HomeMy WebLinkAboutPermit D17-0153 - STOTTS RESIDENCE - PIN PILES FOR FOUNDATIONSTOTTS RESIDENCE
13716 45T" AVE S
D17-0153
Parcel No:
Address:
0
City of Tukwila
0
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.Rov
DEVELOPMENT PERMIT
7347600330 Permit Number: D17-0153
13716 45TH AVE S
Project Name: STOTTS RESIDENCE
Issue Date: 6/19/2017
Permit Expires On: 12/16/2017
Owner:
Name: KLEIN DEVON C
Address: P 0 BOX 733 , KENT, WA, 98035
Contact Person:
Name: TARA TODD
Address: 1912 S 14+6 ST , SEATAC, WA, 98168
Contractor:
Name: MATVEY CONSTRUCTION INC
Address: 1912 S 146TH ST, SEATAC, WA, 98168
License No: MATVECI991CB
Lender:
Name: CONTRACTORS BONDING &
INSURANCE CO
Address: DEPT 3500 PO - BOX 844122 , KANSAS
CITY, MO, 64184
Phone: (253) 680-9200
Phone:
Expiration Date: 9/29/2017
DESCRIPTION OF WORK:
INSTALL PIN PILES INDERNEATH AN EXISTING SINGLR FAMILY RESIDENCE TO STABILIZE THE FOUNDATION
Project Valuation: $17,800.00
Type of Fire Protection: Sprinklers:
Fire Alarm:
Type of Construction: VB
Electrical Service Provided by: TUKWILA
Fees Collected: $772.78
Occupancy per IBC: R-3
Water District: 125
Sewer District: VALLEY VIEW
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
International Fuel Gas Code:
2015
2015
2015
2015
2015
National Electrical Code:
WA Cities Electrical Code:
WAC 296-46B:
WA State Energy Code:
2014
2014
2014
2015
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:' (' t�(�(% ' IA(/10
Date:
lq
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 perm't and agree to the conditions attached to this permit.
Signature:
Print Name:
Date: G/1611
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be
done by a Washington Association of Building Official Certified welder.
5: When special inspection is required, either the owner or the registered design professional in responsible
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to
the first building inspection. The special inspector shall furnish inspection reports to the Building Official in
a timely manner.
6: A final report documenting required special inspections and correction of any discrepancies noted in the
inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the
approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition of final inspection approval.
7: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to
any requirements for special inspection.
9: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap
the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks,
wells, and other excavations. Final inspection approval will be determined by the building inspector based
on satisfactory completion of this requirement.
10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy
can be obtained at City Hall in the office of the City Clerk.
11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the
City of Tukwila Building Department (206-431-3670).
12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
4036 SI -DRIVEN DEEP FOUND
4046 SI-EPDXY/EXP CONC
4034 SI -METAL PLATE CONN
4004 SI -WELDING
CITY OF TUKWILA
Community Development Department
Public Works Department
Per»tit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Building Permit No.
Project No.
Date Application Accepted:
Date Application Expires:
D 92
to 11
(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 13716 45th Ave S, Tukwila Wa 98168
Site Address: 13716 45th Ave S, Tukwila Wa 98168
King Co Assessor's Tax No.: 734760-0330
Suite Number: Floor:
'tenant Name: Doug White & Kevin Stotts
PROPERTY OWNER
Name: Tara Todd
Name: Devon Klein
City: Seatac State: Wa Zip: 98168
Address: 7530 43rd Ave, #B
Email: permits@matveyfoundationrepair.com
City: Seattle State: Wa
Zip: 98118
CONTACT PERSON -- person receiving all project
communication
Name: Tara Todd
Address: 1912 S 146th St
City: Seatac State: Wa Zip: 98168
Phone: (253) 680-9200 Fax:
Email: permits@matveyfoundationrepair.com
GENERAL CONTRACTOR INFORMATION
Company Name: Matvey Foundation Repair
Address: 1912 S 146th St
Company Name:
City: Seatac
State: Wa Zip: 98168
Phone: (253) 327-1650
Fax:
Contr Reg No.: Matveci99l cb
Exp Date: 09/27/2017
Tukwila Business License No.:
BUS -0997724
HAApplications\I ontts-Applications Oa Linc120E E Applicaticats \Pcrmit Application Revised, $-4-i 1,406,
Iteviscd; August 2011
l,t,
New Tenant: ❑ Yes ..No
ARCHITECT OF RECORD
I Company Name: SFA Design Group
Engineer Name: Jeff Fitch
Company Name:
City: Portland State: Or Zip: 97223
Phone: (503) 641-8311 Fax:
Architect Name:
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
I Company Name: SFA Design Group
Engineer Name: Jeff Fitch
Address: 9020 SW Washington Sq Dr Suite 505
City: Portland State: Or Zip: 97223
Phone: (503) 641-8311 Fax:
Email: engineering@sfadg.com
LENDER/BOND ISSUED (required for projects $5,000 or.
greater per RCW 19.27.095)
Name: Contractors Bonding & Insurance Co
Address: Dept 3500 PO Box 844122
City: Kansas City State: MO Zip: 64184
Page 1 of 4
BUILDING PERMIT INFORMATION — 206-431-3670
Valuation of Project (contractor's hid price): $ 17,800 Existing Building Valuation: $ 32,000
Describe the scope of'work (please provide detailed information):
Installing pin piles underneath an existing single family residence to stabilize the foundation.
Will there be new rack storage? ❑ Yes E.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Floor area of accessory dwelling:
Number of Parking Stalls Provided: Standard:
Will there he a change in use?
1
0 Yes
Compact: 0 handicap: 0
Qj No If"yes", explain: Ilia
FIRE PROTECTION/HAZARDOUS M.ATER1ALS:
0 Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify)
•
Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No
If "yes', attach list of materials and storage locations on a separate 84/2" x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
I \ \piilicationsWornss.Applicatimu on Line\2011 Applications Permit Application Revised - 8.9•t I.does
Rcviscd: August 2011
1,8
Page 2 of 4
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
151 Floor
1,060
0
0
0
pin piles
2t'{l Floor
3�Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
290
0
0
0
ti/a.
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:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Floor area of accessory dwelling:
Number of Parking Stalls Provided: Standard:
Will there he a change in use?
1
0 Yes
Compact: 0 handicap: 0
Qj No If"yes", explain: Ilia
FIRE PROTECTION/HAZARDOUS M.ATER1ALS:
0 Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify)
•
Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No
If "yes', attach list of materials and storage locations on a separate 84/2" x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
I \ \piilicationsWornss.Applicatimu on Line\2011 Applications Permit Application Revised - 8.9•t I.does
Rcviscd: August 2011
1,8
Page 2 of 4
PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
Scope of Work (please provide detailed information):
Installing pin piles underneath an existing single family residence to stabilize the foundation.
Call 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
0 ...Sewer Use Certificate
❑ .. Highline
®...Valley View ❑ .. Renton
0...Sewer Availability Provided
0 .. Renton
0 ., 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 (Ma> isnum Paper Size — 22" x 34")
❑ ...Technical Information Report (Storm Drainage)
0 ...Bond ❑ .. Insurance 0 .. Easement(s)
Proposed Activities (tnark boxes that apply):
❑ ...Right-of-way Use - Nonprofit for less than 72 hours
❑ ...Right-of-way Use - No Disturbance
E ...Construction/Excavation/Fill - Right-of-way 0
Non Right-of-way VI
® ...Total Cut 3 cubic yards
® ...Total Fill 3 cubic yards
❑ .. Geotechnical Report
0 .. Maintenance Agreement(s)
❑.,.Traffic impact Analysis
❑ ... Hold Harmless — (SAO)
...H old Harmless— (ROW)
❑ .. Right-of-way Use - Profit for less than 72 hours
0 .. Right-of-way Use — Potential Disturbance
❑ .. Work in Flood Zone
0 .. Stone Drainage
0 ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor
0 ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization
❑ ...Frontage Improvements 0 .. Pavement Cut ❑ .. Trench Excavation
0 ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding
0 ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑ ...Permanent Water Meter Size... WO #
❑ ...Temporary Water Meter Size .. WO #
❑ ...Water Only Meter Size WO # ❑...Deduct Water Meter Size
❑ ...Sewer Main Extension Public 0 _ Private 0
❑ ...Water Main Extension Public 0 Private 0
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
0 ...Water ❑ ...Sewer
Monthly Service Billing to:
Name:
Mailing Address:
❑ ...Sewage Treatment
Day Telephone:
Water Meter Refund/Billing:
Name:
Mailing Address:
City
State Zip
Day Telephone:
City
State Zip
11: 1ApplicasionsTorres-Applications o❑ Line1201.1 Applications\Pcreei Applietn ion Revised - 5-9-I r.docx
Revised: August 2011
i>It
Page 3 of 4
PERMIT APPLICATION NOTES —
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ ANI) 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 O'V 'ER OR AUTHORIZED AGENT:
Signature: ( ir%,,n„ ;'(T 3A _r-
Date: 0 .7L
Print Name: Devon KleinDay Telephone: (253) 332-2645
Mailing Address: 7530 43rd Ave, #B Seattle Wa 98118
City Slate Zip
li tAptillcations oflB-Appliottipn On Linc\2Ot 1 ApplicatuinsiPermit Ap,Iicaiinn Reeisrd - 8.9-11.doe,
Revised: August 2011
bh
Page 4 of 4
Cash Register Receipt
City of Tukwila
DESCRIPTIONS
PermitTRAK
ACCOUNT QUANTITY
PAID
$772.78
D17-0153 Address: 13716 45TH AVE S Apn: 7347600330
$772.78
DEVELOPMENT
$750.18
PERMIT FEE
R000.322.100.00.00
0.00
$451.93
PLAN CHECK FEE
R000.345.830.00.00
0.00
$293.75
WASHINGTON STATE SURCHARGE
8640.237.114
0.00
$4.50
TECHNOLOGY FEE
$22.60
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R11646
R000.322.900.04.00
0.00
$22.60
$772,78
Date Paid: Tuesday, June 06, 2017
Paid By: MATVEY CONSTRUCTION INC
Pay Method: CHECK 2011
Printed: Tuesday, June 06, 2017 2:47 PM 1 of 1
rPF-fi SYSTEMS
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
7- c/s1
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
vit
Project:
.s7-cr7 .3 i265 0 AJ
Type of Inspection:
1jb9
'.U) vow IT"
i41
Address:
Is -7) 4cm ,4 %
S
Date Called:
Special Instructions:
Date Want d:.,'f
'7 13/i i
p.m.
Request /
Phone No:
Approved per applicable codes. LJ Corrections required prior to approval.
COMMENTS:
fit / 'S 7-
6v `-Oe€e d)Rtil€N bu-T7MAJ'
Inspector:
5
Date: _
7 /2_/7
REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
SFA Design Group, u.c
STRUCTURAL 1 CIVIL I LAND USE PLANNING 1 SURVEYING
9020 SW Washington Square Dr, Suite 505 - Portland, OR 97223
1813 Rutan Dr, Suite C - Livermore, CA 94551
P: (503) 641-8311 F: (503) 643-7905
www.sfadg.com
STRUCTURAL CALCULATIONS
Klein Residence Underpinning
13716 45th Avenue South, Tukwila, WA
Ilananj Jjg "11
LIMITATIONS
FILI!
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUN 14 2011
City of Tukwila
BUIL�I�
ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED
UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR
ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE
ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.
RECEIVED
Project No. MFR17-036 CITY OF TUKWILA
June 2, 2017
p 17-0153
JUN 0 6 2017
PERMIT CENTER
SFA Design Group. LLE
STRUCTURAL 1 CIVIL 1 LAND USE PLANNING
1 of 12
PROJECT NO.
MFR 17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
Push Pier Design Requirements
BY
DNL
Structural Narrative
The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1 -story
residence located in Tukwila, WA as referenced on the coversheet. The round steel tubes and retrofit brackets are used to
stabilize and/or lift settling foundations. The bottom and back portion of the bracket is securely seated against the existing
concrete footing. Using the weight of the existing structure, pier sections are continuously hydraulically driven through the
foundation bracket and into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven
external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are
installed, they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve
desired stabilization and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the roof
framing, wall framing, floor framing, concrete slab on grade, and concrete turn -down footing. Underpinning the structure will
remove lateral resistance provided by soil friction acting on the concrete foundation. Per the calculation, lateral resistance will be
provided by soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting
on the buried footings perpendicular to the piered gridlines.
There is no ICC -ES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the
entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current
codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and
testing requirements per IBC 2015 have been included. Axial and bending capacities of the external sleeve, analysis of the retrofit
foundation bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC
360-10. Concrete foundation span capacities have been analyzed per AC1318-14. Bracket fabrication welding has been performed
by Behlen Mfg Co. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2.
In addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS.
General
Building Department
Building Code Conformance (Meets Or Exceeds Requirements)
2015 International Building Code (IBC)
2015 International Residential Code (IRC)
(Dead Loads
King County
Roof Dead Load 15.0 psf
Floor Dead Load 12.0 psf
Wall Dead Load 10.0 psf
Deck Dead Load 12.0 psf
Concrete 150.0 pcf
(Live Loads
Roof Snow Load
Deck Live Load
Floor Live Load (Residential)
25.0 psf
60.0 psf
40.0 psf
IN5FA Design Group. ux
STRUCTURAL 1 CIVIL 1 LAND USE PLANNING
2 of 12
PROJECT NO.
MFR 17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
Design Loads
BY
DNL
Worst Case Vertical Design Loads (Gridline 1)
Tributary Width To Anchor =
RoofDL =
RoofSL
1 stFloorDL =
1 stFloon± =
DeckDL =
DeckLL =
WaIIDL =
StemwallDL =
FootingDL =
(15 psf) (14.50 ft)
(25 psf) (14.50 ft)
(12 psf) (6.25 ft)
(40 psf) (6.25 ft)
(12 psf) (3.00 ft)
(60 psf) (3.00 ft)
(10 psf) (9.00 ft)
(150 pcf) (7.00 in)
(150 pcf) (6.00 in)
!Worst Case Vertical Design Loads (Gridline A/C)
= 8.50 ft
= 218 plf
= 363 plf
= 75 plf
= 250 plf
= 90 plf
(12.00 in) = 88 plf
(12.00 in) = 75 plf
Dead Load 4.939 kips
Floor Live Load 3.655 kips
Roof Snow Load 3.081 kips
Controlling ASD Load Combination:
D+0.75L+0.75S
Max Vertical Load to Worst Case Pier
9.991 kips
Tributary Width To Anchor =
RoofDL =
RoofSL =
1 stFloorDL =
1 stFloorLL =
DeckDL =
DeckLL =
WaIIDL =
StemwallDL =
FootingDL =
(15 psf) (4.00 ft)
(25 psf) (4.00 ft)
(12 psf) (4.00 ft)
(40 psf) (4.00 ft)
(12 psf) (3.00 ft)
(60 psf) (3.00 ft)
(10 psf) (9.00 ft)
(150 pcf) (7.00 in)
(150 pcf) (6.00 in)
= 7.00 ft
= 60 plf
= 100 plf
= 48 plf
= 160 plf
= 90 plf
(12.00 in) = 88 plf
(12.00 in) = 75 plf
Dead Load 2.524 kips
Floor Live Load 1.120 kips
Roof Snow Load 0.700 kips
Controlling ASD Load Combination:
D+0.75L+0.75Lr
Max Vertical Load to Worst Case Pier 3.889 kips
(E) CONC SLAB I
ON GRADE
(E) CRAWL I
SPACE
SFA Design Group, LLC
S-R.,CT'J iAL CIVIL 1 LA''•1D l SE PLA NI\IC
3 of 12
PROJECT NO.
MFR 17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
Pier Layout
BY
DNL
Pier Layout
N
2
1.-0"
EQ
E0
6'-0"
t'-0"
L6x6x5/16x3'-0" TYP
(E) FOUNDATION/(N) PIER LAYOUT PLAN
1161 SFA Oesign Group, LLE
STRUCTURAL 1 CIVIL 1 LAND USE PLANNING
4 of 12
PROJECT NO.
MFR 17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
Foundation Supportworks 2.875 in 0 Push Pier System
BY
DNL
Design Input
Pier System Designation =
Vertical Load to Pier, PTL =
Minimum Installation Depth, L =
Unbraced Length, I =
Eccentricity, e =
Friction Factor of Safety, FS =
Normal Surface Force, Fn =
Design Load (Vertical), PDL =
+MomentEccentricny =
-MomentFriction =
Design Moment, MomentPierDL =
(Sleeve Property Input
2.875 in 0
9.991 kips
10.000 ft
0.500 ft
4.250 in
2
4.995 kips
9.991 kips
42.460 kip -in
0.000 kip -in
42.460 kip -in
Sleeve Length =
Design Sleeve OD =
Design Wall Thickness =
r=
A=
S=
Z=
I=
E_
Fy =
Note: Sleeve reduces bending stress on main
pier from eccentricty
'Pier Property Input
48.000 in
3.434 in
0.183 in
1.151 in
1.871 int
1.444 in3
1.938 in3
2.480 in4
29000 ksi
50 ksi
Design Tube OD =
Design Wall Thickness =
k=
r=
A.
c=
S=
Z=
1=
E = 29000 ksi
Fy = 50 ksi
'Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
Note: Design thickness of pier and sleeve
based on 93% of nominal thickness per AISC
and the ICC -ES AC358 based on a corrosion
loss rate of 50 years for zinc -coated steel
2.823 in
0.136 in
2.10
0.951 in
1.146 int
1.411 in
0.734 in3
0.981 in3
1.037 in4
PIER CAP WITH
THREADED RODS
PIER
EXTERNAL SLEEVE
EXCAVATION
III-�:I I
-i78
71=11 if
q_/PIER/
REACTION
(E) STEMWALL
AND FOOTING
= Ir
.11,1
REACTION AT LOAD
BEARING STRATUM
Note: Section above is a general representation of piering system, refer
to plan for layout and project specific details.
Note: Flexural design capacity
based on combined plastic section
modulous of pier and sleeve
kl/r = 13.25 OK, <200
Fe = 1630.291 ksi
4.71 *(E/Fy).S = 113.43
49.362 ksi
56.6 kips
1.67
33.9 kips
9.991 kips
D/tP1er = 20.8
Mn = 146.0 kip -in
1.67
87.4 kip -in
42.5 kip -in
0.73
Fcr =
Pn =
Safety Factor for Compression, Oc =
Allowable Axial Compressive Strength, Pn/c), =
Actual Axial Compressive Demand, Pr =
'Results
Safety Factor for Flexure, Ob =
Allowable Flexural Strength, Mn/lb =
Actual Flexural Demand, Mr =
Combined Axial & Flexure Check =
OK, <.45E/Fy
OK
§E2
§(E3-4)
§E3
§(E3-2 & E3-3)
§(E3-1)
§E1
§F8
§(F8-1)
§F1
§(H1 -la & 1b)
Max Load To Pier = Design Load = 9991 Ib
2.875" Diameter Pipe Pier with 0.165" Thick Wall
3.5" Diameterx48" Long Pipe Sleeve With 0.216" Thick Wall
Minimum 10'-0" Installation Depth And Minimum 2100 psi Installation Pressure
Minimum 1/4" Foundation Lift During Installation
5FA Design Group. LLC
STRUCTURAL 1 CIVIL 1 LAND USE PLANNING
5 of 12
PROJECT NO.
MFR17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
Foundation Supportworks FS288BL Bracket
BY
DNL
Capacity of 3/4"0 GRB7 (125ksi) Threaded Rod
11
D = 0.750 in
Ft = 125 ksi
At = 0.344 in2
Capacity = 42.950 kips
I Block Shear at 3/e" Platet0 and ® to ®
Tss = 0.3(58)(3/8)(11)+0.5(58)(%)(2)
= 93.525 kips
Capacity of Weld ®
E70 Electrodes = 70 ksi
Size of Fillet = 0.188 in
Length of Weld = 11.000 in
Capacity of Per Inch of Fillet = 2.784 kli
Capacity of Fillet = 30.627 kips
Capacity of 3/e" Plate OO
At=3.188in2
Ft = 21.600 ksi
T = 68.850 kips
1= 0.031 in4
A = 0.375 in2
r = 0.289 in
k = 1.00
I = 8.500 in
kl/r = 30.0
Fa = 20.350 ksi
S = 4.516 in3
Fb = 27.000 ksi
RMAx = 15.429 kips
Fv = 14.400 ksi
VALLow = 43.200 kips
I Results
-4 Limiting System Factor
Capacity of System (2 Sides) = 15.43(2)=30.86kips (Bracket Only)
SFA Design Group, LLE
STRUCTURAL 1 CIVIL 1 LAND USE PLANNING
6 of 12
PROJECT NO.
MFR 17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
(E) Concrete Footing/Foundation Wall
BY
DNL
Footing/Foundation Wall Section Properties
Foundation Width, b =
Foundation Depth, d =
Cross Sectional Area, A =
Section Modulus, Sx =
Gross Moment of Inertia, I9 =
Assumed Conc, f'c =
1Footing/Foundation Wall Loading
7 in
16 in
112 in2
299 in3
2389 in4
2500 psi
Note: Reference design loads page of calculation package
for loading conditions.
!!N!!NI!
Vii,: MEN
•It 11.
AS OCCURS (NOT
CONSIDERED FOR
MOMENT CAPACITY)
-10
Footing/Foundation Wall Cross Section
Dead Load, D = 0.581 klf Note: Load factors taken from AC1318-14 §5.3.1
Floor Live Load, L = 0.430 klf
Roof Snow Load = 0.363 klf
Governing Load Combination = 1.2D + 1.6S + L
Wu= 1.707 klf
Desired Pier Spacing, SD = 8.50 ft
Maximimum Pier Spacing, SMAx = 7.97 ft Controls
Pier Spacing, S = 4.83 ft
Ultimate Shear (WS/2), Vu = 4123 lbs
Ultimate Moment (WS^2/8), Mu = 4.98 k -ft
IFooting/Foundation Wall Moment & Shear Capacity Per ACI318-11
Conc Modulus of Rupture, fr = 375 psi
Cracking Moment, Mcr = S*fr = 9.3 k -ft
Flexure Reduction Factor, 4) = 0.65
Design Moment, 4)Mcr = 6.1 k -ft > 4.98 k -ft Span Ok
Shear Strength, Vc = 11200 lbs
Shear Reduction Factor, 4) = 0.75
Design Shear, 0.50Vc = 4200 lbs > 4123 lbs Span Ok
§19.2.3.1
§21.2.2
§22.5.5.1
§21.2.1
Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement.
III SFA Design Group, LLE
STRUCTURAL 1 CIVIL 1 LAND USE PLANNING
7 of 12
PROJECT NO.
MFR 17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
(E) Concrete Footing/Foundation Wall (Gridline A/C)
BY
DNL
Footing/Foundation Wall Section Properties
Foundation Width, b =
Foundation Depth, d =
Cross Sectional Area, A =
Section Modulus, Sx =
Gross Moment of Inertia, Ig =
Assumed Conc, f'c =
Footing/Foundation Wall Loading
7 in
16 in
112 int
299 in3
2389 in'
2500 psi
Note: Reference design loads page of calculation package
for loading conditions.
AS OCCURS (NOT
CONSIDERED FOR
MOMENT CAPACITY)
Footing/Foundation Wall Cross Section
Dead Load, D = 0.361 klf Note: Load factors taken from AC1318-14 §5.3.1
Floor Live Load, L = 0.160 klf
Roof Snow Load = 0.100 klf
Governing Load Combination = 1.2D + 1.6S + L
Wu= 0.753 klf
Desired Pier Spacing, SD = 8.50 ft
Maximimum Pier Spacing, SMAx = 7.97 ft Controls
Pier Spacing, S = 7.00 ft
Ultimate Shear (WS/2), Vu = 2635 lbs
Ultimate Moment (WSA2/8), Mu = 4.61 k -ft
Footing/Foundation Wall Moment & Shear Capacity Per AC1318-11
Conc Modulus of Rupture, fr = 375 psi
Cracking Moment, Mcr = S*fr = 9.3 k -ft
Flexure Reduction Factor, 4) = 0.65
Design Moment, 4)Mcr = 6.1 k -ft
Shear Strength, Vc = 11200 lbs
Shear Reduction Factor, 4) = 0.75
Design Shear, 0.54)Vc = 4200 lbs
> 4.61 k -ft Span Ok
> 2635 lbs Span Ok
§19.2.3.1
§21.2.2
§22.5.5.1
§21.2.1
Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement.
SFA Design Group. u.x
STRUCTURAL I CIVIL I LAND USE PLANNING
8 of 12
PROJECT NO.
MFR17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
Existing Lateral Resitance Along Gridline 1
BY
DNL
Footing/Foundation Wall Section Properties
Foundation Width, b = 7 in
Foundation Depth, d = 18 in
Int Buried Footing Depth, d, = 12 in
Cross Sectional Area, A = 126 in,
Section Modulus, So = 147 in3
Gross Moment of Inertia, la = 3402 in`
Assumed Conc, f'c = 2500 psi
(Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14
Conc Modulus of Rupture, fr = 375 psi
Cracking Moment, Mcr = S`fr = 4.6 k -ft
Flexure Reduction Factor, 4) = 0.65
Design Moment, 4)Mur = 3.0 k -ft
Shear Strength, Vo = 12600 lbs
Shear Reduction Factor, 4) = 0.75
Design Shear, 0.54Vc = 4725 lbs
AS OCCURS (NOT
CONSIDERED FOR
MOMENT OR
SHEAR CAPACITY
§19.2.3.1
§21.2.2
§22.5.5.1
§21.2.1
b
Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement.
(Passive Pressure From Perpendicular Return Walls (Along Gridline 1)
Effective Friction Angle = 32°
Passive Coefficient, KP = tan^2'(45+0'/2)
KP =3.25
Soil Unit Weight, y = 110 pcf
Passive Pressure, Pp = KP y = 358 pcf
Ext Buried Soil Depth, d° = d-12" = 0.5 ft
Ext Buried Soil Depth, d, = di -12" = 0.0 ft
A = Pp`(dc) = 90 psi
B = Pp'(d;) = 0 psf
w, = A`d°/2 = 45 Of
w�=8'd/2=0plf
IFooting/Foundation Wall Loading
Note: Reference design
loads page of calculation
package for load tvext
combinations. 1 ( l t ( ( )
�
.�.�.� 1' 1
11111111111
wint
Iv
Exterior Length Due to Moment, L° = 1/(8'43.`fr`Ige. /(y,'w°,,,)/2 = 10.09 ft
Interior Length Due to Moment, L,,, =1./(8"4)"l,`lont/(y weA)/2 = 0.00 ft
Exterior Length Due to Shear, Le = 0.54)V /we = 52.79 ft
Interior Length Due to Shear, La, = 0.54V„/w. = 0.00 ft
Rpm= w� Le = 452 lbs
RAnt= w, d l.ti = 0 lbs
Lateral Capacity, Rp= Rpw+Rp^, = 452 lbs
ISIab on Grade Frictional Resistance
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Moment Controls
Slab Along This Line = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 13 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VRESIST= 975 lbs
Footing Frictional Resistance Along Gridline 1
Unpiered Portion of Gridline 1 = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 14 ft
Dead Load Above = 581 plf
Soil Friction VRESIST = 2440 lbs
Total available resistance along Gridline 1 = 4521bs + 9751bs + 24401bs = 38671bs
IIM5FA Design Group, Lcc
STRUCTURAL 1 CIVIL I LAND USE PLANNING
9 of 12
PROJECT NO.
MFR17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
Seismic Design Criteria
BY
DNL
ASCE 7-10 Chapters 11 & 12
Soil Site Class = D
Response Spectral Acc. (0.2 sec) Ss = 149.00%g
Response Spectral Acc.( 1.0 sec) S, = 55.80%g
Site Coefficient Fa
Site Coefficient F,
Max Considered Earthquake Acc. SMs=
Max Considered Earthquake Acc. SM1 =
@ 5% Damped Design SDs =
SD1 =
Risk Category =
Seismic Design Category for 0.1 sec
Seismic Design Category for 1.0 sec
S1 < 0.75g
Since Ta < .8Ts (see below), SDC =
§12.8 Equivalent Lateral Force Procedure
Seismic Force Resisting System (E -W)
Seismic Force Resisting System (N -S)
CI =
Fa. Ss
F,,.S,
2/3(SMs)
2/3(SMI)
11, Standard
Flexible Diaphragm
D
D
= 1.490g
= 0.558g
= 1.000
= 1.500
= 1.490g
= 0.837g
= 0.993g
= 0.558g
N/A
D
Tab. 20.3-1, (Default = D)
Figs. 22-1, 22-3, 22-5, 22-6
Figs. 22-2, 22-4, 22-5, 22-6
Tab. 11.4-1
Tab. 11.4-2
(11.4-1)
(11.4-2)
(11.4-3)
(11.4-4)
Tab. 1.5-1
§12.3.1
Tab. 11.6-1
Tab. 11.6-2
§11.6
Exception of §11.6 does not apply
A. BEARING WALL SYSTEMS Tab. 12.2-1
15. Light -framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets
A. BEARING WALL SYSTEMS Tab. 12.2-1
15. Light -framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets
0.02 x = 0.75 Tab. 12.8-2
Structural height h„= 14.0 ft
C = 1.400
Approx Fundamental period, Ta = CI(hn)"
TL = 6 sec
Calculated T shall not exceed <_ CeTa
Use T =
0.14 sec
Structural Height Limit = 65.0 ft
for SDI of 0.558g
= 0.145
= 0.203
0.8Ts = 0.8(So,/SDs) = 0.449
Is structure Regular & < 5 stories ? Yes
Response Modification Coefficient R =
Over Strength Factor Ste =
Importance factor le =
Seismic Base Shear V =
Cs =
or need not to exceed, Cs =
or Cs=
Min Cs =
Use Cs =
Design base shear V =
E -W
6.5
2.5
1.00
Cs W
Sns = 0.153
R/Ie
Sm = 0.593
(R/ILIT
Sn,T, N/A
T2(R/le)
0.5S,1e/R N/A
0.153
0.153 W
Tab. 12.2-1
Tab. 12.8-1
(12.8-7)
Figs. 22-12 through 22-16
Exception of §11.6 does not apply
§12.8.1.3
Max Ss < 0.15g
N -S
6.5
2.5
1.00
Cs W
Snc = 0.153
R/Ie
$ni = 0.593
(R/1.1T
N/A
Sn,T,
T2(R/Ie)
0.5S, le/R N/A
0.153
0.153 W
Tab. 12.2-1
(foot note g)
Tab. 11.5-1
(12.8-2)
For T < TL (12.8-3)
For T > TL (12.8-4)
For S, >_ 0.6g (12.8-6)
RBI SFA Design Group. LLE
STRUCTURAL 1 CML I LAND USE PLANNING
10 of 12
PROJECT NO.
MFR17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
Wind Design Criteria
BY
DNL
Wind Analysis for Low-rise Building, Based on ASCE 7-10
INPUT DATA
Exposure category (8, C or 8, ASCE 7-10 26.7.3) B
Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) V = 110 mph
Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Kzt = 1.00 Flat
Building height to eave he = 9 ft
Building height to ridge hr = 14 ft
Building length L = 37 ft
Building width B = 45 ft
(Velocity pressure
qh = 0.00256 Kh Kx1 Kd V2 = 18.43 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316)
Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.700
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85
h = mean roof height = 11.50 ft
< 60 ft, Satisfactory (ASCE 7-10 26.2.1)
!Design pressures for MWFRS
p = qh [(G Cpf )-(G C1 )]
where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298).
Pmin = 16 psf for wall area (ASCE 7-10 28.4.4)
Pmin = 8 psf for roof area (ASCE 7-10 28.4.4)
G C, f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301)
G Cr, = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258)
0.18 or -0.18
a = width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] =
inlet rressures (par , Loao t..ase r+
3.70 ft
Surface
Roof angle 9 = 12.53
GCPf
Net Pressure with
(+GCei)
(-GCPI)
1
0.47
11.89
5.26
2
-0.69
-9.40
-16.03
3
-0.43
-4.52
-11.15
4
-0.36
-3.32
-9.96
1E
0.71
16.32
9.68
2E
-1.07
-16.40
-23.04
3E
-0.66
-8.85
-15.48
4E
-0.54
-6.55
-13.19
Surface
Roof angle 0 = 12.53
G CPf
Net Pressure with
O, CJ1 A W N 1 01 CI'A W N -'
mmmm m m
-0.45
-4.98
-11.61
-0.69
-9.40
-16.03
-0.37
-3.50
-10.14
-0.45
-4.98
-11.61
0.40
10.69
4.05
-0.29
-2.03
-8.66
-0.48
-5.53
-12.16
-1.07
-16.40
-23.04
-0.53
-6.45
-13.09
-0.48
-5.53
-12.16
0.61
14.56
7.93
-0.43
-4.61
-11.24
Load Case A (Transverse) Load Case B (Longitudinal)
Basic Load Casa$
5FA Design Group. LLC
STRUCTURAL 1 CIVIL 1 LAND USE PLANNING
11 of 12
PROJECT NO.
MFR 17-036
SHEET NO.
PROJECT
Klein Residence Underpinning
DATE
6/2/2017
SUBJECT
Lateral Design Loads Along Gridline 1
BY
DNL
Wind Base Shear Along Gridline 1
Loading Direction: Transverse
End Zone (1 E+4E) =
Tributary Width =
Tributary Height =
End Zone (2E+3E)
Tributary Width =
Tributary Height =
'Seismic Base
RoofDL =
1st FloorDL =
WaIIDL =
StemwallDL =
FootingnL =
PerpWallsDL =
16.3 psf
7.40 ft
9.00 ft
8.0 psf
7.40 ft
5.00 ft
Design base shear VWIND =
ASD(60%) base shear VWIND =
Zone (1+4) =
Tributary Width =
Tributary Height =
Zone (2+3)
Tributary Width =
Tributary Height =
a=
2652 lbs
1591 lbs Seismic Controls
Load Case A (Transverse) Load Case B (Longitudinal)
Basic Load Cases
Shear Along Gridline 1
16.0 psf
6.90 ft
9.00 ft
8.0 psf
6.90 ft
5.00 ft
3.70 ft
(15 psf) (14.50 ft)
(12 psf) (12.50 ft)
(10 psf)
(150 pcf)
(150 pcf)
(10 psf)
Design base shear VSEISMIC =
ASD(70%) base shear VsEls =
(4.50 ft)
(6.00 in)
(6.00 in)
(18.00 ft)
(12.00 in)
(12.00 in)
(25.00 ft)
= 218 plf
= 150 plf
= 45 plf
= 75 plf
= 75 plf
= 4500 Ib
5395 lbs
3776 lbs -4Seismic Controls
Base shear =
Trib Length =
Worst Case Lateral Load Along Gridline 1 = 3776 lbs
Total Available Lateral Resistance Along Gridline 1 = 3867 lbs
No Additional Lateral Resistance Required
0.153 W
37 ft
12 of 12
Steel Beam
Lic. # : KW -06005923
Description : Steel Angle
CODE REFERENCES
File = Z:1#PROJE-112017PR-11#2017P-11#2017W-11MFR17--1.TUK(Calcslklein.ec6
ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.6.30
Licensee : SFA ENGINEERING LLC
Calculations per AISC 360-10, IBC 2012, ASCE 7-10
Load Combination Set : IBC2012
Material Properties
Analysis Method : Allowable Strength Design
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Bending Axis : Major Axis Bending
Load Combination 1BC2012
Fy : Steel Yield :
E: Modulus :
36.0 ksi
29,000.0 ksi
D(0.581) L(0.43) S(0.363)
i + +
Span = 2.50 ft
L6x6,,7/16
0(1.406) L(1 04) S(0.878)
Applied Loads
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.5810, L = 0.430, S = 0.3630 k/ft, Tributary Width = 1.0 ft
Point Load: D = 1.406, L=1.040, S= 0.8780 k@2.50ft
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
Design
Maximum Bending Stress Ratio = 0.989: 1
Section used for this span L6x6x7/16
Ma : Applied 10.785 k -ft
Mn / Omega : Allowable 10.902 k -ft
Load Combination +D+0.750L+0.750S+H
Location of maximum on span 0.000ft
Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum Shear Stress Ratio =
Section used for this span
Va : Applied
Vn/Omega : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.025 in Ratio =
0.000 in Ratio =
0.034 in Ratio =
0.000 in Ratio =
2,366
0 <600
1751
0 <600
0.170: 1
L6x6x7/16
5.784 k
33.952 k
+D+0.750L+0.750S+H
0.000 ft
Span # 1
FILE
45TH AVE S
DRIVEWAY
_.._.._.._1._
SIDEWALK
N
30'
Open
Porch
60
RESIDENCE
13716 45TH AVE S,
TUKWILA, WA, 98168
5'
PROJECT DATA
PROJECT DESCRIPTION: UNDERPINNING OF EXISTING BUILDING
FOR FOUNDATION STABILIZATION
ASSESOR PARCEL No: 734760-0330
PROPERTY ADDRESS: 13716 45TH AVE S, TUKWILA, WA, 98168
OWNER(S): KLEIN DEVON C
LEGAL DESCRIPTION: RIVERTON MACADAM ROAD TRS
PLat Block: 4
Plat Lot: 4
ZONING: LDR; (Single Family(Res Use/Zone))
LOT AREA: 0.20 ACRES (8,500 SqFt)
1
PL. 170
LEGEND
_-(5) Project Work Area(s):
T Underpinning of existing building for foundation stabilization.
Temporary Excavation
and tJ Adjacent to Footing (2x2x3)
Adjacent properties will not be affected.
Temporary excavation is adjacent to the footing,
to the depth of the footing
165
0
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUN 14 2017
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
JUN 062017
PERMIT CENTER
SITE PLAN
SCALE: 1" = 20' 0"
bstgo [‘.5 ?0 5 0
%////2///
20
0
e
0
t0
0
v
0
0 -0
vo
0
yP
'> E
ij "�
_.
E
a0
V in
'7
v r
a;U
c
75 15) oo
p U coX
c t0,
o C0C .
m—
v
PARCEL No: 734760-0330
SITE PLAN
SCALE: 1" = 20' 0"
REVISIONS:
PROJECT No: PD 2017.06.28.00
DATE: 06-05-2017
DRAWN BY: NU
SHEET 1 of 1
pi
PLANNING APPROVED
i
lenges can be madeto these
ns without approval from the
Planning Division of DCD
Approved By: KT)
1 Date:
SEPARATE PERMIT
REQUIRED FOR:
C'Mechanicai
eTieciricat
laslPas Piping
City of Tukwila
BUILDING DIVISION
REVISIONS
No changes shall be Made to the scope
of work without prior approval of
Tuk Ila Building Division.
NOTE: Revisio ,s will require a new plan submittal
and may include additional plan review fees.
FILE COPY
Permit No.
3
Plan review cpproval is subject to errors and omissions.
Approval of construction documents does not authorize
the violation of any adopted code or ordinance. Receipt
of approved Rid ;..p �� d conditions is acknowledged:
By:
Date: Colic( 1 11—
City of Tukwila
BUILDING DIVISION
b XI-- 0 I 5 3
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUN 142017
Vug
City of Tukwila
BUILDING DIVISION
1. GENERAL STRUCTURAL NOTES:
REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS
SPECIFIC TO REFERENCED PROJECT.
NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES.
2. DESIGN CRITERIA:
BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS):
2015 INTERNATIONAL BUILDING CODE (IBC)
2015 INTERNATIONAL RESIDENTIAL CODE (IRC)
DEAD LOADS:
ROOF DEAD LOAD
FLOOR DEAD LOAD
WALL DEAD LOAD
CONCRETE
LIVE LOADS:
ROOF SNOW LOAD
FLOOR LIVE LOAD (RESIDENTIAL)
15 PSF
12 PSF
10 PSF
150 PCF
25 PSF
40 PSF
3 MATERIALS:
BRACKET PLATES - ASTM A36
(MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI)
PIER TUBES - ASTM A500 GRADE B OR C
(MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 55 KSI)
EXTERNAL SLEEVE - ASTM A500 GRADE B OR C
(MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 62 KSI)
PIER CAP - ASTM A529 GRADE 50
(MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI)
ALL -THREAD ROD - ASTM A193 GRADE B7
(MIN YIELD STRESS, Fy = --- / MIN TENSILE STRESS, Fu = 125 KSI)
STEEL ANGLE SHAPES - ASTM A36
(MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu 58 KSI)
4 WELDING NOTES:
CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS.
USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED.
5. CORROSION PROTECTION:
SACRAFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE
TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50 -YEAR SCHEDULED
SACRAFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC -ES AC358.
6 INSTALLATION:
SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM INSTALLATION
PRESSURE IS TO BE DETERMINED BY THE FOLLOWING EQUATION:
PUSH PIER INSTALLATION PRESSURE (PSI): [DESIGN LOAD] X 2 / 9.62 IN2.
MINIMUM INSTALLATION DEPTH IS 10'-0"± UNO.
CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER.
7. EXISTING UTILITY LINES:
CONTRACTOR TO REPAIR UTILITY LINES THAT MAY BE DAMAGED DURING
INSTALLATION.
8. PUSH PIER SPLICING:
PILES ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS. BUILDING
WEIGHT WILL ENSURE JOINTS DO NOT SEPARATE.
9 INSPECTION & TESTING:
CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION
PER 2015 IBC SECTION 1810.4.12.
THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND
RECORDING THE FOLLOWING:
-PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT
NUMBER)
- FOUNDATION SUPPORTWORKS INSTALLER CERTIFICATION
-PILE AND BRACKET CONFIGURATION
- PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE,
PIER TYPE, PIER OUTSIDE DIAMETER, PIER WALL THICKNESS)
- PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION
PRESSURE ACHIEVED
LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) ON
20 PERCENT OF PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL)
SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR
A REFERENCE POSITION. THE AL SHALL BE NO MORE THAN 10% OF THE DESIGN LOAD. INCREMENTAL
LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE.
TEST LOADING SCHEDULE
AL (.10 DL MAX)
0.25 DL
0.50 DL
0.75 DL
1.00 DL
1.25 DL
1.50 DL
1.25 DL
1.00 DL
0.75 DL
0.50 DL
0.25 DL
HOLD TIME
0 MIN.
UNTIL STABLE
UNTIL STABLE
UNTIL STABLE
UNTIL STABLE
UNTIL STABLE
HOLD FOR CREEP TEST
UNTIL STABLE
UNTIL STABLE
UNTIL STABLE
UNTIL STABLE
UNTIL STABLE
MAX DEFLECTION
REVIEWED FOR
CODE COMPLIANCE
APPROVED
(SEE BELOW) 0. NCHN 1 4 2017
City of Tukwila
BUILDING DIVISION
LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10
MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD
THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND
RE -TESTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST
IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50, AND 60 MINUTES.
THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN
0.080 INCHES BETWEEN 6 AND 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL.
RECEIVED
CITY OF TUK
PUSH PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / 9.62 IN2.
DO NOT PLACE PIERS
THIS ZONE W/O DIRECTION
FROM ENGINEER
NO PIER PLACEMENT ZONE
SCALE: NTS
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5FA Design Group, LLC
STRUCTURAL l CIVIL l LAND USE PLANNING
9020 SW Washington Square Dr., Suite 505
Portland, Oregon 97223
191nut. Or., unit
Livermore, Cai'IFomla 96551
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STRUCTURAL l CIVIL l LAND USE PLANNING
9020 SW Washington Square Dr., Suite 505
Portland, Oregon 97223
191nut. Or., unit
Livermore, Cai'IFomla 96551
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SPAN BETWEEN FOUNDATIOI'
BRACKETS
'REVISIONS
TER
PROJECT NO:
MFR17-036
DESIGNED BY:
DL
DRAWN BY:
TKB
DATE:
06-02-2017
SHEET NO:
S1.1
L6x6x 7/16x3' -0"
EQ EQ
1,-0"
(E) FOUNDATION/(N) PIER LAYOUT PLAN
SCALE: 11g"=1'-0"
(E) FOUNDATION/(N) PIER LAYOUT PLAN NOTES:
1. REFERENCE S1.1 FOR GENERAL REQUIREMENTS
2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES
BETWEEN FIELD CONDITIONS Sc THOSE SHOWN IN THESE DOCUMENTS
PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP
3. INDICATES (E) CONC STEMWALL ON (E) CONC FOOTING
(CONTRACTOR TO VERIFY (E) 7"Wx1'-0"DP CONC STEMWALL
ON A (E) 1'-0"Wx6"DP CONC FOOTING MIN TYP (NOTIFY
ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER))
INDICATES (E) CONC TURNDOWN FOOTING (CONTRACTOR TO
VERIFY 1'-0"Wx1'-6"DP (E) CONC TURNDOWN FOOTING MIN TYP
(NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER))
4, SECTION CUT - DETAIL NUMBER/SHEET NUMBER
5. ® INDICATES LOCATION OF FSI PP288 PUSH PIER W/ FSI
FS288BL FOUNDATION BRACKET PER DETAILS ON S4.1
PUSH PIER INSTALLATION NOTES:
• MAX LOAD TO ANCHOR = 9991 LBS
• 2.875"0 PIPE PILE W/ 0.165" THICK WALL
• 3.5"0x48" LONG PIPE SLEEVE W/ 0.216" WALL
• MINIMUM 10'-0" INSTALLATION DEPTH
• MINIMUM 2100 PSI INSTALLATION PRESSURE
• MINIMUM 1/4" FOUNDATION LIFT DURING INSTALLATION
6. PIER SPACING SHALL BE AS INDICATED ON PLAN (7'-O" OC MAX UNO)
7. MAX UNSUPPORTED FOUNDATION SPAN SHALL BE 4'-10"
8. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION
CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS
9. ALL CONSTRUCTION MATERIALS ON PLANS, ELEVATIONS & DETAILS
ARE (N) UNO
REVIEWED FOR
GODE COMPLIANCE
APPROVED
JUN 14 2017
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City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
JUN 0 6 2017
PERMIT CENTER
5FA oesign Group, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING
9020 SW Washington Square Or.. Suite 505
Portland, Oregon 97223
1813 Ratan Dr., Unit C
Livermore, California 94551
p: 503.641.8311 www.sfatl9.com
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DRAWN BY:
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DATE:
06-02-2017
SHEET NO:
S2.1
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2/S4.1
1
Q/HOLES
/HOLE
Mt/HOLE
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CAP R NOT SHOWN FOR CLARITY
FS288BL BRACKET - TOP
SCALE: 1 1/2"=1'—
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FS288BL BRACKET - FRONT
RECEIVED
CITY OF TUKWILA
JUN 06 2017
PERMIT CENTER
FS288BL BRACKET - BACK
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUN 14 2017
City of Tu la
BUILDING DIVISION
SCALE: 1 1/2"=1'-0"
4/S4.1
TYP
2/S4.1
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SCALE: 1 1/2"=1'-0"
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SFA Design Group. LLC
STRUCTURAL I CIVIL I LAND USE MANNING
9070 SW Washington Square Or., Suite 505
Fontana Slogan 97553
19139utan Dr., UngC
Livermore, California94551
p: 503.641.9311 wwws1 5goom
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SHEET NO:
S4.1
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REF PLAN FOR LAYOUT & INSTALLATION REQ'S
(E) WALL FRAMING
(E) FLOOR SHEATHING
(E) FLOOR FRAMING
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(N) PUSH PIER TO (E) FDN DETAIL
SCALE: 1"=1'-0"
(E) SLAB ON GRADE
(E) WALL FRAMING
(E) FLOOR SHEATHING
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JUN 14 2017
City of Tukwila
BUILDING DIVISION
NOTE:
REF PLAN FOR LAYOUT Sc INSTALLATION REQ'S
FSI PUSH PIER &
EXTERNAL SLEEVE
PER PLAN
(N) PUSH PIER TO (E) FDN DETAIL
RECEIVED
CITY OF TUKWILA
JUN 062017
PERMIT CENTER
SCALE: 1"1'-0'
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SFA Design Group. uc
STRUCTURAL I CIVIL I LAND USE PLANNING
9020 SW Washington Square Or., Suite 505
Portland Oregon 97223
1813 Rohn Dr., Unit C
Livermore, California 94551
p: 503.841.8311 wwwsfadg.nom
MATVEY FOUNDATION REPAIR
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(E) EXT GRADE
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PER PLAN
(N) PUSH PIER TO (E) FDN DETAIL
SCALE: 1"=1'-0"
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUN 14 2017
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
JUN 062017
PERMIT CENTER
5FA Design Group. LLC
STRUCTURAL I CIVIL I LAND USE PLANNING
9020 SW Washington 50uare Or., Suite 505
Portland, Oregon 97223
1813 Rutan Or., Unit C
Livermore, California 94551
p: 503.641.8311 wwwsfadg.4om
MATVEY FOUNDATION REPAIR
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DATE:
06-02-2017
SHEET NO:
S4.3
--PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIF
PERMIT NUMBER: D17-0153
DATE: 06/06/17
PROJECT NAME: STOTTS RESIDENCE
SITE ADDRESS: 13716 45 AVE S
X Original Plan Submittal Revision # before Permit Issued
Response to Correction Letter # Revision # after Permit Issued
DEPARTMENTS:
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Building Division
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Public Works
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7
Fire Prevention Planning Division
Structural
❑ Permit Coordinator
C21
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
DATE: 06/08/17
Structural Review Required n
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 07/06/17
Approved
Corrections Required
❑ Approved with Conditions
❑ Denied
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials:
12/18/2013
MATVEY CONSTRUCTION INC
Home Espanol Contact
Safety & Health Claims & Insurance
0 Washington State Department of
Labor & Industries
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Page 1 of 3
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MATVEY CONSTRUCTION INC
Owner or tradesperson
Principals
COTE, MAT, PRESIDENT
COTE, OLGA, VICE PRESIDENT
(End: 04/17/2017)
KOVTUN, VLADIMIR, SECRETARY
(End: 04/17/2017)
POPVYCH, IVAN, TREASURER
(End: 04/17/2017)
WICHMAN, BRIAN, TREASURER
(End: 12/26/2012)
Doing business as
MATVEY CONSTRUCTION INC
WA UBI No.
602 080 798
1912 S. 146th Street
SEATAC, WA 98168
253-327-1650
KING County
Business type
Corporation
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
GENERAL
License no.
MATVECI991 CB
Effective — expiration
02/02/2001— 09/29/2017
Bond
Contractors Bonding & Insurance Co
Bond account no.
SI7209
$12,000 00
Received by L&I Effective date
08/28/2010 09/18/2010
Expiration date
Until Canceled
Bond history
Insurance
Kinsale Insurance Company
Policy no.
0100043134
$1,000,000.00
Received by L&I Effective date
10/03/2016 09/27/2016
Expiration date
Help us improve
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602080798&LIC=MATVECI991 CB&SAW= 6/16/2017
MATVEY CONSTRUCTION INC°
Insurance history
Savings
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
Cause no.
16-2-23305-8SEA
Complaint filed by
SOUND HOUSING LLC
09/27/2017
Dismissed
Complaint against bond(s) or savings
SI7209
Complaint date Complaint amount
09/30/2016 $0.00
Cause no.
16-2-19378-1 SEA
Complaint filed by
MICHAEL ROSS
Complaint date
08/19/2016
Cause no.
16-2-08722-1 SEA
Complaint filed by
J SCOTT USELDING
Complaint date
04/19/2016
Cause no.
11-2-13191-8
Complaint filed by
KIMBERLY KIDD JEFFERY
Complaint date
09/19/2011
L&I Tax debts
Open
Complaint against bond(s) or savings
SI7209
Complaint amount
$0.00
Dismissed
Complaint against bond(s) or savings
SI7209
Complaint amount
$0.00
Dismissed
Complaint against bond(s) or savings
SI7209
Complaint amount
$2,500.00
No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts
may be recorded by other agencies.
License Violations
No license violations during the previous 6 year period.
Workers' comp
Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums.
This company has multiple workers' comp accounts.
Active accounts
Account no.
217,351-02
Doing business as
MATVEY FOUNDATION REPAIR
Certificate of Workers' Comp Coverage
Account no.
641,468-00
Doing business as
MATVEY FOUNDATION REPAIR
Certificate of Workers' Comp Coverage
Call L&I account representative for account
status.
Account is current.
Page 2 of 3
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MATVEY CONSTRUCTION INC
Track this contractor )
0
Workplace safety and health
No inspections during the previous 6 year period.
Page 3 of 3
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