L50M020 x
Finish.
Anti -rattle tab.
Full Lip Strike — 1/4" Radius Corners
Brass or stainless steel.
Similar in dimension and function to L50
strike (above) but with radius corners for
easy mortising by power tools.
To order with lockset, specify quick code
found on pages 11.
To order separately specify 680L51 M020 x
Finish.
Anti -rattle tab.
1
CL3800
Curved Lip "T" StrikeBrass.
2-3/4" x 1-1/8" x 1-1/4" lip to center.
Optional lip lengths: 1", 1-1/8",
1-3/8", 1-1/2", 1-3/4", 2", 2-1/4", 2-12",
2-3/4", 3".
To order with lockset, specify quick code
found on pages 11.
To order separately, specify 586L19 x Lip
Length x Finish.
ANSI Wrought Strike Box
To order with lockset, specify quick code
found on page 12. To order separately,
specify 120F768.
ASSAABLOY, the global leader in door opening solutions CL3800:9
45355-3/14
Ordering Examples
LH
LeTt Harrel
LHR
Re,;e
Stock Order
: urnti y n -y1Guhrsobor-D I rrnirrl
i
ri�n] ' Ink7nyJ
100 CL3855 NZD 626 RHR
Split Trim / Finish Order
RH
Rs:`t Han(
RHR
j
IIL � LxS� irimN l YVC]'J�fd j
qua Zit/ rlXr`t;6nn Ji o t k� l� ami ) i gam 1
12 CL3855 NZD AZD 626 625 RH
Contract/ Detailed Order
[ o�urrl y it y j 1 i
1Pfur�
Ift
24 AA1 CL3855 NZD
Where to find ordering
information and quick
codes
Series/Function Pages 4-6
Trim Designs Page 7
Finish Page 11
Door Thickness Page 11
Backset Page 11
Strike Page 11
Cylinders and Keying Page 11
Miscellaneous Options Page 12
iFwbhlurno Door i d' ir6 �Jucr
J I � � ��:is:��s II
�riiiu><Irll�s � L li!r1 5? o o SI/clf'A3
626 RHR D214 B238 SC114 M17
0;
PHS
1
J
CKC2
C L3800.10 ASSA ABLOY, the global leader in door opening solutions
45355-3/14
Russwin ri
`Access 3® AHS IC
Pyramid High Security Fixed Core
Pyramid High Security IC
0
ASSA ABLOY
Quick Codes
Cylinder and Keying
Conventional 6-pin
Conventional 7-pin
Less cylinder(s)
MSpecify�
(standard)
7p 1
LC
T-_1 —PHS _
- _ PCHS J
Pyramid IC Less Core CLP
Pyramid with temporary construction core
Pyramid Security Fixed Core
[-Pyramid-Security-IC-
Pyramid Disposable Core
L6_Pin Disposable Core
7-Pin_ Disposable Core _
O bbitted with-2- blank_ keys
Keyed random y
`Construction master keyed
Visual key control (VKC) _
! No bitting or keyset stamping on keys _
_Keys only
Cylinders and keys (not for HS, CHS,
1 PHS, PCHS or Access 3e)
_= 1
, IC 6-pin-
C6
IC 6-pin with Temporary Construction Core (Red) _1 CT6R_
I IC 6-pin with Temporary Construction Core (Blue) CT6B-
IC 6-pin with Temporary Construction Core (Green) 1 CT6G
r IC 6-pin with temporary construction core_ CT6 _ _
IC 6-pin less core _ _ _ r CL6 _
r SFIC_6 or 7-pin Small Format Disposable Core CTSD ,
IC 7-pin r C7 __ ,
[IC 7-pin less core _ -- - CL7
IC 7-pin with temporary construction core _ _ _ j — CT7 _ _
[IC 7-pin with Temporary Construction Core (Red) _ CT7R
IC 7-pin with Temporary Construction Core (Blue) I CT7B
IC 7-pin with Temporary Construction_ Core (Green) CT7G ,
Security _ _ _ . - - L HS
_Security IC _ _ _ CHS
Access 3® AP Fixed_ Core_ 1 _ AP
rAccess 3® AS Fixed Core - - AS - j
Access 3® AHS Fixed Core AHS
Access 3e AP IC -- T ` _ 4 - ACP_
Access 3® AS IC -1ACS
- - - - - --1 _ A- CHS -
Cylinders only (not for HS, CHS, PHS,
PCHS or Access 3e)
Loncealed key control (CKC) _
CKC cylinders with V_KC keys __- CKC2
r—CKC cylinders only (not for PHS, PCHS, Access 3e) CKC3
2 keys per lock _ _ _ _ _(standard)
„ More than 2 keys - _ KY# (e.g., KY6)
Schlage®C keyway cylinder __ __ _ _ 1 _ C
Sargent® LA keyway cylinder
_CTP
PS-- -
_PCS f
CTPD -
_ CT6D
_CT7D
(standard)
( _KR
CMK
_- VKCO
L VKC1
VKC2
VKC3
ANSI/BHMA 605 (US3) Bright Brass
_
L ANSI/BHMA 606 (US4) Satin Brass _
ANSI/BHMA 611 (US9)- `Bright Bronze
ANSI/BHMA 612 (US10) Satin Bronze
Dark Oxidized Satin Bronze, Oil
Rubbed
Dark Oxidized Satin Bronze,
_ _ _ _ .Equivalent,
Dark Oxidized Satin Bronze, Clear 613E
Coated _
ANSBBHMA 618 (US14) Bright Nickel Plated 618
CL3800
Finishes
ANSI/BHMA 613 (US10B)
613E
613L
[ -1/4" (57mm)
605
606
611
612
613
613E
ANSI/BHMA 619 (US15) Satin Nickel Plated 619
r619C-- Satin Nickel Plated 619C 1
Microshield®
ANSI/BHMA 625 (US26) Bright Chromium Plated 625
ANSI/BHMA 626 (US26D) Satin Chromium Plated 626 1
Satin Chromium Plated •41v
626C I with MicroShield®• 626C
ANSI/BHMA 722 Black Oxidized Bronze, oil rubbed 722 1
Strikes
GriID
Curved
f
(, r I
toC�enter
Curved
(11.3
Specify j
Radius Corner
SpecifySpecify
Specify
1 "(25mm)_ SA100 1 SC100 I N/A N/A
1-1/8" (29mm)� SA118 SC118 N/A N/A
1-1/4° (32mm) i (standard) L SC114 _ - SF114 i SFR114
1-3/8" (35mm) SA138 SC138_ N/A N/A
1-1/2" (38mm) SA112 I SC112 I �N/A N/A
� 1-3/4" (44mm) SA134 SC134 N/A N/A
2" (51mm) 1 SA200
2-1/2" (64mm)
t 2-3/4" (70mm)
3" (76mm)
SC200 N/A N/A
SA214_SC21_4 N/A N/A
SA212 j_ SC212 Ii_N/A J N/A _ SA234 SC234 N/A N/A _ 1
SA300 L SC300 1 N/A f N/A
Rabbeted front and strike
Door Thickness
Specify SR118
1-3/8" (35mm) - 1-3/4" (44mm)
F 2" (51mm) - 2-1/4" (57mm)
Backset
Specify
(standard)
__-D214
Description
Specify
LA _
_ 2-3/8" (60mm)
2-3/4" (70mm)
3-3/4° (95mm)
8238
(standard)
B334
5" (127mm)
— --8500 _ -- •
ASSA ABLOY, the global leader in door opening solutions
45355-3/14
CL3800.11
Rus°swin fi
ASSA ABLOY
Quick Codes
CL3800
Miscellaneous Options
Description
Spanner head screws
Less cylinder, with tailpiece for Schlage® cylinder
Lever to accept SFIC 6 or 7-pin interchangeable core
(NZD & PZD design only)
Lever to accept Sargent® cylinder (N2D & PZD designs
only)
Lever to accept Schlage® Interchangeable core
(NZD & PZD design only)
Specify
M02
M06
M08
M09
M69
Rounded corners on latch front M13
1" latch front, square corners (standard for 2-3/8" M14
backset)
1 " latch front, rounded corners M15
ANSI wrought strike box M17
Knurling outside and inside M20
Knurling outside only M21
Knurling inside only M22
Abrasive coat outside and inside M23
Abrasive coat inside only M24
Abrasive coat outside only M25
. 1-1/8° front, square corners (standard for 2-3/4',
3-3/4"and 5" backsets)
M32
CL3800.12 ASSA ABLOY, the global leader in door opening solutions
45355-3/14
Suggested Specification
Lockset chassis shall be constructed of heavy gauge steel and cast components, plated to protect against rust and corrosion. Locksets
shall be adjustable for 1-3/8" (35mm) and 1-3/4" (44mm) or 2" (51 mm) and 2-1/4" (57mm) door thickness.
Locksets shall be non -handed, and shall install easily without the need for specialized installation tools. Locksets shall have separate
anti -rotation through -bolts in the 6 o'clock and 12 o'clock position outside the 2-1/8" face bore, and shall have no exposed mounting
screws.
Locksets shall have solid one-piece, cast levers without plastic inserts, and shall be a minimum of 4" (102mm) in length. Levers shall
operate independently, and shall have inside and outside lever return springs. Outside levers on the keyed locksets shall be removable
only when the designated key is in the cylinder.
Vandal -resistant levers shall be offered as a standard feature in all locking functions and shall be free -wheeling in the locked condition.
Locksets that are rigid in the locked condition, or must require resetting (breakaway) are not acceptable.
All locksets shall carry a seven-year mechanical warranty.
All locksets shall comply with the following certifications:
• UL-cUL 3-Hour Fire Rating
• ANSI/BHMA A156.2 Series 4000, Grade 2
• ANSI/BHMA A117.1 Accessibility Code
• ANSI/BHMA A115.1 B Preparation
All locksets shall be CL3800 Series Grade 2 Key -in -Lever Cylindrical Locksets as manufactured by Corbin Russwin Architectural
Hardware.
ASSA ABLOY, the global leader in door opening solutions C L3800.13
45355-3/14
Structural Calculations:
Gravity & Lateral Load Design
for
Remodel of Existing Leasing Office
Owner:
Courtyard Apartments
c/o Courtyard at South Station
3900 Southcenter Blvd.
Tukwila, Washington 98168
Designers:
Bernhoft & Associates
702 Broadway, Suite 201
Tacoma, Washington 98402
253-274-0244
Engineer:
Bruce S. MacVeigh, P.E.
14245 59th Avenue South
Tukwila, Washington 98168
206.571.8794
Job # 2014-R4-Roberts
bli+0.2.87
REVIEWED FOR
CODE COMPLIANCE
APPROVED
NOV 0 4 2014
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
SEP. 0 2 2014
PERMIT CENTER
IEXPIRES 4/24/2015 I
0s- 7-ve //4
All information for construction is detailed on the prints. This engineering report
summarizes the engineering calculations and assumptions made to develop the print
information. Contractor must review engineering assumptions for validity.
Engineering assumptions are listed below. If these conditions are not present at the
site these calculations are void. Bernhoft & Associates and Bruce S. MacVeigh, P.E.
must be contacted immediately at 253-274-0244.
INTRODUCTION:
This engineering report summarizes the results of the lateral and gravity load
engineering services for the proposed structure.
SCOPE OF WORK:
The Scope of Work is to provide engineering analysis and design to resist lateral and
gravity loads in accordance with the 2012 IBC . Our services extend from the
foundation up to the roof. Foundations are engineered to support the structure on a
flat surface with a minimum 1500 psf soil bearing. Special foundations for lots not
level or with poor soil bearing are not provided unless noted otherwise.
The enclosed documents are to be used in conjunction with the house plans
referenced on the cover. It is essential that the contractor study the engineering
requirements and required changes to the architectural plan prior to start of work.
Changes may include additional foundations or footings, beam size changes, siding
changes etc.
r
c
CODE CRITERIA:
Building Codes
Seismic Zone
Period T (sec)
Response Mod Factor
Soil Profile
Seismic Source Type
Spectral Response Acceleration
Reliability Factor Rho
Wind Zone
Kzt Factor
SOILS CRITERIA
Soils Consultant
Soils Report #
Bearing Pressure Req'd
Bearing Depth
MATERIALS CRITERIA
Concrete (28 day strength)
Foundations and Slab
Structural Slab
Walls
Reinforcing Steel
Glu-Lam Beams
PLYWOOD APA RATED
2012 IBC Code
D1
0.167
6.5
D
D
Si: 0.544 g, Ss: 1.459 g
1.0
85 mph, 3 second gust, Exposure D
1.00
None
None
1500 psf uno
12" Frost Level
Fc= 2500psi
Fc= 2500psi
Fc= 2500psi
ASTM A-615 Grade 40 - #4 & #5 Bars
ASTM A-615 Grade 60 - #6 Bars and larger
Visually Graded Western Species- Dry Use
Fb = 2400 psi, V4
Roof: 1/2" cdx or 7/16" osb PI = 24/0
Floor: 3/4" T&G cdx or osb PI = 48/24
LOADING CRITERIA FOR ROOF AND/OR CEILING
ITEM
MATERIAL
LOAD PSF
Roofing
Asphalt Shingles
3.0
Sheathing or Decking
7/16 CDX
1.5
Insulation
R49
2.0
Framing
Truss @ 24" o.c.
2.1
Ceiling
5/8 GWB
2.8
Miscellaneous
2.0
Total dead load
13.4 psf
LIVE LOADS:
Snow — 25 PSF (Non reducible)
Ceiling Only —10 PSF
Increase in Fb and Fir of 15% allowed for duration of load when noted.
LOADING CRITERIA FOR FLOOR:
TOTAL DEAD LOAD FLOOR = 4" Concrete Floor Slab
FLOOR LIVE LOADS:
Office — 50 PSF
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 10.1
2014-R4-roberts.wsw
Project Information
COMPANY AND PROJECT INFORMATION
Company
Project
Bruce S MacVeigh, P.E.
14245 59th Avenue South
Tukwila, Washington 98168
(206) 571-8794
Riverton Ridge Leasing Office
3900 Southcenter Blvd
Tukwila, Washington 98168
DESIGN SETTINGS
Jul. 8, 2014 10:26:55
Design Code Wind Standard Seismic Standard
IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10
Load Combinations
For Design (ASD) For Deflection (Strength)
0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead
0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead
Building Code Capacity Reduction
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration Temperature Moisture Content
Factor Range Fabrication Service
1.60 T<=100F 19% 10%
Max Shearwall Offset [ft]
Plan Elevation
(within story) (between stories)
0.50 -
Maximum Height -to -width Ratio
Wood panels Fiberboard Lumber Gypsum
Wind Seismic Wind Seismic Blocked Unblocked
3.5 3.5 - - - - -
Ignore non -wood -panel shear resistance contribution...
Wind Seismic
Never Never
Collector forces based on...
Hold-downs Applied loads
Drag struts Applied loads
Shearwall Relative Rigidity: Deflection -based stiffness of wall segments
Design Shearwall Force/Length: Based on wall rigidity/length
SITE INFORMATION
Wind
ASCE 7-10 Directional (All heights)
Seismic
ASCE 7-10 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 85mph
Exposure Exposure B
Enclosure Enclosed
Min Wind Loads: Walls 16 psf
Roofs 8 psf
Risk Category
Structure Type
Building System
Design Category
Site Class
Category II - All others
Regular
Bearing Wall
D
D
Topographic Information [ft]
Shape Height Length
- - -
Site Location: -
Spectral Response Acceleration
S1:0.544g Ss:1.459g
Fundamental Period
T Used
Approximate Ta
Maximum T
E-W
0.095s
0.095s
0.133s
N-S
0.095s
0.095s
0.133s
Elev: Oft Avg Air density: 0.0765 lb/cu ft
Rigid building - Static analysis
Case 2 E-W loads N-S loads
Eccentricity (%) 15 15
Loaded at 75%
Response Factor R
6.50
6.50
Fa: 1.00
Fv: 1.50
1
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
Structural Data
STORY INFORMAT ON
Ceiling
Level 1
Foundation
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft] Depth [in] Height [ft] shrinkage [in] length [in]
8.00
0.00
0.00
0.0
0.0
8.00
3.8
4.5
BLOCK and ROOF INFORMATION
Block
Dimensions [ft]
Face
Type
Roof Panels
Slope
Overhang [ft]
Block 1
1 Story
N-S Ridge
Location X,Y =
0. 00
0. 00
North
Gable
90.0
1.00
Extent X,Y =
20.00
32.00
South
Gable
90.0
1.00
Ridge X Location, Offset
10.00
0.00
East
Side
23.0
1.00
Ridge Elevation, Height
12.24
4.24
West
Side
23.0
1.00
2
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
SHEATHING MATERIALS by WALL GROUP
Grp
Surf
Material
Ratng
Sheathing
Thick
in
GU
in
Ply
Or
Gvtv
Ibs/in
Size
Fasteners
Type Df
Eg
in
Fd
in
Bk
Apply
Notes
1
Ext
Struct Sh OSB
24/16
7/16
-
3
Horz
83500
8d
Nail
N
6
12
Y
3
Legend:
Grp — Wall Design Group number, used to reference wall in other tables
Surf — Exterior or interior surface when applied to exterior wall
Ratng — Span rating, see SDPWS Table C4.2.2.2C
Thick— Nominal panel thickness
GU - Gypsum underlay thickness
Ply — Number of plies (or layers) in construction of plywood sheets
Or — Orientation of longer dimension of sheathing panels
Gvtv— Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B
Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for
GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof— roofing nail; Screw —
drywall screw
Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes).
Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1-
1/8".
Cooler or gypsum wallboard nail: 5d = .086"x 1-5/8"; 6d = .092"x 1-7/8"; 8d = .113" x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB.
Drywall screws: No. 6, 1-1/4"long.
5/8" gypsum sheathing can also use 6d cooler or GWB nail
Df — Deformed nails ( threaded or spiral), with increased withdrawal capacity
Eg — Panel edge fastener spacing
Fd — Field spacing interior to panels
Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o)
Apply Notes — Notes below table legend which apply to sheathing side
Notes:
3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or
panel orientation is horizontal. See SDPWS T4.3A Note 2.
FRAMING MATERIALS by WALL GROUP
Wall
Group
Species
Grade
b
in
d
in
Spacing
in
SG
E
psiA6
1
D.Fir-L
Stud
1.50
5.50
16
0.50
1.40
�egena:
Wall Group — Wall Design Group
b — Stud breadth (thickness)
d — Stud depth (width)
Spacing — Maximum on -centre spacing of studs for design, actual spacing may be less.
SG — Specific gravity
E — Modulus of elasticity
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
3
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
WoodWorks® Shearwalls
DIMENSIONS
North -south
Shearlines
Type
Wall
Group(s)
Location
x[ft]
Extent [ft]
Start End
Length
[ft]
FHS [ft]
Wind Seismic
Height
[ftj
Line 1
Level 1
Line 1
Seg
1
0.00
0.00
32.00
32.00
19.25
19.25
8.00
wall 1-1
Seg
1
0.00
0.00
32.00
32.00
19.25
19.25
-
Opening 1
-
-
10.00
13.00
3.00
-
-
6.75
Opening 2
-
-
19.67
22.67
3.00
-
-
6.75
Opening 3
-
-
25.25
28.25
3.00
-
-
6.75
Opening 4
-
-
29.00
31.00
2.00
-
-
5.00
Line 2
Level 1
Line 2
Seg
1
20.00
0.00
32.00
32.00
21.33
21.33
8.00
Wall 2-1
Seg
1
20.00
0.00
32.00
32.00
21.33
21.33
-
Opening 1
-
-
12.50
15.50
3.00
-
-
6.75
Opening 2
-
-
17.17
19.17
2.00
-
-
5.00
Opening 3
-
-
20.17
23.17
3.00
-
-
6.75
East -west
Type
Wall
Location
Extent [ft]
Length
FHS [ft]
Height
Shearlines
Group(s)
Y [ft]
Start
End
[ft]
Wind Seismic
[ft]
Line A
Level 1
Line A
Seg
1
0.00
0.00
20.00
20.00
17.00
17.00
8.00
Wall A-1
Seg
1
0.00
0.00
20.00
20.00
17.00
17.00
-
Opening 1
-
-
8.50
11.50
3.00
-
-
6.75
Line B
Level 1
Line B
Seg
1
16.00
0.00
20.00
20.00
18.33
18.33
8.00
Wall B-1
Seg
1
16.00
0.00
20.00
20.00
18.33
18.33
-
Opening 1
-
-
10.42
12.08
1.67
-
-
6.75
Line C
Level 1
Line C
Seg
1
32.00
0.00
20.00
20.00
14.00
14.00
8.00
Wall C-1
Seg
1
32.00
0.00
20.00
20.00
14.00
14.00
-
Opening 1
-
-
10.00
16.00
6.00
-
-
3.00
�egena:
Type - Seg = segmented, prf = perforated, NSW = non-shearwall;; Location - dimension perp. to wall; FHS - length of full -height sheathing used to
resist shear force; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group
4
a r
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
WoodWorks® Shearwalls
Loads
R LOADS (as entered or generated
Level 1
Block
F
Element
Load
Case
Wnd
Dir
Surf
Dir
Prof
Location [ft]
Start End
Magnitude
[Ibs,pif,psf]
Start
Trib
Ht
End [ft]
Block 1
W
Roof
Min
W->E
Wind
Line
-1.00
33.00
18.7
Block 1
W
Roof
1
W->E
Wind
Line
-1.00
33.00
4.2
Block 1
W
Wall
Min
W->E
Wind
Line
0.00
32.00
32.0
Block 1
W
Wall
1
W->E
Wind
Line
0.00
32.00
24.6
Block 1
E
Roof
Min
W->E
Lee
Line
-1.00
33.00
18.7
Block 1
E
Roof
1
W->E
Lee
Line
-1.00
33.00
21.5
Block 1
E
Wall
1
W->E
Lee
Line
0.00
32.00
15.4
Block 1
E
Wall
Min
W->E
Lee
Line
0.00
32.00
32.0
Block 1
W
Roof
1
E->W
Lee
Line
-1.00
33.00
21.5
Block 1
W
Roof
Min
E->W
Lee
Line
-1.00
33.00
18.7
Block 1
W
Wall
1
E->W
Lee
Line
0.00
32.00
15.4
Block 1
W
Wall
Min
E->W
Lee
Line
0.00
32.00
32.0
Block 1
E
Roof
1
E->W
Wind
Line
-1.00
33.00
4.2
Block 1
E
Roof
Min
E->W
Wind
Line
-1.00
33.00
18.7
Block 1
E
Wall
Min
E->W
Wind
Line
0.00
32.00
32.0
Block 1
E
Wall
1
E->W
Wind
Line
0.00
32.00
24.6
Block 1
S
Wall
Min
S->N
Wind
Line
0.00
20.00
32.0
Block 1
S
L Gable
Min
S->N
Wind
Line
0.00
10.00
0.0
34.0
Block 1
S
Wall
1
S->N
Wind
Line
0.00
20.00
24.6
Block 1
S
L Gable
1
S->N
Wind
Line
0.00
10.00
0.0
26.1
Block 1
S
R Gable
1
S->N
Wind
Line
10.00
20.00
26.1
0.0
Block 1
S
R Gable
Min
S->N
Wind
Line
10.00
20.00
34.0
0.0
Block 1
N
L Gable
1
S->N
Lee
Line
0.00
10.00
0.0
12.4
Block 1
N
Wall
1
S->N
Lee
Line
0.00
20.00
11.7
Block 1
N
L Gable
Min
S->N
Lee
Line
0.00
10.00
0.0
34.0
Block 1
N
Wall
Min
S->N
Lee
Line
0.00
20.00
32.0
Block 1
N
R Gable
Min
S->N
Lee
Line
10.00
20.00
34.0
0.0
Block 1
N
R Gable
1
S->N
Lee
Line
10.00
20.00
12.4
0.0
Block 1
S
Wall
Min
N->S
Lee
Line
0.00
20.00
32.0
Block 1
S
L Gable
Min
N->S
Lee
Line
0.00
10.00
0.0
34.0
Block 1
S
L Gable
1
N->S
Lee
Line
0.00
10.00
0.0
12.4
Block 1
S
Wall
1
N->S
Lee
Line
0.00
20.00
11.7
Block 1
S
R Gable
Min
N->S
Lee
Line
10.00
20.00
34.0
0.0
Block 1
S
R Gable
1
N->S
Lee
Line
10.00
20.00
12.4
0.0
Block 1
N
L Gable
Min
N->S
Wind
Line
0.00
10.00
0.0
34.0
Block 1
N
L Gable
1
N->S
Wind
Line
0.00
10.00
0.0
26.1
Block 1
N
Wall
Min
N->S
Wind
Line
0.00
20.00
32.0
Block 1
N
Wall
1
N->S
Wind
Line
0.00
20.00
24.6
Block 1
N
R Gable
Min
N->S
Wind
Line
10.00
20.00
34.0
0.0
Block 1
N
R Gable
1
N->S
Wind
Line
10.00
20.00
26.1
0.0
Legend:
Block - Block used in load generation
Accum. = loads from one block combined with another
Manual = user -entered loads (so no block)
F - Building face (north, south, east or west)
Element - Building surface on which loads generated or entered
Load Case - One of the following:
ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5
ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4
Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS.
Sur` Dir - Windward or leeward side of the building for loads in given direction
Prof - Profile (distribution)
Location - Start and end points on building element
Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load
Trib Ht - Tributary height of area loads only
Notes:
AU Toads entered by the user or generated by program are specified (unfactored) loads_The program applies a load factor of 0.60 to wind loads
before distributing them to the shearlines.
5
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
WIND C&C LOADS
Block
Building
Face
Wind
Direction
Level
Magnitude [psf]
Interior End Zone
Block 1
West
Windward
1
16.0
17.4
Block 1
East
Leeward
1
16.0
17.4
Block 1
West
Leeward
1
16.0
17.4
Block 1
East
Windward
1
16.0
17.4
Block 1
South
Windward
1
16.0
17.4
Block 1
North
Leeward
1
16.0
17.4
Block 1
South
Leeward
1
16.0
17.4
Block 1
North
Windward
1
16.0
17.4
DEAD LOADS (for hold-down calculations)
Shear Level Profile Tributary
Location [ft]
Line Width [ft] Start End Start End
Mag [Ibs,psf,psi]
A 1 Area 2.00 0.00 20.00 13.0
B 1 Area 2.00 0.00 20.00 13.0
C 1 Area 2.00 0.00 20.00 13.0
1 1 Area 12.00 0.00 32.00 13.0
2 1 Area 12.00 0.00 32.00 13.0
6
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
BUILDING MASSES
Level 1
Force Building
Dir Element
E-W Roof
E-W Roof
Block Wall
Line
Block 1 1
Block 1 2
N-S Roof Block 1 A
N-S Roof Block 1 C
N-S L Gable Block 1 A
N-S R Gable Block 1 A
N-S R Gable Block 1 C
N-S L Gable Block 1 C
Both Wall 1-1 n/a 1
Both Wall 2-1 n/a 2
Both Wall A-1 n/a A
Both Wall B-1 n/a B
Both Wall C-1 n/a C
Profile
Location [ft]
Magnitude Trib
pbs,Plf,Psf] Width
Start • End Start End [ft]
Line -1.00 33.00 143.0 143.0
Line -1.00 33.00 143.0 143.0
Line -1.00 21.00 221.0 221.0
Line -1.00 21.00 221.0 221.0
Line 0.00 10.00 42.4 0.0
Line 10.00 20.00 0.0 42.4
Line 0.00 10.00 42.4 0.0
Line 10.00 20.00 0.0 42.4
Line 0.00 32.00 40.0 40.0
Line 0.00 32.00 40.0 40.0
Line 0.00 20.00 40.0 40.0
Line 0.00 20.00 24.0 24.0
Line 0.00 20.00 40.0 40.0
Legend:
Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both
Building element - Root gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor
area number
Wall line - Sheariine that equivalent line load is assigned to
Location - Start and end points of equivalent line load on wall line
Trib Width. - Tributary width; for user applied area loads only
7
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
SEISMIC LOADS
Level 1
Force Profile Location [ft] Mag [Ibs,plf,pst]
Dir Start End Start End
E-W Line -1.00 0.00 42.8 42.8
E-W Point 0.00 0.00 183 183
E-W Line 0.00 32.00 54.8 54.8
E-W Point 16.00 16.00 72 72
E-W Point 32.00 32.00 183 183
E-W Line 32.00 33.00 42.8 42.8
N-S Line -1.00 0.00 66.1 66.1
N-S Point 0.00 0.00 192 192
N-S Line 0.00 10.00 81.7 94.4
N-S Line 10.00 20.00 94.4 81.7
N-S Point 20.00 20.00 192 192
N-S Line 20.00 21.00 66.1 66.1
Legend:
Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element.
Location - Start and end of load in direction perpendicular to seismic force direction
Notes:
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy
factor to seismic loads before distributing them to the shearlines.
8
WoodWorks® Shearwails 2014-R4-roberts.wsw Jul. 8, 201410:26:55
Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
---
North-South
Shearlines
W
Gp
For
Dir
HIW-Cub
Int Ext
ASD Shear Force [pH]
V [Ms] vmax v
Int
Allowable Shear [pit]
Ext Co C Total
V [lbs]
Crit.
Resp.
Line 1
Level 1
Lnl, Levi
1
S->N
1.0
588 52.0 52.0
364 1.00 S 364
7007
0.14
1
N->S
1.0
588 58.6 58.6
364 1.00 S 364
7007
0.16
Line 2
Ln2, Levl
1
Both
1.0
588 46.6 46.6
364 1.00 S 364
7765
0.13
East-West
W
For
H/W-Cub
ASD Shear Force [pit]
Allowable Shear [pit]
Crit.
Shearlines
Gp
Dir
Int Ext
V [Ibsj vmax v
Int
Ext Co C Total
V [Ibs]
Resp.
Line A
Level 1
LnA, Levl
1
Both
1.0
509 29.9 29.9
364 1.00 S 364
6188
0.08
Line B
LnB, Levl
1
W->E
1.0
973 84.4 84.4
364 1.00 S 364
6673
0.23
1
E->W
1.0
973 88.4 88.4
364 1.00 S 364
6673
0.24
Line C
LnC, Levl
1
W->E
1.0
509 48.7 48.7
364 1.00 S 364
5096
0.13
1
E->W
1.0
509 50.0 50.0
364 1.00 S 364
5096
0.14
Legend:
Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response.
W Gp - Wall group as listed in Sheathing and Framing Materials tables.
For Dir - Direction of wind force along shearline.
H/W-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2.
V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall.
vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co.
v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors.
Co - Perforation factor from SDPWS Table 4.3.3.5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest.
Total - Combined unit shear capacity inc. perforation factor.
V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line.
Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
9
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
HOLD-DOWN DESIGN ( flexible wind design
Level 1
Line-
Wall
Positn
Location [ft]
X Y
Load
Case
Tensile ASD
Holddown Force [ibs]
Shear Dead Uplift
Cmb'd
Hold-down
Cap
[Ibs]
Crit
Resp.
Line 1
1-1
L End
0.00
0.12
Min
416
468
1-1
L Op 1
0.00
9.87
Min
469
613
5
1-1
R Op 1
0.00
13.13
Min
87.
457
5
1-1
L Op 2
0.00
19.54
Min
1
457
5
1-1
R Op 2
0.00
22.79
Min
1
266
5
1-1
L Op 3
0.00
25.13
Min
1
266
5
1-1
R Op 4
0.00
28.38
1
181
1-1
L Op 4
0.00
28.88
1
132
1-1
R Op 4
0.00
31.13
1
144
1-1
R End
0.00
31.88
1
47
Line 2
2-1
L End
20.00
0.12
Min
373
585
2-1
L Op 1
20.00
12.38
Min
373
730
5
2-1
R Op 3
20.00
15.63
1
223
2-1
L Op 3
20.00
17.04
1
175
2-1
R Op 3
20.00
19.29
1
144
2-1
L Op 3
20.00
20.04
1
192
2-1
R Op 3
20.00
23.29
Min
5
559
5
2-1
R End
20.00
31.88
Min
5
413
LineA
A-1
L End
0.12
0.00
Min
293
66
227
STHD10
2940
0.08
A-1
L Op 1
8.38
0.00
Min
293
95
5
204
STHD10
2940
0.07
A-1
R Op 1
11.63
0.00
Min
293
95
5
204
STHD10
2940
0.07
A-1
R End
19.88
0.00
Min
293
66
227
STHD10
2940
0.08
Line B
B-1
L End
0.12
16.00
Min
676
81
594
LSTHD8
1950
0.30
B-1
L Op 1
10.29
16.00
Min
707
94
613
LSTHD8
1950
0.31
B-1
R Op 1
12.21
16.00
Min
94
75
20
LSTHD8
1950
0.01
B-1
R End
19.88
16.00
Min
52
62
Line C
C-1
L End
0.12
32.00
Min
493
78
415
STHD10
2940
0.14
C-1
L Op 1
9.87
32.00
Min
506
135
10
381
STHD10
2940
0.13
C-1
R Op 1
16.13
32.00
Min
47
88
10
C-1
R End
19.88
32.00
Min
20
31
�egena:
Line -Wall:
At wall or opening - Shearline and wall number At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8
ASCE 7 Low-rise: Windward comer(s) and Case A or 8 from Fig. 28.4-1
ASCE 7 Minimum loads (27.1.5/28.4.4)
Hold-down Forces:
Shear - Wind shear overturning component; based on shearline force, includes perforation factor Co, factored forASD by 0.60
Dead - Dead load resisting component, factored forASD by 0.60
Uplift - Uplift wind load component, factored forASD by 0.60
Cmb'd - Sum of ASD factored overtuming, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1
when openings are staggered.
Hold-down - Device used from hold-down database
Cap - Allowable ASD tension load
Crit Resp. - Critical Response = Combined ASD force /Allowable ASD tension load
Notes:
Refer to Shear Results table for perforation factors Co.
10
WoodWorks® Shearwalls
DRAG STRUT FORCES ( flexible wind design)
Level 1
Line -
Wall
Position on Wall
or Opening
Location (ft] Load
X Y Case
Line 1
1-1 Left Opening 1 0.00 10.00 1
1-1 Right Opening 1 0.00 13.00 1
1-1 Left Opening 2 0.00 19.67 1
1-1 Right Opening 2 0.00 22.67 1
1-1 Left Opening 3 0.00 25.25 1
Line 2
2-1 Left Opening 1 20.00 12.50 1
2-1 Right Opening 3 20.00 23.17 1
Line A
A-1 Left Opening 1 8.50 0.00 1
A-1 Right Opening 1 11.50 0.00 1
Line B
B-1 Left Opening 1 10.42 16.00 1
B-1 Right Opening 1 12.08 16.00 1
Line C
C-1 Left Opening 1 10.00 32.00 1
C-1 Right Opening 1 16.00 32.00 1
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
Drag Strut
Force (Ibs]
—> <-
336 403
281 348
231 226
176 171
129 124
353 353
157 157
38 38
38 38
373 414
292 333
233 245
80 93
Legend:
Line -Wall - Shearline and wall number
Position.. - Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All heights Case 1 or 2
ASCE 7 Low-rise comer; Case A or B
Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline.
Based on ASD factored shearline force, includes perforation factor Co.
-> Due to shearline force in the west -to -east or south -to -north direction
<- Due to shearline force in the east -to -west or north -to -south direction
11
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
flexible wind design
Wall,
segment
W
Gp
Dir
Srf
v
plf
b
ft
h
ft
Bending
A Defl
sq.in in
Shear
Defl
in
Vn
Ibs
Nail slip
en
in
Defl
in
Hold
Defl
in
Total
Defl
in
Level 1
Line 1
1
1-1,1
S->N
Ext
85.1
10.00
8.00
16.5
.002
.008
43
.000
.002
0.03
0.04
N->S
Ext
97.7
10.00
8.00
16.5
.002
.009
49
.001
.003
0.03
0.05
1-1,2
S->N
Ext
20.4
6.67
8.00
16.5
.001
.002
10
.000
.000
0.05
0.05
N->S
Ext
0.3
6.67
8.00
16.5
.000
.000
0
.000
.000
0.05
0.05
1-1,3
Both
Ext
0.0
2.58
8.00
16.5
.000
.000
0
.000
.000
0.00
0.00
Line 2
1
2-1,1
Both
Ext
77.6
12.50
8.00
16.5
.001
.007
39
.000
.002
0.03
0.04
2-1,4
Both
Ext
1.1
8.83
8.00
16.5
.000
.000
1
.000
.000
0.04
0.04
Line A
1
A-1,1
Both
Ext
49.9
8.50
8.00
16.5
.001
.005
25
.000
.000
0.21
0.22
A-1,2
Both
Ext
49.9
8.50
8.00
16.5
.001
.005
25
.000
.000
0.21
0.22
Line B
1
B-1,1
W->E
1
138.9
10.42
8.00
16.5
.002
.013
69
.002
.010
0.15
0.18
E->W
1
146.5
10.42
8.00
16.5
.002
.014
73
.002
.012
0.15
0.18
B-1,2
W->E
1
22.1
7.92
8.00
16.5
.000
.002
11
.000
.000
0.20
0.20
E->W
1
12.1
7.92
8.00
16.5
.000
.001
6
.000
.000
0.20
0.20
Line C
1
C-1,1
W->E
Ext
76.8
10.00
8.00
16.5
.001
.007
38
.000
.002
0.18
0.19
E->W
Ext
81.3
10.00
8.00
16.5
.001
.008
41
.000
.002
0.18
0.19
C-1,2
W->E
Ext
20.1
4.00
8.00
16.5
.001
.002
10
.000
.000
0.45
0.45
E->W
Ext
8.7
4.00
8.00
16.5
.000
.001
4
.000
.000
0.45
0.45
Legend:
Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Sheariine B
W Gp - Wall design group, refer to Sheathing and Framing Materials
Dir- Force direction
Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions
v- Unfactored (strength -level) shear force per unit foot on wall segment = ASD force / 0.60
b - Width of wall segment between openings
h - Wall height
Defl - Horizontal shearwall deflection due to given term:
Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table
Shear = vh / Gt ; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table
Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge
Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da
Total defl = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1
12
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
HOLD-DOWN DISPLACEMENT ( flexible wind design
Wall,
segment
Dir
Hold-
down
Uplift
force
Ibs
Elong / Disp
Manuf Add
in in
da
in
Slippage
Pf da
Ibs in
Shrink
da
in
Crush+
Extra
in
Total
da
in
Hold
Defl
in
Level 1
Line 1
1-1,1
S->N
STHD10
-9
.000*
.000
0.000
- -
0.000
0.04
0.04
0.03
N->S
STHD10
-130
.000*
.000
0.000
- -
0.000
0.04
0.04
0.03
1-1,2
S->N
STHD10
-533
.000*
.000
0.000
- -
0.000
0.04
0.04
0.05
N->S
STHD10
-676
.000*
.000
0.000
- -
0.000
0.04
0.04
0.05
1-1,3
Both
STHD10
-390
.000*
.000
0.000
- -
0.000
0.00
0.00
0.00
Line 2
2-1,1
S->N
STHD10
-256
.000*
.000
0.000
- -
0.000
0.04
0.04
0.03
N->S
STHD10
-466
.000*
.000
0.000
- -
0.000
0.04
0.04
0.03
2-1,4
S->N
STHD10
-821
.000*
.000
0.000
- -
0.000
0.04
0.04
0.04
N->S
STHD10
-612
.000*
.000
0.000
- -
0.000
0.04
0.04
0.04
Line A
A-1,1
W->E
STHD10
390
.117*
.000
0.117
- -
0.068
0.04
0.22
0.21
E->W
STHD10
355
.117*
.000
0.117
- -
0.068
0.04
0.22
0.21
A-1,2
W->E
STHD10
355
.117*
.000
0.117
- -
0.068
0.04
0.22
0.21
E->W
STHD10
390
.117*
.000
0.117
- -
0.068
0.04
0.22
0.21
Line B
B-1,1
W->E
LSTHD8
1004
.089*
.000
0.089
- -
0.068
0.04
0.20
0.15
E->W
LSTHD8
1038
.089*
.000
0.089
- -
0.068
0.04
0.20
0.15
B-1,2
W->E
LSTHD8
45
.089*
.000
0.089
- -
0.068
0.04
0.20
0.20
E->W
LSTHD8
-5
.089*
.000
0.089
- -
0.068
0.04
0.20
0.20
Line C
C-1,1
W->E
STHD10
705
.117*
.000
0.117
- -
0.068
0.04
0.22
0.18
E->W
STHD10
658
.117*
.000
0.117
- -
0.068
0.04
0.22
0.18
C-1,2
W->E
STHD10
-36
.117*
.000
0.117
- -
0.068
0.04
0.22
0.45
E->W
STHD10
-13
.117*
.000
0.117
- -
0.068
0.04
0.22
0.45
�egeno:
Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B
Dir - Force direction
Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift
da - Vertical displacements due to the following components:
Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used
Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation.
Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement
* - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs,
causing the segment to draw less force due to lower than actual stiffness.
Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x 'Es );
Ab - bolt cross -sectional area;
Es = steel modulus = 29000000 psi;
L = Lb - Lh;
Lb = Total bolt length shown in Storey Information table;
Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database.
Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation
Pf = Unfactored uplift force P / number of fasteners
Bolts: = Pf/(270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter
Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel
Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls
Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table
Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc.
Total da = Elong/Disp + Slippage + Shrink + Crush + Extra
Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1)
h = wall height; b = segment length between openings; h,b values in Deflection table
13
a
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
Wind Suction Design
Line
North -South
Shearlines
Lev
Grp
Sheathing [pst]
Force Cap
Force/
Cap
Force
End
Fastener Withdrawal [Ibs]
Cap Force/Cap
Int End
Int
Service Cond
Factors
Temp Moist
1
1
1
17.4 178.7
0.10
23.2
21.3
105.5
0.22
0.20
1.00 1.00
2
1
1
17.4 178.7
0.10
23.2
21.3
105.5
0.22
0.20
1.00 1.00
East-West
Sheathing [psf]
Fastener Withdrawal pbs]
Service Cond
Shearlines
Force Cap
Force/
Force
Cap
Force/Cap
Factors
Line
Lev
Grp
Cap
End
Int
End
Int
Temp Moist
A
1
1
17.4 178.7
0.10
23.2
21.3
105.5
0.22
0.20
1.00 1.00
C
1
1
17.4 178.7
0.10
23.2
21.3
105.5
0.22
0.20
1.00 1.00
Legend:
Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall )
Sheathing:
Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using
coefficients from Table 26.11-1
Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2
spans
Fastener Withdrawal:
Force - Force tributary to each nail in end zone and interior zone
Cap - Factored withdrawal capacity of individual nail according to NDS 11.2-3
14
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
Flexible Diaphragm Seismic Design
Level
Mass Area
[Ibs] [sq.ft]
Story Shear (Ibs]
E-W N-S
Diaphragm Force Fpx [Ibs]
E-W N-S
1
All
15213 640.0
15213 -
2276 2276
2276 2276
2959 2959
- -
Legend:
Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shea,walls only for drag strut forces, see
12.10.2.1 Exception 2.
Redundancy Factor p (rho):
E-W 1.00, N-S 1.00
Automatically calculated according to ASCE 712.3.4.2.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 0.97; Ev = 0.195 D unfactored; 0.136 D factored; total dead load factor. 0.6 - 0.136 = 0.464 tension, 1.0 + 0.136 = 1.136
compression.
15
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
North -South
Shearlines
W
Gp
For
Dir
H/W-Cub
Int Ext
ASD Shear Force [pif]
V [Ibs] vmax
v
int
Allowable Shear [plf]
Ext Co C Total
V [IbsJ
Crit.
Resp.
Line 1
Level 1
Ln1, Levi
1
S->N
.65
797 73.0
73.0
168 1.00 S 168
3232
0.43
1
N->S
.65
797 64.0
64.0
168 1.00 S 168
3232
0.38
Line2
Ln2, Levl
1
Both
1.0
797 59.5
59.5
260 1.00 S 260
5547
0.23
East-West
W
For
HMI -Cub
ASD Shear Force [Of]
Allowable Shear [pif]
Crit.
Shearlines
Gp
Dir
Int Ext
V pbs] vmax
v
Int
Ext Co C Total
V pbs]
Resp.
Line A
Level 1
LnA, Levl
1
Both
1.0
465 27.3
27.3
260 1.00 S 260
4420
0.11
Line B
LnB, Levl
1
W->E
1.0
664 56.7
56.7
260 1.00 S 260
4767
0.22
1
E->W
1.0
664 52.6
52.6
260 1.00 S 260
4767
0.20
Line C
LnC, Levl
1
W->E
1.0
465 44.3
44.3
260 1.00 S 260
3640
0.17
1
E->W
1.0
465 45.5
45.5
260 1.00 S 260
3640
0.18
Legend:
Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response.
W Gp - Wall group as listed in Sheathing and Framing Materials tables.
For Dir- Direction of seismic force along shearline.
H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2.
V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall.
vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co.
v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors.
Co - Perforation factor from SDPWS Table 4.3.3.5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest.
Total - Combined unit shear capacity inc. perforation factor.
V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line.
Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
16
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
Level 1
Line-
Wall
Posirn
Location [ft]
X Y
Shear
Tensile ASD
Holddown Force [Ibs]
Dead Ev
Cmb'd
Hold-down
Cap
[Ibs]
Crit
Resp.
Line 1
1-1
L End
0.00
0.12
584
468
106
222
STHD10
2940
0.08
1-1
L Op 1
0.00
9.87
512
613
139
38
STHD10
2940
0.01
1-1
R Op 1
0.00
13.13
90
457
1-1
L Op 2
0.00
19.54
199
457
1-1
R Op 2
0.00
22.79
1
266
1-1
L Op 3
0.00
25.13
1
266
1-1
R Op 4
0.00
28.38.
181
1-1
L Op 4
0.00
28.88
132
1-1
R Op 4
0.00
31.13
144
1-1
R End
0.00
31.88
47
Line 2
2-1
L End
20.00
0.12
476
585
133,
24
STHD10
2940
0.01
2-1
L Op 1
20.00
12.38
476
730
2-1
R Op 3
20.00
15.63
223
2-1
L Op 3
20.00
17.04
175
2-1
R Op 3
20.00
19.29
144
2-1
L Op 3
20.00
20.04
192
2-1
R Op 3
20.00
23.29
48
559
2-1
R End
20.00
31.88
48
413
Line A
A-1
L End
0.12
0.00
268
66
15
217
STHD10
2940
0.07
A-1
L Op 1
8.38
0.00
268
95
22
195
STHD10
2940
0.07
A-1
R Op 1
11.63
0.00
268
95
22
195
STHD10
2940
0.07
A-1
R End
19.88
0.00
268
66
15
217
STHD10
2940
0.07
Line B
B-1
L End
0.12
16.00
453
81
18
390
LSTHD8
1950
0.20
8-1
L Op 1
10.29
16.00
421
94
21
348
LSTHD8
1950
0.18
8-1
R Op 1
12.21
16.00
74
75
17
17
LSTHD8
1950
0.01
8-1
R End
19.88
16.00
117
62
14
69
LSTHD8
1950
0.04
Line C
C-1
L End
0.12
32.00
449
78
18
389
STHD10
2940
0.13
C-1
L Op 1
9.87
32.00
461
135
31
357
STHD10
2940
0.12
C-1
R Op 1
16.13
32.00
48
88
C-1
R End
19.88
32.00
21
31
Legend:
Line -Wall:
At wall or opening - Shearline and wall number
At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
Location - Co-ordinates in Plan View
Hold-down Forces:
Shear- Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co.
Dead - Dead load resisting component, factored for ASD by 0.60
Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.227 x factored D. Refer to Seismic
Information table for more details.
Cmb'd - Sum ofASO-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS
4.3.6.2.1 when openings are staggered.
Hold-down - Device used from hold-down database
Cap - Allowable ASD tension load
Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load
Notes:
Shear overturning force is horizontal seismic Toad effect Eh from ASCE 712.4.2.
Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev).
Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6.
Refer to Shear Results table for perforation factors Co.
Shearwalls does not check for either plan or vertical structural irregularities.
17
•
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
DRAG STRUT FORCES ( flexible seismic design
Level 1
Line-
Wall
Position on Wall
or Opening
Location [ft]
X Y
Drag Strut
Force [Ms]
—> <_
Line 1
1-1
Left Opening 1
0.00
10.00
625
508
1-1
Right Opening 1
0.00
13.00
528
411
1-1
Left Opening 2
0.00
19.67
410
411
1-1
Right Opening 2
0.00
22.67
313
314
1-1
Left Opening 3
0.00
25.25
230
230
Line 2
2-1
Left Opening 1
20.00
12.50
563
563
2-1
Right Opening 3
20.00
23.17
217
217
Line A
A-1
Left Opening 1
8.50
0.00
45
45
A-1
Right Opening 1
11.50
0.00
45
45
Line B
B-1
Left Opening 1
10.42
16.00
318
263
B-1
Right Opening 1
12.08
16.00
246
191
Line C
C-1
Left Opening 1
10.00
32.00
274
290
C-1
Right Opening 1
16.00
32.00
93
109
�egena:
Line -Wall - Shearline and wall number
Position...- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline.
Based on ASD factored shearline force derived from the greater of.
Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4)
Storey force Vx from Eqn 12.8-13
Includes perforation factor Co and redundancy factor rho.
-> Due to shearline force in the west -to -east or south -to -north direction
<- Due to shearline force in the east -to -west or north -to -south direction
18
r
r
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
DEFLECTION ( flexible seismic design
Wall,
segment
W
Gp
Dir
Srf
v
plf
b
ft
h
ft
Bending
A Defl
sq.in in
Shear
Defl
in
Vn
Ibs
Nail slip
en
in
Defl
in
Hold
Defl
in
Total
Defl
in
Level 1
Line 1
1
1-1,1
S->N
Ext
67.5
10.00
8.00
16.5
.001
.006
34
.000
.001
0.03
0.04
N->S
Ext
87.8
10.00
8.00
16.5
.002
.008
44
.000
.002
0.03
0.04
1-1,2
S->N
Ext
71.2
6.67
8.00
16.5
.002
.007
36
.000
.001
0.27
0.28
N->S
Ext
41.0
6.67
8.00
16.5
.001
.004
20
.000
.000
0.05
0.05
1-1,3
S->N
Ext
0.3
2.58
8.00
16.5
.000
.000
0
.000
.000
0.12
0.12
N->S
Ext
0.0
2.58
8.00
16.5
.000
.000
0
.000
.000
0.00
0.00
Line 2
1
2-1,1
Both
Ext
85.0
12.50
8.00
16.5
.001
.008
43
.000
.002
0.03
0.04
2-1,4
Both
Ext
8.5
8.83
8.00
16.5
.000
.001
4
.000
.000
0.04
0.04
Line A
1
A-1,1
Both
Ext
39.1
8.50
8.00
16.5
.001
.004
20
.000
.000
0.21
0.22
A-1,2
Both
Ext
39.1
8.50
8.00
16.5
.001
.004
20
.000
.000
0.21
0.22
Line B
1
B-1,1
W->E
1
78.8
10.42
8.00
16.5
.001
.008
39
.000
.002
0.15
0.16
E->W
1
71.9
10.42
8.00
16.5
.001
.007
36
.000
.001
0.15
0.16
B-1,2
W->E
1
16.0
7.92
8.00
16.5
.000
.002
8
.000
.000
0.20
0.20
E->W
1
25.2
7.92
8.00
16.5
.001
.002
13
.000
.000
0.20
0.20
Line C
1
C-1,1
W->E
Ext
59.5
10.00
8.00
16.5
.001
.006
30
.000
.001
0.18
0.19
E->W
Ext
63.3
10.00
8.00
16.5
.001
.006
32
.000
.001
0.18
0.19
C-1,2
W->E
Ext
17.4
4.00
8.00
16.5
.001
.002
9
.000
.000
0.45
0.45
E->W
Ext
7.9
4.00
8.00
16.5
.000
.001
4
.000
.000
0.45
0.45
�egena:
Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B
W Gp - Wall design group, refer to Sheathing and Framing Materials
Dir - Force direction
Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions
v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force/0.70
b - Width of wall segment between openings
h - Wall height
Defl - Horizontal shearwall deflection due to given term:
Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table
Shear = vh / Gt; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table
Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge
Hold - Hold-down = da x h /b; refer to Hold-down Displacement table for components of da
Total defl = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1
19
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
HOLD-DOWN DISPLACEMENT ( flexible seismic design
Wall,
segment
Dir
Hold-
down
Uplift
force
Ibs
Elong / Disp
Manuf Add
in in
da
in
Slippage
Pf da
Ibs in
Shrink
da
in
Crush+
Extra
in
Total
da
in
Hold
Deft
in
Level 1
Line 1
1-1,1
S->N
STHD10
284
.000*
.000
0.000
- -
0.000
0.04
0.04
0.03
N->S
STHD10
10
.000*
.000
0.000
- -
0.000
0.04
0.04
0.03
1-1,2
S->N
STHD10
-409
.117*
.000
0.117
- -
0.068
0.04
0.22
0.27
N->S
STHD10
-253
.000*
.000
0.000
- -
0.000
0.04
0.04
0.05
1-1,3
S->N
STHD10
-312
.000*
.000
0.000
- -
0.000
0.04
0.04
0.12
N->S
STHD10
-312
.000*
.000
0.000
- -
0.000
0.00
0.00
0.00
Line 2
2-1,1
S->N
STHD10
-7
.000*
.000
0.000
- -
0.000
0.04
0.04
0.03
N->S
STHD10
-179
.000*
.000
0.000
- -
0.000
0.04
0.04
0.03
2-1,4
S->N
STHD10
-589
.000*
.000
0.000
- -
0.000
0.04
0.04
0.04
N->S
STHD10
-418
.000*
.000
0.000
- -
0.000
0.04
0.04
0.04
Line A
A-1,1
W->E
STHD10
305
.117*
.000
0.117
- -
0.068
0.04
0.22
0.21
E->W
STHD10
272
.117*
.000
0.117
- -
0.068
0.04
0.22
0.21
A-1,2
W->E
STHD10
272
.117*
.000
0.117
- -
0.068
0.04
0.22
0.21
E->W
STHD10
305
.117*
.000
0.117
- -
0.068
0.04
0.22
0.21
Line B
B-1,1
W->E
LSTHD8
552
.089*
.000
0.089
- -
0.068
0.04
0.20
0.15
E->W
LSTHD8
490
.089*
.000
0.089
- -
0.068
0.04
0.20
0.15
B-1,2
W->E
LSTHD8
18
.089*
.000
0.089
- -
0.068
0.04
0.20
0.20
E->W
LSTHD8
95
.089*
.000
0.089
- -
0.068
0.04
0.20
0.20
Line C
C-1,1
W->E
STHD10
550
.117*
.000
0.117
- -
0.068
0.04
0.22
0.18
E->W
STHD10
500
.117*
.000
0.117
- -
0.068
0.04
0.22
0.18
C-1,2
W->E
STHD10
-36
.117*
.000
0.117
- -
0.068
0.04
0.22
0.45
E->W
STHD10
-7
.117*
.000
0.117
- -
0.068
0.04
0.22
0.45
Legena:
Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B
Dir - Force direction
Uplift fame (P) -Strength-level accumulated hold-down tension force from overtuming, dead and wind uplift
da - Vertical displacements due to the following components:
Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used
Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation.
Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement
* - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs,
causing the segment to draw less force due to lower than actual stiffness.
Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es );
Ab - bolt cross -sectional area;
Es = steel modulus = 29000000 psi;
L = Lb - Lh;
Lb = Total bolt length shown in Storey Information table;
Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database.
Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation
Pf = Unfactored uplift force P / number of fasteners
Bolts: = Pf/ (270, 000 D"1.5) (NDS 10.3.6) ; D = bolt diameter
Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel
Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls
Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table
Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc.
Total da = Elong/Disp + Slippage + Shrink + Crush + Extra
Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1)
h = wall height; b = segment length between openings; h,b values in Deflection table
20
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul 8, 2014 10:26:55
Level
Dir
Wall
height
ft
Max
dxe
Line
Actual Story Drift (in)
Max Center
dx of Mass
C of M
dxe
C of M
dx
hsx
ft
Allowable Story Drift
Delta a Ratio
in Max C of M
1
N->S
S->N
E->W
W->E
8.00
0.05
0.05
0.45
0.45
1
1
C
C
0.21
0.21
1.80
1.80
10.00
10.00
16.00
16.00
0.05
0.05
0.20
0.20
0.18
0.18
0.81
0.81
8.00
2.40
0.09 0.08
0.09 0.08
0.75 0.34
0.75 0.34
ASCE 7Egn. 12.8-15:dx=dxexCd/Ie
Deflection amplification factor Cd from Table 12.2-1 = 4.0 (E-W), 4.0 (N-S)
Importance factor le = 1.00
Legend:
Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table
Line - Shearline with largest deflection
hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above.
Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15
C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines.
C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection.
Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1
Ratio - Proportion of allowable storey drift experienced, on this level in this direction.
21
WoodWorks® Shearwalls
2014-R4-roberts.wsw Jul. 8, 2014 10:26:55
22
BERNHOFT & ASSOCIATES
702 Broadway
Suite 201
Tacoma, Washington 98402
Phone (253) 274-0244
Fax (253) 627-3060
Lbernhoft@aol.com
October 26, 2014
Mr. Allen Johannessen, Plans Examiner
City of Tukwila
Department of Community Development
6300 Southcenter Blvd, Suite #100
Tukwila, Washington 98168
(206)433-7163
RE: Correction Letter #1. Dated September 22, 2014
Development Permit Application # D14-028713 -1649
Courtyard At South Station
3900 South Center Blvd
Dear Mr. Johannessen:
This letter is in responses to your Correction Letter #1, dated September 22, 2014. The
following responses are for each correction as follow:
General Note:
The plans are stamped and dated by the engineer of record, Mr. Bruce S.
MacVeigh, P.E.
Plan Review Notes:
1. Concrete footing support for new walls enclosing space:
Revised details have been provided to reflect a continuous concrete footing and 6
inch concrete stem -wall. Because the grade is close to the finish floor level, we
have made the stem -wall 8 inches above finished floor. The concrete sidewalks
adjacent the foundation wall are sloped at a minimum of 2% away from the
building. Roof drainage is existing and will not be changed by the new wall
additions.
CORRECTION
bil+wo;,87
RECEIVED
CITY OF TUKWILA
OCT 2.8 2014
PERMIT CENTER
Development Permit Application # D14-0287
Correction Letter # 1 Responses
page 2 of 2.
2. Perimeter Insulation:
We have added a revised detail of the foundation with the required R-10 perimeter
insulation installed on the outside of the footing. The insulation is protected on the
exterior w/ metal flashing.
3. Door Hardware:
The hardware was noted in the Door Schedule as Corbin Russwin, Lever handle.
The full description is: Corbin Russwin, CL3800 Series " Standard Duty Key -in -
Lever Lockset." Model # CL3861, US 10 Satin Bronze finish, Armstrong Trim
Design. Included with the letter is the Corbin-Russwin brochure.
If you have any further questions, please feel free to at (253) 274-0244.
Sincerely,
s -,,Lsi7t-
Leonard S. Bernhoft
City of Tukwila
Department of Community Development
September 22, 2014
CHRISTINA ROBERTS
PO BOX 73516
PUYALLUP, WA 98373
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D14-0287
COURTYARD AT SOUTH STATION - 3900 SOUTHCENTER BLVD
Dear CHRISTINA ROBERTS,
Jim Haggerton, Mayor
Jack Pace, Director
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments.
• (GENERAL NOTE)
PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised
plan sheets shall be the same size sheets as those previously submitted.)
(If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current
signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current
signed stamp -seal.
(BUILDING REVIEW NOTES)
1. By enclosing the existing patio to create new rooms, now considered heated spaces, the building code requires,
"All exterior walls shall be supported on continuous solid or fully grouted masonry or concrete footings...." The
finished grade shall be a minimum of 8" below the wood framing (sill plate), 6" from exterior sheathing. Finished
grade shall show "Surface drainage shall be diverted away from the building to a storm sewer conveyance or other
approved point..." The sill plate (wood framing) shall be a minimum 8" from finished grade. Show a footing at a
minimum of 12" below finished grade. Footing may be located under the existing slab with a method for providing
a positive footing/slab connection. Show the new footing attached to the existing foundation with method of epoxy
and steel embedment. (IRC R317.1#2, 3 & 5, R401.2, R401.3, R403.1, R403.1.3.2, R403.1.4, R403.1.7.3)
2. Since this is to become new heated spaces the exterior foundation shall have a minimum of R-10 perimeter
insulation. Insulation shall be installed on the exterior since installing on the inside would be difficult and require
removing the slab. The insulation shall extend a minimum of 24 inches from the bottom wood sill plate to the
footing to create a thermal break. Exterior exposed portion of the insulation shall be protected by flashing or other
similar methods. Another option would be to do a component performance method to provide additional insulation
or similar to where the building envelope shall comply with the energy code. Specify with details which method is
to be installed for energy code compliance. (IBC R403.3, WSEC SECTION C402 & C402.2.6)
3. Provide door hardware specifications for accessibility in compliance with IBC 1008.1.9.1 & ANSI 404.2.6.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail
or by a messenger service.
If you have any questions, I can be reached at 206-431-3655.
Sincerely,
-,A '-A)-
Bill Rambo
Permit Technician
File No. D14-0287
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
PLAN R �W/ROUTING SLIP
PERMIT NUMBER: D14-0287 DATE: 10/28/14
PROJECT NAME: COURTYARD AT SOUTH STATION
SITE ADDRESS: 3900 SOUTHCENTER BLVD
Original Plan Submittal Revision # before Permit Issued
X Response to Correction Letter # 1
Revision # after Permit Issued
DEPARTMENTS:
�4 c
Building Division
Public Works
It--3-11J
Fire Prevention
Structural
El
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
DATE: 10/30/14
Structural Review Required
REVIEWER'S INITIALS: DATE:
u
APPROVALS OR CORRECTIONS: DUE DATE: 11/27/14
Approved
Corrections Required
Approved with Conditions
Denied
(corrections entered in Reviews) (ie: Zoning Issues)
Notation: S'f LLB fay.?
)-1
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D14-0287 DATE: 09/02/14
PROJECT NAME: COURTYARD AT SOUTH STATION
SITE ADDRESS: 3900 SOUTHCENTER BLVD
X Original Plan Submittal
Response to Correction Letter #
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
4-\LA
Building Division MI
Public Works
41A q,[s-(m
Fire Prevention
Structural
cpL
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
DATE: 09/04/14
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
Approved with Conditions
Denied
(corrections entered in Reviews) (ie: Zoning Issues)
DUE DATE: 10/02/14
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only G)
CORRECTION LETTER MAILED: `v,2 l — 1 /
Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials:----�
12/18/2013
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite # 100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax: 206-431-3665
Web site: http://www.ci.tukwila.wa.us
REVISION SUBMITTAL
_Revision submittals must be submitted person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: Io/2.1J2014-
❑ Response to Incomplete Letter #
Plan Check/Permit Number: D 14-0287
Response to Correction Letter # 1
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
RECEIVED
CITY OF TUKWILA
OCT 2 201k
PEPMIT (*am
Project Name: Courtyard at South Station
Project Address: 3900 Southcenter Blvd
Contact Person: Ct+ sm.) I06PLTSPhone Number:
Summary of Revision:
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-12-e1-1 vwtte.v. CAA tee.
pr sv'i 0(4, ktrtA- . t' C.ert,(,.1. _ y
Sheet Number(s): 54%-u.k e 4
"Cloud" or highlight all areas of revision including
date o revision
Received at the City of Tukwila Permit Center by: {�
Entered in TRAKiT on /o/)' 1r// V
\applications\forms-applications on Iine\revision submittal
Created: 8-13-2004
Revised:
FIRST CHOICE REMODELING
Page 1 of 3
Washington State Department of
Labor & Industries
FIRST CHOICE REMODELING
Owner or tradesperson
ROBERTS, TRACY LEE
Principals
ROBERTS, TRACY LEE, PRESIDENT
ROBERTS, CHRISTINA DEEANN, VICE
PRESIDENT
Doing business as
FIRST CHOICE REMODELING
WA UBI No.
603 172 765
Parent company
FIRST CHOICE REMODELING INC
PO BOX 73516
PUYALLUP, WA98373
253-507-5353
PIERCE County
Business type
Corporation
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor
License specialties
GENERAL
License no.
FIRSTCR8805B
Effective — expiration
08/02/2012— 08/02/2016
Bond
American Contractors Indem CO
Bond account no.
100230174
Received by L&I
08/30/2013
Active.
Meets current requirements.
$12,000.00
Effective date
08/30/2013
Expiration date
Until Canceled
Platte River Ins Co
Bond account no.
41152710
Received by L&I
$12,000.00
Effective date
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603172765&LIC=FIRSTCR8805B&SAW= 11/14/2014