HomeMy WebLinkAboutBLD2023-00547 Final Foundation Repair - BLD Inspections - 7/10/2023 a \ 615 W.Alder St.Bldg 8,SHELTON,WA 98584
MASON COUNTY SHELTON:360-427-9670,EXT 352
COMMUNITY SERVICES
BELFAIR:360-275-4467,EXT 352
\ Buidin%Plamii4EnrkmmentalHeaNtL Community Health ELMA:360-482-5269,EXT 352
www.co.mason.wa.us
INSPECTION CARD AND CERTIFICATE OF OCCUPANCY"'
To schedule an inspection call or visit http:/Iwww.co.mason.wa.us/community-services/bid-inspection.php
Permit Number BLD2023-00547 Date Issued 05/30/2023 Issued By
Project VOLUNTARY FOUNDATION REPAIR— HELICAL PIERS
Site Address 670 E MIKKELSEN RD
Applicant STEVEN FLORES
Contractor TERRA FIRMA FOUNDATION SYSTEM
Contractor Phone 1.541.229.4050
Primary Code UPC IBC,IRC,IFC,IEC,IMC,& Type
Permit Type REPAIR-RESIDENTIAL Occupancy
-APPROVED PLANS MUST BE ONSITE FOR ALL INSPECTIONS.
-DO NOT PROCEED BEYOND EACH STAGE OR COVER WORK UNTIL APPROVAL IS GRANTED.
-THIS CARD MUST BE POSTED IN A CONSPICUOUS LOCATION,FRONT OF THE PREMISES IS BEST FOR MAKING ENTRY.
-ALL PERMITS EXPIRE 180 DAYS AFTER THE PERMIT IS ISSUED OR 180 DAYS AFTER DATE OF LAST INSPECTION.
-OWNER/AGENT IS RESPONSIBLE FOR REQUESTING ALL INSPECTIONS THROUGH FINAL INSPECTION.
**THIS STRUCTURE MAY NOT BE USED OR OCCUPIED UNTIL ALL APPROVALS ARE GRANTED.—
PRIOR TO CALLING FOR FINAL INSPECTION,ALL CONDITIONS OF THE PERMIT MUST BE MET
Public Works Access/Driveway Other
Health Septic Well
Deptartment
Planning Site Inspection
Department
Fire Marshall Fire Apparatus Access Fire Sprinkler
Auto Fire Alarm Hood and Duct
Other Final
Building Building Official: Community Services Designee
Department
Concrete Setbacks Slab
Footing Perimeter Point load Footing
Footing Interior Footing Decks/Porches
Foundation Stem Walls Other R,y� P,-�,s (, /z7/'Z3
Rough-In Groundwork Plumbing Framing
Groundwork Mechanical Plumbing
Groundwork Gas Pipe Mechanical
Gas Piping Shear Wall Nailing
Underfloor
Other
Insulation Slab Ceiling
Floor Vaulted Ceiling
Walls Vapor Barrier
Other
Wallboard Interor Wall Brace Panels Fire Walls
Nailing
Other
Final Building '1.16-73n�
Manufactured Setbacks Setup
Home
Concrete Foot/Runners Final
Other R /
7/3/23 1;4n �aSs �f� � ai sp - tom- C 'D'W- c� /so XZ3
C ?CLSS 7,>7
MASON COUNTY 360-427-9670 Shelton ext.352
COMMUNITY SERVICES 36 60-275-0-484467
5269 Elma ext.352
Building,Planning,Environmental Health,Community Health
615 W.Alder St.Bldg.8 - Shelton,WA 98584 www.masoncountywa.gov
CORRECTION/INSPECTION REPORT
PERMIT/CASE NUMBER: WC7 2 E)Z3 —Oog-r4�
ADDRESS/LOCATION: 6-70 � , .�t.E' k ��s..y. Zol,
FINDINGS: UcLt.ca l
D�
�o-�►�ng S. Cole 8
Items listed above must be corrected to lain compliance.
❑ THIS IS NOT A COMPLETE INSPECTION
❑ This structure has been inspected by Mason County Building Department and the items listed
above are in VIOLATION of Mason County laws and/or ordinances.
❑ Call for re-inspection when corrections are made before proceeding with any further work.
❑ Make corrections, items will be checked on the next inspection.
❑X OK to ge,cl� 61 o,sv. pc1,�s.
Date: (o Al 3/23 ❑ Please contact our office regarding possible
Department: I,Ltj structural damage incurred by recent
"natural/man made"disasters.This is NOT a
Inspector: ,Q CORRECTION NOTICE.
DO NOT REMOVE THIS TAG
MCC14.12
Mason County
Mason County - Division of Community Development
615 W.Alder St.
Building 8
Shelton, WA 98584
360-427-9670 ext 352
www.masoncountywa.gov
B DD2023-00547 REPAIR - RESIDENTIAL
PROJECT DESCRIPTION: VOLUNTARY FOUNDATION REPAIR— ISSUED: 05/30/2023
HELICAL PIERS
SITE ADDRESS: 670 E MIKKELSEN RD SHELTON EXPIRES: 11/26/2023
PARCEL: 321341400020
APPLICANT: STEVEN FLORES OWNER: STEVEN FLORES
670 E MIKKLSEN RD 670 E MIKKLSEN RD
SHELTON,WA 98584 SHELTON,WA98584
505-554-7203
GENERAL CONTRACTOR'S LICENSE: TERRA FIRMA FOUNDATION SYSTEM License: TERRAFR931LH
10111 S TACOMA WAY STE Dt Expires: 06/12/2023
LAKEWOOD,WA 98499
1.541.229.4050
VALUATIONS: FEES: Paid Due
Project Valuation (BID, 30993.00 $30,993.00 State Fee-Residential $6.50 $0.00
ESTIMATION..) Building Permit Fee $485.92 $0.00
Technology Surcharge $16.04 $0.00
Plan Check Fee $315.85 $0.00
Planning Review Fee $240.00 $0.00
Total: $30,993.00 Totals : $1,064.31 $0.00
REQUIRED INSPECTIONS
Footing Inspection BLD-Final Inspection
CONDITIONS
* Approved per dimensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the
structure.
* All RED stamped approved plans are required to be on-site for inspection purposes. If an inspection is called for and
plans are not available on site, then approval will not be granted. In addition, a re-inspection fee(refer to current fee
schedule, minimum 1 hour)will be charged and must be collected by the Building Department prior to any further inspections
being performed or approvals granted.
Printed by:Annie Wilson on:05/30/2023 01:20 PM
Page 1 of 4
Mason County
Mason County - Division of Community Development
615 W.Alder St.
Building 8
Shelton, WA 98584
360-427-9670 ext 352
www.masoncountywa.gov
REPAIR - RESIDENTIAL BLD2023-00547
* Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries,
Contractor Compliance Division. There are potential risks and monetary liabilities to the homeowner for using an
unregistered contractor. Further information can be obtained at 1-800-647-0982. The person signing this condition is either
the homeowner, agent for the owner or a registered contractor according to WA state law.
* Owner/Agent is responsible to post the assigned address and/or purchase and post private road signs in accordance
with Mason County Title 14.28 and 14.17.
* All construction must meet or exceed all local and state ordinances in addition to the International Codes requirements as
adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted
classification. Any non-approved change of use or occupancy would result in permit revocation.
* The plan review check list and corrections are part of the approved plans and must remain attached. It is the responsibility
of the applicant, owner or contractor to make the required corrections indicated on the plans. Once the plans are marked
"APPROVED",they shall not be changed or altered without authorization from the Building Official. The permit holder is
responsible to retain the complete approved set of plans on site for the duration of the project. Failure to comply and/or
removal of approved documents will result in failure of required building inspections.
* Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and
MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either
private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an
existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance
contact the Mason County Public Works Department prior to construction at Ext 450
* All changes to"approved" building plans that effect compliance with the international codes as amended and adopted, or
any other Mason County ordinance or regulation, must be reviewed and approved by Mason County prior to construction.
* A Mason County Stormwater Management Worksheet was completed and signed as part of this building permit
application. Design, sizing, placement, inspection and maintenance of stormwater management systems shall be the
responsibility of the owner/agent of the developed parcel. It is the owner/agent/contractor's responsibility to ensure that
Mason County Department of Public Works has approved the stormwater site plan for this parcel prior to the commencement
of any development activities. *NOTE if Stormwater Management option "A"was selected on the Small Parcel Stormwater
Management Application/Worksheet the document entitled"Managing Storm Drainage on Small Lots, The Small Parcel
Stormwater Site Plan"constitutes an approved plan based on the criteria listed on the application/worksheet. If the
development has, or will have, a septic/drainfield system you are responsible for contacting Mason County Division of
Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this, or any other,
parcel. You may also wish to consult with the septic design professional involved with the project. By calling for a final
inspection of the building permit the owner/agent/contractor is acknowledging that all components of the stormwater
management system have been installed as approved on the stormwater site plan. Under the requirements of Mason County
Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior
approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose.
* CONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING
DEPARTMENT AND THE ADOPTED BUILDING CODE.
The construction of the permitted project is subject to inspections by the Mason County Building Department. All
construction must be in conformance with the international codes as amended and adopted by Mason County. Any
corrections, changes or alterations required by a Mason County Building Inspector shall be made prior to requesting
additional inspections.
* The foundation/footing must be placed on undisturbed, firm-native soil. Proper frost depth shall be observed below grade
in undisturbed soils.
* All building permits shall have a final inspection performed and approved by Mason County Building Department prior to
permit expiration. The failure to request a final inspection or to obtain approval will be documented in the legal property
records on file with Mason County as being non-compliant with Mason County ordinances and building regulations.
Printed by:Annie Wilson on:05/30/2023 01:20 PM
Page 2 of 4
Mason County
Mason County - Division of Community Development
615 W. Alder St.
Building 8
Shelton, WA 98584
360-427-9670 ext 352
www.masoncountywa.gov
REPAIR - RESIDENTIAL BLD2O23-00547
* All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building
Official may grant a one time extention of 180 days, upon the receipt of a written extension request prior to permit expiration.
Letter must indicating that circumstances beyond the control of the permit holder preventing action from being taken. No
more than one extension may be granted.
* REQUIREMENTS FOR ROOF COVERINGS. Roof coverings shall be applied in accordance with the applicable
provisions of the current code and the manufacturer's installation instructions.
A drip edge shall be provided at eaves and gables of shingle roofs.
* Pressure treated wood manufactured after January 1, 2004 may contain high concentrations of copper which could quickly
corrode metal fasteners, connectors, and flashing. Install metal connectors approved for contact with the new types of
pressure treated material.
* Carbon monoxide alarms, listed as complying with UL 2075 shall be installed in accordance with manufacturer
specifications and in accordance with IRC Section R315.
Alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level
of the dwelling.
EXISTING DWELLINGS shall be equipped with carbon monoxide alarms when alterations(including addition or alteration of
fuel burning appliances), repairs, or additions requiring a permit occur, or when one or more sleeping rooms are added or
created.
* OWNER/BUILDER acknowledges submission of inaccurate information may result in a stop work order or permit
revocation. Acknowledgement of such is by signature below. I declare that I am the owner, owners legal representative, or
contractor. I further declare that I am entitled to receive this permit and to do the work as proposed. I have obtained
permission from all the necessary parties, including any easement holder or parties of interest regarding this project. The
owner or authorized agent represents that the information provided is accurate and grants employees of Mason County
access to the above described property and structure(s)for review and inspection. This permit/application becomes null &
void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of
180 days. PROOF OF CONTINUATION OF WORK IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PERMIT
APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION.
* The international code requires a fire apparatus access road for every facility, building, or portion of a building that is more
than 150'from an approved access road. Roads are required to meet the minimum Mason County Fire Marshal standards
for Fire Apparatus Access Roads up to the point where such roads connect with a county maintained public road or to
another fire apparatus access road which connects to a county maintained public road.
* The stamped approved site plan is required to be on-site for inspection purposes. If an inspection is requested and the
approved site plan is not on site, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule,
minimum 1 hour)will be charged and shall be collected by the Building Department prior to any further inspections being
performed or approvals granted.
* All surface water and potential runoff must be controlled on site and shall not adversely affect any adjacent properties nor
increase the velocity flow entering or abutting to any state or county culverting/ditching system or road way.
* Any changes in proposed construction shall be reviewed by the engineer or architect of record and submitted in writing to
the Mason County Building Department prior to construction. All engineering and/or architectural documents are a part of
the approved set of plans and shall remain attached thereto. If documents are removed, approval will not be granted. In
addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the
Building Department prior to any further inspections being performed or approvals granted.
Printed by:Annie Wilson on:05/30/2023 01:20 PM
Page 3 of 4
Mason County
Mason County - Division of Community Development
615 W. Alder St.
Building 8
Shelton, WA 98584
360-427-9670 ext 352
www.masoncountywa.gov
REPAIR - RESIDENTIAL BLD2023-00547
In addition to the inspections required in IBC,Section 110, the owner, the engineer or architect of record acting as the
owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of
work listed under Chapter 17 and as specified by the design professional. The special inspectors duties&responsibilities
shall be as specified in Chapter 17.
Special inspection reports shall be submitted to the Mason County Building Department, 615 W Alder St, Shelton WA 98584
and available for inspection. Inspection reports shall be completed and submitted to the dept. in a timely manner and shall
be submitted prior to the framing and final occupancy inspections.
**PILE DRIVING/INSTALLATIION REPORTS REQUIRED—
* PLANNING:
No expansion of building footprint is approved with this permit. All development must take place within existing footprint of
the building.
I hereby certify that I have read and examined this application and know the same to be true and correct.
All provisions of Laws and Ordinances governing this type of work will be complied with whether
specified herein or not. The granting of a permit does not presume to give authority to violate or cancel
the provisions of any other state/local law regulating construction or the performance of construction.
Issued By:
Contractor or Authorized Agent: Date:
Printed by:Annie Wilson on:05/30/2023 01:20 PM
Page 4 of 4
3�a 2v 23-00 s-q-, g,,x.4d 6e & /z 3
3365 Skyway Drive
STARK Auburn,AL 36830
FOUNDATIONS P: 360.566.7343
June 27, 2023 Project No..23.022.TFS(WO#: 115285)
Terrafirma
10111 S Tacoma Way
Tacoma,Washington 98499
RE: Special Inspection-670 E Mikkelsen Rd, Shelton,Washington
Permit No.: BLD2023-00547
SPECIAL INSPECTION LETTER-STRUCTURAL OBSERVATION&INSPECTION
I have performed the special inspection of the installation of the push piers per IBC Chapter 17 for the above-referenced
project. Push piers were installed in lieu of helical piers.This substitution is acceptable provided the equivalent axial load is
reached.
Push Pier Installation
It is our understanding the push pier used for installation was a 2 7/8 inch diameter pipe, using a FS35DC Drive Cylinder
(Red)with a working area of 9.62 square inches. The installation was performed by Terrafirma, certified installers for
Foundation Supportworks products.
The maximum axial load requirement for this project is 13000 Ibs working load, 26000 Ibs ultimate load. The piers were
driven to depths of 7 to 16 feet,with a minimum installation pressure of 1300 psi. This results in an ultimate axial capacity of
12506 Ibs,which is less than the required ultimate load per the design documents. However, after reviewing the design, it
was discovered that a conservative footing height was used.The calculation has been corrected and the correct axial load
requirement for this project is 6200 Ibs working load (12400 Ibs ultimate).Therefore, the ultimate axial load capacity of
12506 Ibs exceeds the requirements of the corrected design. (Revised calculation attached.)
The following part numbers were installed:
Lead P/N: PP288 w/Friction Reduction Collar
Extension(s)P/N: PP288
Bracket P/N: FS288BL w/Guide Sleeve
Summary:
Based on my special inspection and structural observation,the push piers were installed according to the engineering
design load requirements and according to IBC Chapter 17.
Please give our office a call if you have any questions or need further assistance.
Regards, D �p k EL Wq yN
Wg �
Z H P� Z 7C
Daniel Stark, P.E.
Stark Foundations ��•{/T
40643
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3365 Skyway Drive
° STARK Auburn, AL 36830
FOUNDATIONS P: 360.566.7343
Push Pier Conversion Chart
Drive Cylinder: FS35DC Drive Cylinder (Red)
Hydraulic Area: 9.62 sq. in.
Hydraulic Pressure Ultimate Capacity
(psi) (pounds)
200 1924
300 2886
400 3848
500 4810
600 5772
700 6734
800 7696
900 8658
1000 9620
1100 10582
1200 11544
1300 12506
1400 13468
1500 14430
1600 15392
1700 16354
1800 17316
1900 18278
2000 19240
2100 20202
2200 21164
2300 22126
2400 23088
2500 24050
2600 25012
2700 25974
2800 26936
2900 27898
3000 28860
3100 29822
3200 30784
3300 31746
3400 32708
3500 33670
3600 34632
3700 35594
3800 36556
3900 37518
4000 38480
3l,DZo23-aas�t7 ' ►ua c: sus . wr �So�;c3 6
~ Date: 29-Jun-23
U
STARK W Foundation Repair Designed by: JMR
FOUNOATIONS -1 670 E Mikkelsen Rd
O Shelton, Washington
W
a Project No.: 23.022.TFS (WO#: 115285)
Push Pier Design -Worst Case
Vertical Design Loads:
Tributary Widths:
Dead:
Roof= 6 ft -------> 90 plf
Deck = 4 ft -------> 60 plf
Second Floor= 0 ft -------> 0 plf
First Floor= 4 ft -------> 60 plf
Walls= 16 ft ------> 128 plf
Foundation Wall (height) = 7 ft ------> 700 plf
Soil (height)= 2.5 ft -------> 343.8 plf
FDL= 1382 plf
Live:
Roof(snow) = 6 ft -------> 132 plf
Deck= 4 ft ------> 240 plf
Second Floor= 0 ft ------> 0 plf
First Floor= 4 ft ------> 160 plf
FELL= 532 plf
Max Pier Spacing or Trib= 7 ft
Pier Working Loads:
PpL = 9672 Ibs
0.75"PLL= 2793 Ibs
Working Load, PTA= 13000 Ibs
Ultimate Load, PUNT= 26000 Ibs
Pier Design:
Pier Type: Push Pier
Bracket: FS288BL2 Bracket Cap= 24000 Ibs Therefore OK Reference ICC report (attached)
Shaft Diameter: 2.875"
Installation Pressure, P:
Qun= 2 (PTA) Qun= A yi(P) where Ac,,=working area of
26000 Ibs the dual bore installation
A_,,= 9.62 in
Therefore, PREQ QuH/Acyl
2800 psi
f
~ Date: 29-Jun-23
U
STARK W Foundation Repair Designed by: JMR
FOUNDATIONS ') 670 E Mikkelsen Rd
0 Shelton, Washington
W
a' Project No.: 23.022.TFS (WO#: 115285)
Design Criteria
Code(s):
2018 Washington State Residential Code
International Residential Code (IBC)2018
ASCE 7-16
Design Loads:
Dead: Soil.-
Roof= 15 psf Allow Lateral Bearing Pressure= 100 psf/ft
Chimney= 45 psf Active Pressure = 60 psf/ft
Deck= 15 psf
Second Floor= 15 psf
First Floor= 15 psf
Walls= 8 psf
8" Foundation Wall = 100 psf
Soil= 110 psf
Live:
Roof(Snow) = 22 psf
Roof Live Load = - psf
Deck= 60 psf
Second Floor= 40 psf
First Floor= 40 psf
Wind: (not applicable)
Exposure= C Risk Category= 11
Wind Speed,V= 96 mph Kn= 1
Gust Factor, G = 0.85 Kd= 0.85
Int. Pressure Coefficient, GCP;_ -0.18 KZ= 0.98
Ext. Pressure Coefficient, Cp= 0.8 Height, hZ= 30 ft
Design Wind Pressure: Design Load Combo= D+0.6W
where: p,,,= qZ(GCp-GCP;) w= 0.6
qZ= 0.00256 KZ Kn Kd V2
Therefore:
qZ= 19.7 psf
pW= 16.9 psf
Factored Wind Pressure, p'W= 10.1 psf(say 11 psf)
FLOOR LEVEL SURVEY
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GEOLOGIC SETTING
The existing structure is located in Shelton, Washington. The geologic structure in the area is
comprised of loamy sand to silty clay loam and the site is relatively flat. It is our opinion the localized
settlement is a result of improper foundation drainage and/or undersized footings. We believe suitable
support can be achieved by installing push piers.
SUMMARY
The ultimate load requirement for the push piers is 26000 Ibs, and based on the geologic setting, we
expect the piers to achieve adequate capacity at approximately 8—25 feet. We recommend the piers
with a 2 7/8 inch shaft be installed to a minimum depth of 8 feet and a minimum installation pressure
of 2800 psi, or refusal, using a 9.62 square inch hydraulic ram.
Regards,
Daniel Stark, P.E.
Stark Foundations
*'0_
STARK 3365 Skyway Drive
�0UNDAT10NS Auburn,AL 36830
P: 360.566.7343
June 29, 2023 Project No.:23.022.TFS (WO #: 115285)
Chad Nelson
Terrafirma
10111 S Tacoma Way
Tacoma, Washington 98499
RE: Foundation Repair- 670 E Mikkelsen Rd, Shelton, Washington
PROJECT BACKGROUND
We understand the structure is a single-family residence and has experienced settlement at the front,
right, and left elevation of the structure. A recent floor level survey (attached) indicates as much as
1.75" of differential settlement may have occurred. It is our understanding (11) 2 7/8 inch diameter
push piers have been proposed to provide additional foundation support.
t� V7
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s
Image 1: Front Elevation
3365 Skyway Drive
STARK Auburn, AL 36830
FOUNOATIONS P: 360.566.7343
STRUCTURAL CALCULATIONS
PREPARED FOR
TERRAFIRMA
FOR
CARRILLO RESIDENCE
FOUNDATION REPAIR
670 E MIKKELSEN RD
SHELTON, WASHINGTON
PROJECT NUMBER: 23.022.TFS (WO: 115285)
DATE: June 29, 2023
PROJECT MANAGER: Daniel Stark, P.E.
�PN\E L Wq rN
40643 �v
0.�` PFGISTERE�
�SS�ONM-�-��
go
► i • -Originally Issued: 01/16/2015 Revised: 01/13/2023 Valid Through: 01/31/2024
Displacement indicator readings shall be taken at the start and
end of each hold time and the specified load must be
maintained during the hold time.At the LODL load increment
(load step 5), displacement indicator readings shall be taken
at 0, 1, 6, and 10 minutes. At the LODL holding time, the
displacement during the first log cycle of time is the amount
of movement between the I and 10 minute readings. If the
movement during the first log cycle of time is more than
allowed in Section 3.3.2 of this supplement,the load will be
maintained to obtain readings for the second log cycle of
time,which is defined as the movement between the 6 and 60
minute readings.
3.3.2 Acceptance Criteria of Proof Testing:The proof test
shall be acceptable if the total movement during the first log
cycle of time(I and 10 minute readings)at the LODL load
increment is 0.040 inch or less.If the movement is more than
0.040 inch, the 1.0131, load increment shall be held for an
additional 50 minutes to obtain the movement during the
second log cycle of time(6 and 60 minutes).The proof test
shall be acceptable if the total movement during the second
log cycle of time is 0.080 inch or less.If the total movement
is more than 0.080 inch during the second log cycle of time
measurement,the pier shall be derated to a design capacity
that meets the proof test failure criteria.
3.4 Field Reports: A push pier installation report shall be
prepared documenting the design loads, pier locations,
bracket and pier types,pier inclinations,drive forces applied
during the installation of each pier section,final drive forces,
final depths and push pier lock-off loads.
If proof testing is required, a proof-test report shall be
prepared documenting the test setup,equipment calibrations,
pier head deflection readings at the start and end of all loading
intervals and confirmation that the acceptance criteria has
been met.Piers that have had the design load decreased based
on proof testing shall be detailed in the field reports and the
registered design professional's calculations. The field
reports shall be reviewed and sealed by a registered design
professional. If required, the proof-test report shall be
submitted to the building official for approval within 10 days
after the proof testing.
Page 10 of 10
veOriginally
EVALUATION �289
Issued: 01/16/2015 Revised: 01/13/2023 Valid Through: 01/31/2024
INTERNATIONAL RESIDENTIAL residential structures or to provide additional axial
CODE® (IRC) compression capacity to existing foundation systems
supporting lightweight construction.
SUPPORTWORKS, INC. 3.2 Design: Design values may be determined in accordance
11850 Valley Ridge Drive with Section R301 of the IRC or Section 3.2 of ER-289.
Papillion,Nebraska 68046
www.sul2i)ortworks.com 3.2.1 System Capacity:The ASD allowable capacity of the
kolson ,supportworks.com push pier foundation system in compression depends upon
the analysis of interaction of brackets,shafts,and soils;and
SUPPORTWORKS shall be the lowest value of Pl,P2 as defined in ER-289 and
PP288 AND PP237 PUSH PIER SYSTEMS P4 as defined in Section 3.2.2 of this supplement.
CSI Section: 3.2.2 Shaft Capacity(P2):When a geotechnical evaluation
3162 00 Driven Piles report is available,the foundation systems shall be considered
to be fully braced when installed as defined in Section 3.2.3
1.0 RECOGNITION of ER-289.When a geotechnical evaluation is not performed,
the foundation system shall be considered to be fully braced
Supportworks, Inc. Models PP288 and PP237 push pier when piers meet the proof testing requirements of Section 3.3
systems recognized in ER-289 comply with the intent of the of this supplement
provisions of the following codes and regulations when
subject to the additional requirements of this supplement: 3.2.3 Soil Capacity(P4):For determination of allowable soil
capacity in axial compression,a minimum factor of safety of
• 2018,2015, 2012, and 2009 International Residential 2.0 shall be used
Code®(IRC)
3.3 Proof Testing: Proof testing, if required, shall be
2.0 LIlVIITATIONS performed on the first push pier installed after the final drive
force has been applied and removed. The proof test shall
Use of Models PP288 and PP237 push pier foundation follow the procedure defined in Section 3.3.1 of this
systems recognized in this supplement are subject to the supplement and shall meet the acceptance criteria in Section
following additional limitations specific to the IRC, when 3.3.2 of this supplement
installed in accordance with ER-289:
33.1 Test Procedure:The proof test shall be performed with
2.1 When a geotecbnical report, as required and defined by calibrated equipment.A measuring device consisting of a dial
Section 2.11 and Section 3.2.1,respectively of ER-289 is not or electronic displacement indicator shall be setup on a
available, the proof-testing requirements of Section 3.3 of reference beam to eliminate pier or foundation movement
this supplement shall be satisfied The building official may influence on the displacement indicator readings during
require a soil test in accordance with the 2018, 2015, and testing.The displacement indicator shall be setup to monitor
2012 IRC Section R401.2 and 2009 IRC Section R401.4, pier head movement upon application of load The proof test
where, based on quantifiable data, the presence of shall maintain the specified loads and hold times shown in
questionable soil characteristics such as expansive, the Proof Test Schedule in this section.
compressible,or shifting soils are likely.
2.2 Special inspections as required and defined in Section 2.8 Proof Test schedule
and Section 3.4 respectively, of.ER-289 are not required Load Hold Time
when the push piers are installed under the provision of the Step Load (min)
IRC. 1 AL(0.05131.) 2.5
23 Installation shall be in accordance with Section 3.3 of ER- 2 0.25DL 4
289. Proof testing shall be performed by installers certified 3 0.5DL 4
and trained by Supportworks.
4 0.75DL 4
2.4 This supplement expires concurrently with ER-289. 5 1.DDL 10 or 60
3.0 PRODUCT USE An alignment load(AL)shall be applied prior to the start of
3.1 General: Supportworks, Inc. Models PP288 and PP237 the test using a maximum of 5% of the anticipated design
service load(DL). After application of the alignment load,
push pier systems are used to support foundations of existing the displacement indicator will be reset to zero prior to
starting the proof test.
Page 9 of 10
VES REPORTEVALUATION • r89
Originally Issued: 01/1 61201 5 Revised: 01/13/2023 Valid Through: 01/31/2024
TABLE 1-MECHANICAL PROPERTIES OF PUSH PIER SHAFTS
Un-corroded After 50 Year Corrosion Loss
Mechanical Properties Plain Steel Plain Steel Hot-dip Galvanized
PP288 PP237 PP288 PP237 PP288 PP237
Steel Minimum Yield Strength,F, 50 ksi 60 ksi 50 ksi 60 ksi NA 60 ksi
Steel Minimum Ultimate Strength,F„ 55 ksi 70 ksi 55 ksi 70 ksi NA 70 ksi
Modulus of Elasticity,E 29,000 ksi 29,000 ksi 29,000 ksi 29,000 ksi NA 29,000 ksi
Nominal Wall Thickness 0.165 in. 0.154 in. 0.165 in. 0.154 in. NA 0.154 in.
Design Wall Thickness 0.153 in. 0.143 in. 0.117 in. 0.107 in. NA 0.133 in.
Outside Diameter,OD 2.875 in. 2.375 in. 2.839 in. 2.339 in. NA 2.365 in.
Inside Diameter,ID 2.569 in. 2.089 in. 2.605 in. 2.125 in. NA 2.099 in.
Cross Sectional Area,A 1.31 in2 1.00 in 1.00 in 0.75 in2 NA 0.93 in2
Moment of Inertia,I 1.22 in4 0.63 in` 0.93 in4 0.47 in4 NA 0.58 in4
Radius of Gyration,r 0.96 in. 0.79 in. 0.96 in. 0.79 in. NA 0.79 in.
Elastic Section Modulus,S 0.85 in3 0.53 in3 0.65 in3 0.40 in3 NA 0.49 in3
Plastic Section Modulus,Z 1.14 in3 0.71 in3 0.87 in3 0.53 in3 NA 0.66 in3
For SI: 1 inch=25.4 mm,1 kip=1,000 lbf=4.448 kN
TABLE 2-PP288 AND PP237(WITH RETROFIT BRACKET)ASD COMPRESSION CAPACITIES
Allowable Compression Capacity(kips)
Noo..Bracket'Part Sleeve Part No.' Bracket Description Bracket Shaft Soil Foundation
(PI)2 (P2)3 (P4)4 Systems
FS288B or FS288ES48 or PP288
FS288B-G FS288ES48-G
Standard Bracket w/48"Sleeve 28.5 29.4 30.0 28.5
FS288BL or FS288ES48 or PP288
FS288BL-G FS288ES48-G
Low Profile Bracket w/48"Sleeve 25.4 29.4 30.0 25.4
FS288BL2 or FS288ES48 or PP288
FS288BL2-G FS288ES48-G
Low Profile Bracket w/48"Sleeve 24.1 29.4 30.0 24.1
FS238B FS238ES48 PP237 12.9 20.0 15.0 12.9
FS238B-G FS238ES48-G 2 3/s"Pier Bracket w/48"Sleeve 15.9 24.9 15.0 15.0
For SI: 1 inch=25.4 mm,1 kip=1,000 lbf=4.448 kN
'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel.
2Bracket capacities are based on full-scale load tests and assumes a minimum concrete compressive strength(f,)of 2,500 psi(17.24 MPa).
;Shaft capacities are applicable only to foundation systems that are fully braced as described in Section 3.2.3 of this report.
"Soil capacities are determined by taking the final drive force during installation and dividing it by a minimum factor of safety of 2.0.
Maximum drive force shall not exceed 60.0 kips for the PP288 system and 30.0 kips for the PP237 system.
5Foundation system allowable capacities are based on the lowest of Pl,P2,and P4 listed in this table. Section 3.2.5 of this report describes
additional requirements.
Page 8 of 10
289
U ES EVALUATION REPORT Num
® Originally Issued: 01116/2015 Revised: 01/13/2023 Valid Through: 01/31/2024
Nuts each end
(HWH8N-Z-075) Nuts each end
Cap (HWH8N-Z-075)
(FS288C) Threaded Rod 'Jd
(HWTR-S21 O-Z-075-16) Cap
(FS288C)
'ATRWTYR&:j -.5
Standard Bracket 4e Threaded R
VfiWR-S210-Z-075. 6)
(FS288B)
Low Praffle Bracket
(FS2888L)
2
Z,
x
N,External SleeveI ExternalSleeve
(FS28BES48)•5 ell
N, (FS288ES48)
e NZ
Ir,
Z, WO
Pier Shaft Pier Shaft I
(PP288T) (PP288T)
x
Nuts each end Nuts eadi and
(HWH8N-Z-075) (HWH8N-Z-063)
Cap Ca
288C)(FS p(FS238C)
-.STRUCTLREr- Threaded Rod .STRMIURE'-
Threaded Rod C.,
(HArrR-8,210-Z-W�14)
(HWTR-$210-2-075-16)
Starxiaro Bracket
Low Probe 2 Bracket (FS238B)
(FS 812)
External Sleeve External sil
(FS28SES48) (FS238ES48)
N
X
Pre
Kz,
r Shaft I y Mer Shaft X
(PP289T),, /,(PP237T)
FIGURE I-FS28813, FS28813L, FS288BL2,and FS238B Retrofit Bracket System Components
Page 7 of 10
VVES' EVALUATION REPORTNumber: 89
p Originally Issued: 01/16/2015 Revised: 01/13/2023 Valid Through: 01/31/2024
The IAPMO Uniform Evaluation Service Mark of
Conformity may be used as shown below:
1APMO UES
E S or
IAPMO UES ER-289
6.0 SUBSTANTIATING DATA
6.1 Data in accordance with IBC Section 1810.3.1.4.
6.2 Test Reports for compression loading Push Pier
Foundation System
6.3 Engineering Calculations
7.0 STATEMENT OF RECOGNITION
This evaluation report describes the results of research
completed by IAPMO Uniform Evaluation Service on
Supportworks, Inc. Model PP288 and PP237 Push Pier
Systems to assess conformance to the codes shown in Section
1.0 of this report and serves as documentation of the product
certification.Products are manufactured at locations noted in
Section 2.16 of this report under a quality control program
with periodic inspection under the supervision of IAPMO
UES.
For additional information about this evaluation report please visit
www.uniform-es.ora or email us at infor;uniform-es.org
Page 6 of 10
i;
U E S EVALUATION REPORT Num.ii,7289
® Originally Issued: 01/16/2015 Revised: 01/13/2023 Valid Through: 01/31/2024
ASTM A500 as specified in the quality control 35 ksi(241 MPa)and a minimum tensile strength of 60 ksi
documentation.Mechanical properties are listed in Table 1 of (413 MPa). The steel cap plate conforms to ASTM A572,
this report. The starter tube includes a 1.00-inch4ong(25.4 Grade 50, having a minimum yield strength of 50 ksi (345
mm) by 3.375-inch (85.7 mm) outer diameter friction- MPa)and a minimum tensile strength of 65 ksi(448 MPa).
reduction collar machined from steel conforming to ASTM The cap plate assembly finish is either plain steel or hot-
A36 with a minimum yield strength of 36 ksi(248 MPa)and dipped galvanized in accordance with ASTM Al23.
a minimum tensile strength of 58 ksi(400 MPa).The starter
tube and pier tube shaft finishes are triple coated in-line 4.3.1.4 Threaded Rod and Nuts:The cap plate is attached
galvanized. to the retrofit bracket with two 5/8-inch-diameter by 14-inch-
long(15.9 mm by 356 mm)threaded rods,and matching 5/8-
4.2.3 PP288 Shaft Couplings:The shaft coupling material is inch(15.9 mm)standard hex nuts.The threaded rods conform
factory crimped or plug-welded to one end of the tube section to ASTM A193,Grade 137,having a minimum yield strength
and consists of 2.50-inch(63.5 mm)outer diameter by 0.180- of 105 ksi(724 MPa)and a minimum tensile strength of 125
inch (4.57 mm) nominal wall thickness hollow structural ksi (862 MPa). The matching standard hex nuts conform to
section in conformance with ASTM A53 Grade B,Type E& SAE J995 Grade 8. The threaded rods and nuts are zinc-
S with a minimum yield strength of 35 ksi(241 MPa)and a coated in accordance with ASTM 13633, with coating
minimum tensile strength of 60 ksi(413 MPa).The pier tube classification Fe/Zn 8.
shaft coupling finish is plain steel.
4.3.2 PP237 Starter and Pier Tube Sections: The central
4.3 PP237 Material Information steel shaft of the PP237 starter and pier tube sections are
2.375-inch outer diameter(60 mm)by 0.154-inch(3.91 mm)
43.1 Retrofit Bracket Assembly FS238B: The FS238B nominal wall thickness hollow structural section in
bracket assembly consists of an FS238B bracket,an external conformance with ASTM A500 as specified in the quality
pipe sleeve (FS238ES48), a cap plate (FS238C), two control documentation. Mechanical properties are listed in
threaded rods,and matching nuts.The assembly is illustrated Table 1 of this report. The starter tube includes a fiction
in Figure 1 of this report. reduction collar factory welded to one end. The collar
consists of a 1.00-inch-long (25.4 mm), 21/8-inch outside
43.1.1 FS238B Bracket:The FS238B bracket is constructed diameter(73 mm)and 0.203-inch (5.16 mm)nominal wall
from factory-welded,0.250-and 0.375-inch-thick(6.35 mm thickness pipe conforming to ASTM A53,Grade B,Type E
and 9.53 mm)steel plates.The steel plates conform to ASTM and S,having a minimum yield strength of 35 ksi(241 MPa)
A36,with a minimum yield strength of 36 ksi(248 MPa)and and a minimum tensile strength of 60 ksi (413 MPa). The
a minimum tensile strength of 58 ksi(400 MPa).The bracket starter tube and pier tube shaft finishes are either plain steel
finish is either plain steel or hot-dipped galvanized in or hot-dipped galvanized in accordance with ASTM A123.
accordance with ASTM A123.
433 PP237 Shaft Couplings: The PP237 shaft coupling
43.1.2 FS238ES48 External Sleeve: The external sleeve material is factory crimped to one end of the tube section and
(FS238ES48) is manufactured from a 48-inch-long (1219 consists of 2-inch (50.8 mm) outer diameter by 0.187-inch
mm), 27/8-inch outside diameter (73 mm) and 0.203-inch (4.75 mm)nominal wall thickness hollow structural section
(5.16 mm)nominal wall thickness pipe with a factory-welded in conformance with ASTM A500 Grade C,with a minimum
end ring which consists of a 0.75-inch long(19.1 mm),33/8- yield strength of 46 ksi (317 MPa) and a minimum tensile
inch outside diameter(85.7 mm)and 0.188-inch(4.78 mm) strength of 62 ksi(427 MPa). The pier tube shaft coupling
nominal wall thickness pipe. The external sleeve shaft and finish is either plain steel or hot-dipped galvanized in
end-ring conforms to ASTM A500 and ASTM A53, accordance with ASTM A123.
respectively, as specified in the quality control
documentation.The sleeve finish is either plain steel or hot- 5.0 IDENTIFICATION
dipped galvanized in accordance with ASTM A123.
The push pier foundation system components described in
43.1.3 FS238C Cap Plate: The FS238C cap plate is this report are identified by labels that include the report
manufactured from a 0.5-inch4ong (12.7 mm), 27/8-inch holder's name(Supportworks,Inc.);the name and address of
outside diameter(73 n m)and 0.203-inch(5.16 mm)nominal Behlen Technology & Manufacturing Company, Behlen
wall thickness pipe that is factory welded to a 0.75-inch-thick Manufacturing Company, PowerBrace, or TSA
(19.1 mm), 3.75-inch-wide (95 mm), 5.75-inch4ong (146 Manufacturing;the product name,the model number(PP288
mm) steel plate. The steel pipe conforms to ASTM A53, or PP237);the part number,and the IAPMO UES evaluation
Grade B,Type E and S,having a minimum yield strength of report number(ER-289).
Page 5 of 10
VVEsEVALUATION •tl 289
8 Originally Issued: 01/16/2015 Revised: 01/13/2023 Valid Through: 01/31/2024
installers,verification of the product manufacturer,push pier 4.2 PP288 Material Information
bracket and component configuration and identification,
inclination and position of the push piers, final drive force, 4.2.1 Retrofit Bracket Assemblies FS288B,FS288BL,and
push pier lock-off load, depth of the foundation piers, and FS288BL2:The FS28813,FS28813L,and FS288BL2 bracket
compliance of the installation with the approved construction assemblies consist of an FS28813, FS28813L, or FS288BL2
documents and this evaluation report. bracket, an external pipe sleeve (FS288ES48), a cap plate
(FS288C), two threaded rods, and matching nuts. The
In lieu of continuous special inspection, periodic special assemblies are illustrated in Figure 1 of this report.
inspection as defined in IBC Section 202 is permitted,
provided that all following requirements identified below,are 4.2.1.1 FS288B, FS288BL,and FS288BL2 Brackets: The
satisfied: (1)The installers are certified by the manufacturer FS28813,FS28813L,and FS288131,2 brackets are constructed
and the evidence of installer training and certification by the from factory-welded, 0.250-, 0.3125-, 0.375-, and 0.500-
report holder are provided to the building official; (2) inch-thick(6.35 min,7.94 mm,9.53 mm,and 12.7 mm)steel
Structural observations in accordance with the 2009 IBC plates. The steel plates used in the FS288B and FS288BL
Section 1710,2012113C Section 1704.5,or 2015 or 2018 IBC brackets conform to ASTM A36, with a minimum yield
Section 1704.6 are provided; (3) A periodic inspection strength of 36 ksi(248 MPa)and a minimum tensile strength
schedule, as part of the statement of special inspection, of 58 ksi (400 MPa).The steel plates used in the FS288131,2
prepared by a registered design professional,is submitted to bracket conform to ASTM A572,Grade 50,with a minimum
and approved by the building official. As a minimum, the yield strength of 50 ksi (345 MPa) and a minimum tensile
periodic inspection schedule shall include,but not be limited strength of 65 ksi (448 MPa). The bracket finish is either
to,the following: plain steel or hot-dipped galvanized in accordance with
1. Before the start of work: Verify manufacturer,verify ASTM A123.
installer's certification by the manufacturer, and 4.2.1.2 FS288ES48 External Sleeve: The external sleeve
confirm push pier and bracket configuration (FS288ES48) is manufactured from a 48-inch-long (1219
compliance with the approved construction documents mm), 3'/2-inch outside diameter (89 mm) and 0.216-inch
and this evaluation report. (5.49 mm)nominal wall thickness pipe conforming to ASTM
A500,as specified in the quality control documentation.One
2. Installation of the first push pier foundation system: and of the external sleeve has a 1.00-inch long (25.4 min)
Verify that the location, inclination, final drive force, section trumpeted to a final outer diameter of 4.00 inches
push pier lock-off load and depth of the push piers comply with the approved construction documents and (101.6 min). The sleeve finish is either plain steel or hot-
this evaluation report. Verify that installers keep an dipped galvanized in accordance with ASTM A123.
installation log. 4.2.1.3 FS288C Cap Plate: The FS288C cap plate is
manufactured from a 1-inch-thick (25.4 mm), 4-inch-wide
3. First connection to the building structure: Verify (102 min),8.25-inch-long(210 min)steel plate.The steel cap
that installation of brackets complies with the approved plate conforms to ASTM A572,Grade 65,having a minimum
construction documents and this evaluation report yield strength of 65 ksi (448 MPa) and a minimum tensile
4. End of work:Verify that the installation log complies strength of 80 ksi(552 MPa).The cap plate assembly finish
with requirements specified in the approved is either plain steel or hot-dipped galvanized in accordance
construction documents. Verify that installation of all
with ASTM A123.
structural connections complies with approved 4.2.1.4 Threaded Rod and Nuts: The cap plate is attached
construction documents and this evaluation report. to the retrofit bracket with two 3/4-inch-diameter by 16-inch-
4.0 PRODUCT DESCRIPTION long(19.1 mm by 406 min)threaded rods,and matching 3/4-
inch(19.1 min)heavy hex nuts. The 3/4-inch-diameter(19.1
4.1 Product Information: Models PP288 and PP237 push mm)steel threaded rods conform to ASTM A193,Grade 137,
pier systems consist of an under-footing bracket(side load), having a minimum yield strength of 105 ksi(724 MPa)and a
external sleeve, starter tube with friction-reduction collar, minimum tensile strength of 125 ksi (862 Wit). The
and push pier tube sections with slip-fit couplings.The under- matching 3/4-inch-diameter(19.1 mm) steel heavy hex nuts
footing bracket is secured against and below the existing conform to ASTM A563 Grade DH or DH3,or ASTM A 194
footing while pier sections are hydraulically driven(pushed) Grade 2H. The threaded rods and nuts are zinc-coated in
through the bracket and into the soil below using the accordance with ASTM 13633, with coating classification
combined structural weight and any contributory soil load as Fe/Zn 8.
drive resistance. Pier sections are added and driven until a
suitable load bearing stratum is encountered. The weight of 4.2.2 PP288 Starter and Pier Tube Sections: The central
the structure is then transferred through the foundation steel shaft of the starter and pier tube sections are 2.875-inch
brackets and piers,and to firm load bearing soil or bedrock. outer diameter (73 mm) by 0.165-inch (4.19 min) nominal
wall thickness hollow structural section in conformance with
Page 4 of 10
CES
Originally Issued: 01/1 61201 5 Revised: 01/13/2023 Valid Through: 01/31/2024
AP x L bracket shall be temporarily held in place using wood
Oshaft — A x E (F 9 i� cribbing or other mechanical means. The under-footing
Where: brackets do not require mechanical anchorage to the
concrete foundation.
A,n.a= change in shaft length due to elastic shortening(inches/mm)
AP = change in load between the applied load and the pier lock-off 4. The external sleeve shall be placed over the starter tube
load(lbf/N) and both the external sleeve and starter tube shall be
L = pier shaft length(inches/mm) inserted through the bracket from the top. Care shall
A = shaft cross-sectional area(in2/mm2)(taken from Table 1 of this be taken that the sleeve and starter are properly aligned
report) and extend past both the top and bottom plates of the
E = shaft steel modulus of elasticity(29,000,000 psi/199,900 MPa) bracket.
3.2.4 Soil Capacity(P4):For determination of allowable soil 5. The drive stand shall be secured to the bracket, the
capacity in axial compression,a minimum factor of safety of hydraulic drive cylinder attached to the drive stand and
2.0 shall be applied to the final drive force. The final drive connected to the hydraulic operating system.
force shall not exceed the maximum drive force rating of the
applicable PP288 or PP237 push pier system as listed in 6. The drive stand shall be aligned by activating the
Table 2(Note#4)of this report. hydraulics and extending the drive cylinder rod to make
slight contact with the starter tube section. A digital
3.2.5 System Capacity:The ASD allowable capacity of the level,protractor or other device shall be used to check
push pier foundation system in compression depends upon alignment of the drive stand,sleeve,starter and bracket.
the analysis of interaction of brackets,shafts, and soils; and The alignment shall be adjusted as necessary to allow a
shall be the lowest value of P 1,P2,and P4 as shown in Table 3.0 f 1.0-degree installation angle. Temporary cribbing
2 of this report. may be used between the drive stand and the foundation
wall to set the correct installation angle while advancing
3.3 Installation: the starter tube and external sleeve.
3.3.1 Installation General: The push pier foundation 7. The external sleeve and starter tube shall be driven
systems shall be installed by trained and certified installers. together until the end of the sleeve is seated at the top
The push pier foundation systems shall be installed in of the bracket. Pier tubes shall then be coupled and
accordance with this section(Section 3.3 of this report),site- pushed through the external sleeve. When the
specific approved construction documents (engineering maximum cylinder stroke has been reached, the
drawings and specifications),and the manufacturer's written cylinder shall be retracted,a drive tube tool shall be set
installation instructions. In case of conflicts, the more in place,and the push shall be completed to the top of
restrictive governs. the bracket or external sleeve.
3.3.2 Retrofit Bracket Installation: 8. The drive pressure at the final stroke of each pier tube
1. An area shall be excavated approximately 3 feet(914 section shall be recorded. This process shall continue
mm)square and to a depth approximately 9 to 13 inches until the pre-determined drive pressure (final drive
(229 to 330 mm) below the bottom of footing at the force) is achieved or the structure starts to lift. After
push pier location. The soil shall be removed below the reaching the final drive force, the pressure shall be
bottom of footing to about 9 inches(229 mm)from the released from the hydraulic system and the drive stand
footing face in the area where the bracket bearing plate and drive cylinder shall be removed from the bracket.
will be placed. The vertical and bottom faces of the The drive process shall be repeated at each of the
footing shall, to the extent possible, be smooth and at proposed pier locations. The final drive force shall not
right angles to each other for the mounting of the exceed the maximum drive force rating of the push pier
support bracket.The concrete surfaces shall be free of system as listed in Table 2(Note#4)of this report
all soil,debris and loose concrete so as to provide a full
and firm contact of the retrofit bracket. 9. A lift cylinder shall be connected to each retrofit
bracket assembly to lift the structure to the desired
2. Notching of the footings may be needed to place the elevation and/or transfer the designated portion of the
retrofit bracket directly under the wall/column. foundation loads to the push pier system.
Notching shall be performed, however, only with the
acceptance of the registered design professional and the 3.4 Special Inspection: Continuous special inspection in
approval of the building official. accordance with Section 1704.8 of the 2009 IBC or Section
1705.7 of the 2012,2015,and 2018 IBC shall be provided for
3. The bracket shall be placed under the footing and raised the installation of foundation piers and foundation brackets.
into position with the horizontal and vertical bearing Items to be confirmed by the special inspector include,but
plates in full contact with the concrete surfaces. The are not limited to, the manufacturer's certification of
Page 3 of 10
VV E g t 289
® Originally Issued: 01/16/2015 Revised: 01/13/2023 Valid Through: 01/31/2024
2.15 Allowable lateral load resistance capacities of the 2. Soil properties, including those affecting the design
system are outside the scope of this report. such as support conditions for the piers.
3. Recommendations for design criteria.
2.16 The Model PP288 push pier foundation system 4. Any questionable soil characteristics and special design
components are manufactured at the following facilities: provisions,as necessary.
Behlen Technology & Manufacturing Company, Omaha,
Nebraska; Behlen Manufacturing Company, Columbus, 3.2.2 Bracket Capacity (Pl): Only localized limit state of
Nebraska; PowerBrace, Des Moines, Iowa; and TSA concrete bearing strength in compression has been evaluated
Manufacturing, Omaha, Nebraska. The Model PP237 push in this evaluation report for compliance with IBC Chapter 19
pier foundation system components are manufactured at the and ACI 318. All other structural requirements in IBC
following facilities: Behlen Technology & Manufacturing Chapter 19 and ACI 318 applying to the concrete foundation,
Company, Omaha, Nebraska; Behlen Manufacturing such as those limit states described in ACI 318 (anchorage
Company, Columbus, Nebraska; and TSA Manufacturing, per Appendix D,punching(two-way)shear,beam(one-way)
Omaha,Nebraska. shear, and flexural (bending) related limit states), have not
been evaluated in this evaluation report. The concrete
3.0 PRODUCT USE foundation shall be designed and justified to the satisfaction
of the building official with due consideration to structural
3.1 General: Supportworks, Inc. Models PP288 and PP237 detailing, applicable limit states, and the direction and
push pier systems are used to support foundations of existing eccentricity of applied loads,including reactions provided by
structures or to provide additional axial compression capacity the brackets,acting on the concrete foundation.
to existing foundation systems. The systems are alternatives
to driven piles described in IBC Section 1810.3.1.4. 3.2.3 Shaft Capacity(P2)•The top of shafts shall be braced
as prescribed in Section 1810.2.2 of the IBC. In accordance
3.2 Design:Structural calculations(analysis and design)and with Section 1810.2.1 of the IBC, any soil other than fluid
drawings,prepared by a registered design professional,shall soil shall be deemed to afford sufficient lateral support to
be approved by the building official for each project, and prevent buckling of systems that are braced.When piers are
shall be based on accepted engineering principles as standing in air, water, or fluid soils, the unbraced length is
described in IBC Section 1604.4, and shall conform to IBC defined as the length of piers that is standing in air,water or
Section 1810. The design methods for the steel components fluid soils plus an additional 5 feet (1524 mm) when
are Allowable Strength Design(ASD),described in the IBC embedded into firm soil or an additional 10 feet(3048 mm)
and AISC 360 Section 133.4. The structural analysis shall when embedded into soft soil.Firm soils shall be defined as
consider all applicable internal forces due to applied loads, any soil with a Standard Penetration Test(SPT)blow count
structural eccentricity and maximum span(s) between push of five or greater. Soft soil shall be defined as any soil with a
pier foundations. The structural analysis, the IBC, and this SPT blow count greater than zero and less than five. Fluid
report shall be used to select an appropriate push pier system. soils shall be defined as any soil with a SPT blow count of
zero[weight of hammer(WOH)or weight of rods(WOR)].
The ASD capacities of push pier system components are The SPT blow counts shall be determined in accordance with
indicated in Table 2 of this report. The geotechnical ASTM D1586. For fully braced conditions where the pier is
investigation shall address the suitability of the push pier installed in accordance with Section 1810.2.2 of the IBC,and
system for the specific project. The requirements for deep piers do not stand in air, water, or fluid soils, the shaft
foundations in IBC Section 1803.5.5 shall be considered. In capacities shall not exceed the ASD shaft compression
addition, effects on the supported foundation and structure capacities shown in Table 2 of this report. Shaft capacities of
and group effects on the pile-soil capacity shall be push pier foundation systems in air,water or fluid soils,shall
considered. The investigation shall provide estimates of the be determined by a registered design professional.
axial compression capacities for the push piers, and the
expected total and differential settlements due to single pier The elastic shortening/lengthening of the pier shaft will be
or pier group,as applicable. controlled by the variation of applied loads from the pier
lock-off load and the mechanical and geometrical properties
3.2.1 A written report of the geotechnical investigation shall of the 2�/s-and 23/8-inch-diameter(73 mm and 60 mm)round
be submitted to the building official as one of the required structural tubing. The shaft elastic shortening may be
submittal documents,prescribed in IBC Section 107, at the determined from equation 1:
time of the permit application.The geotechnical report shall
comply with provisions in IBC Section 1803.6 and also
include,but need not be limited to,the following information:
1. Information on groundwater table, frost depth and
corrosion-related parameters, as described in Section
2.5 of this report.
Page 2 of 10
V E S EVALUATION REPORT NumlV
.289
® Originally Issued: 01/16/2015 Revised: 01/13/2023 Valid Through: 01/31/2024
SUPPORTWORKS, INC. 2.5 The push pier foundation systems have not been
11850 Valley Ridge Drive evaluated for use in soil conditions that are indicative of a
Papillion,Nebraska 68046 potential pier deterioration or corrosion situation as defined
www.supportworks.com by the following:(1)soil resistivity less than 1,000 ohm-cm;
kolson supportworks.eom (2)soil pH less than 5.5;(3)soils with high organic content;
(4) soil sulfate concentrations greater than 1,000 ppm; (5)
SUPPORTWORKS soils located in a landfill,or(6)soil containing mine waste.
PP288 AND PP237 PUSH PIER SYSTEMS
2.6 Zinc-coated steel and bare steel components shall not be
CSI Section: combined in the same system, except where the sacrificial
3162 00 Driven Piles thickness(T,)for the zinc-coated components is taken as that
given for bare steel components. All push pier foundation
1.0 RECOGNITION components shall be galvanically isolated from concrete
reinforcing steel,building structural steel,or any other metal
Supportworks, Inc. Models PP288 and PP237 push pier building components.
systems recognized in this report have been evaluated for use
as support foundations. The structural performance and 2.7 The push pier shafts shall be installed at a maximum angle
geotechnical properties of the Supportworks, Inc. push pier of 3.0 t 1.0-degrees from the vertical.
systems comply with the intent of the provisions of the
following codes and regulations: 2.8 Special inspection is provided in accordance with Section
3.4 of this report.
• 2018, 2015, 2012, and 2009 International Building
Code®(IBC) 2.9 Engineering calculations and drawings, in accordance
0 2018, 2015, 2012, and 2009 International Residential with recognized engineering principles,as described in IBC
Code®(IRC)—Attached Supplement Section 1604.4,prepared by a registered design professional,
are provided to,and are approved by the building official.
2.0 LEWTATIONS
2.10 The adequacy of the concrete structures that are
Use of Models PP288 and PP237 push pier foundation connected to the brackets shall be verified by a registered
systems recognized in this report is subject to the following design professional, in accordance with applicable code
limitations: provisions,such as Chapter 15 of ACI 318 and Chapter 18 of
IBC,and subject to the approval of the building official.
2.1 The push pier foundation systems are manufactured,
identified and installed in accordance with this report, 2.11 A geotechnical investigation report for each project site
approved construction documents(engineering drawings and shall be provided to the building official for approval in
specifications),and the manufacturer's published installation accordance with Section 3.2.1 of this report.
instructions.In case of conflicts,the more restrictive governs.
2.12 When using the alternative basic load combinations
2.2 The push pier foundation systems have been evaluated for prescribed in IBC Section 1605.3.2, the allowable stress
support of structures assigned to Seismic Design Categories increases permitted by material chapters of the IBC
A,B,and C in accordance with IBC Section 1613.Push pier (including Chapter 18) or the referenced standards are
foundation systems that support structures assigned to prohibited.
Seismic Design Category D, E or F, or are located in Site
Class E or F,are outside the scope of this report. 2.13 Evaluation of compliance with Section 1810.3.11.1 of
the IBC for buildings assigned to Seismic Design Category
2.3 Installations of the push pier foundation systems are C,and with Section 1810.3.6 of the IBC for all buildings,is
limited to regions of concrete members where analysis outside the scope of this evaluation report. Such compliance
indicates no cracking occurs at service load levels or due to shall be addressed by a registered design professional for
the effects of restrained shrinkage. each site, and the work of the design professional shall be
subjected to approval of the building official.
2.4 The push pier brackets shall be used only to support
structures that are laterally braced as defined in Section 2.14 Settlement of push piers is beyond the scope of this
1810.2.2 of the IBC. evaluation report and shall be determined by a registered
design professional as required in Section 1810.2.3 of the
IBC.
The product described in this Uniform Evaluation Service(UES)Report has been evaluated as an aHemative material,design or method of construction in order to satisfy and comply
with the intent of the provision of the code,as noted in this report,and for at least equivalence to that prescribed in the code in quality,strength,effectiveness,fire resistance,durability /7E
and safety,as applicable,in accordance with IBC Section 104.11.This document shall only be reproduced in its entirety.
Copyright®2023 by International Association of Plumbing and Mechanical Officials.All rights reserved.Printed in the United States. Ph:1-877-4IESRPT•Fax:909.472.4171
web:www.uniform-es.org•4755 East Philadelphia Street,Ontario,California 91761-2816-USA -
Page 1 of 10
e
PROJECT ADDRESS:
670 E MIKKELSEN RD SPECIAL S INSPECTIONS:
SHELTON WA SPECIAL INSPECTIONS OF PILE INSTALLATIONS SHALL BE PERFORMED ACCORDING
TO LIES ER 289,SECTION 3.4. A FINAL INSPECTION OF THE INSTALLED PILES AND
LOG BOOK DATA WILL BE DOCUMENTED IN A BRIEF LETTER SUBMITTED TO THE STARK
PROJECT DESCRIPTION: FCUNCA70NS
BUILDING OFFICIAL
ELEVEN(11)PUSH PIERS ARE TO BE VOLUNTARILY INSTALLED TO PREVENT FURTHER zAes SKY—Ym E
ueuew.���sxn
SUBSIDENCE OF THE EXISTING BLDG. TIE—BACKS ARE NOT REQUIRED. P 3so.ses.Txa
.mnawww�.�
LAND USE NOTE: Al SPECIAL INSPECTION SCHEDULE STAMP
PIER INSTALLATIONS ARE SUBGRADE&DO NOT AFFECT THE EXTERIOR APPEARANCE o'q[L w4y1
OF THE STRUCTURE VERIFICATION AND W.s s
INSPECTION TASK CONTINUOUS PERIODIC
DESIGN CRITERIA
CODES VERIFY AND DOCUMENT PILE
2D18 WASHINGTON STATE RESIDENTIAL CODE AND BRACKET PART NUMBERS X �FSSONANG\?
2018 INTERNATIONAL RESIDENTIAL CODE(IRC)
ASCE 7-16 OBSERVE THE FIRST PIER INSTALLATION'S
DESIGN LOADS: LOCATION,INCUNAIION,FINAL DRIVE FORCE, _ X a a
ROOF DEAD LOAD 15 PSF PUSH PIER LOCK-OFF LOAD,AND g
ROOF SNOW LOAD: 22 PSF EMBEDMENT DEPTH u m
FLOOR DEAD LOAD: 15 PSF VERIFY LOG BOOK FOR REMAINING
FLOOR LIVE LOAD: 40 PSF INSTALLATIONS - X
WIND SPEED: 96 MPH 01
EXP. CATEGORY: C 2
SOILS: ��/ o°
ALLOWABLE SOIL BEARING: 15M PSF I y
ALLOWABLE SOIL PASSIVE: 100 PSF/FT i
ww
GENER ALL DETAIL CUTS SHALL
0
B CONSIDERED SCREPPANCIES OCCUR BETWEEN PLANS, DETAILS, E CI AILS,NOTES AND SPECIFICATIONS,THE LL°
GREATER REQUIREMENT SHALL GOVERN.
CLIENT
ESTABLISH AND VERIFY ALL GEOMETRY FOR ARCHITECTURAL,MECHANICAL, r
ELECTRICAL,AND PLUMBING CONCERNS PRIOR TO CONSTRUCTION.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STRUCTURAL STABILITY OF ALL
NEW AND EXISTING STRUCTURES DURING CONSTRUCTION.THIS INCLUDES EXCAVATIONS, U- v o
COLUMNS, EQUIPMENT LOADS MATERIAL LOADS,AND OTIiERS OBSERVATIONS BY THE I a
ENGINEER-OF-RECORD DO NOT INCLUDE INSPECTIONS OF TEMPORARY LOADING AND
STABILITY DURING CONSTRUCTION. I Hw o
HELICAL AND DRIVEN PIERS: "
ALL PIERS,HELICAL BLADES,FOUNDATION BRACKETS,HARDWARE,ETC.,SHALL BE I o ~
MANUFACTURED BY SUPPORTWORKS, INC.,AND DOCUMENTED IN UES EVALUATION ' �J I
REPORT 289. DRIVEN &HELICAL PIERS ARE TO BE INSTALLED BY PROJECT
I
SUPPORTWORKS-CERTIFIED INSTALLERS.
LU
LOCATIONS OF PILES: I w Z Q
PILES CAN BE ADJUSTED A DISTANCE OF 2'-0'AS LONG AS THE SPAN BETWEEN THE 115E Lu
o cwn
ADJUSTED PILE AND ADJACENT PILE DOES NOT EXCEED 8'-0'.WHEN THE DISTANCE
EXCEEDS 8'-O'CONSULT WITH THE ENGINEER OF RECORD FOR FURTHER DIRECTION. ������1 I o Lu Y o
\\
PILES CAN BE PLACED ON THE INTERIOR OR EXTERIOR AS NEEDED TO w
ACCOMMODATE EXISTING ELEMENTS SUCH AS UTILITIES,EXISTING AREA OF �� I z J w =
STRUCTURES,OR OTHER ELEMENTS THAT CANNOT BE MOVED. I REPAIR 670E SHEL ON RD I cn
I SHLT ,WA I Ou ¢ o
w cc
CONCRETE ANCHORS: U
CONCRETE ANCHORS(IF REQ'D)SHALL BE SIMPSON OR EQUAL(SPECIAL INSPECTION
REQUIRED). I I —
PROJ NO.. 23.022.TFS
II PROPERTY LINE II ISSUE®
DRAWN BY TLD
CHECKED BY OS
SHEET TITLE
420'f SITE PLAN
& NOTES
SITE PLAN SHEET NUMBER
NORTH
•
FRONT OF HOME a'I
48'i
BACKFlLL STARK
.. FOIJNOAT!ONS
(E) 365 A O
GRADE .. AUR.AL 6
v-.xoses.rw
4 - ....._.. STAMP
a -
x 1!?'t p5 NAS�y,�i
(E)DECKS_
O6 3 W
l 9S/ONALEN
FOOTING BEYOND
STANDARD BRACKET CHIP OUT POCKET IN(E)F007ING
(SUPPORTWORKS P/N FS288B, FLUSH WITH FDN WALL POCKET
FS288BL,OR FS288BL2) WIDTH TO MATCH BRACKET WIDTH � ■ z
3 1/2-0 X 48-GUIDE SLEEVE 1 !: T•
(SUPPORTWORKS P/N FS2BBES48) ` 13K �;:%' ~� ♦ / z o
2 7/8.0 EXTENSIONS \`T`
w�
(SUPPORTWORKS P/N PP288) y o
2 7/8.0 STARTER(P/N PP2B8)W/
3 1/2.0 FRICTION REDUCTION COLLAR
H z
j CLIENT
�2 7/8'0 TYP PUSH PIER DETAIL7/8'0 TYP PUSH PIER DETAIL ■ ■
2 SCALE:3/8'=l'-T
Q G cc>
7H m
o CC p Q
a
—(E) w Q �
Y■ CRAWL SPACE—,,' _
wcn
H T O
T �
a
PROJECT
U Q
w w iZ G
O
co
Z LNu w Z
LEGEND c Y CD
- - 1 INDICATES PUSH PIER k ¢ w
UNFACTORED DESIGN LOAD(KIPS) ' z E w N
�25'± SEE DETAIL 2/S1.1 p ¢ o�
wU to
Al
4 FOUNDATION REPAIR PLAN PROJ NO. 23.022.TFS
SCALE:1 8•=T-0'
ISSUED. 021423
PLAN NOTES: DRAWN BY'. TLD
CHECKED BY DS
1. DO NOT INSTALL PIERS UNDER WINDOWS OR OPENINGS,UNLESS NOTED OTHERWISE. SHEET TITLE
2. PIERS CAN BE ADJUSTED A DISTANCE OF 1'-0'1 AS LONG AS THE SPAN BETWEEN THE ADJUSTED PIER AND ADJACENT REPAIR
PIER DOES NOT EXCEED THE MAXIMUM RECOMMENDED SPACING. WHEN THE DISTANCE EXCEEDS THE MAXIMUM PLAN &
RECOMMENDED SPACING,CONSULT WITH THE ENGINEER OF RECORD FOR FURTHER DIRECTION.
DETAILS
3. PUSH PIERS SHALL BE INSTALLED TO A MINIMUM 2.OX THE DESIGN LOAD AS NOTED ON THE FOUNDATION REPAIR PLAN
TO ACHIEVE AN ULTIMATE AXIAL LOAD OF 26,OD0 lBS MINIMUM.PIER EMBEDMENT SHALL BE 8'-0*MIN. SHEET NUMBER
S1 . 1
C �
M
-
CZ� ��
DocuSign Envelope ID:28964558-DE64-4D59-87F9-950EF43813D4
Sp at lnapecfJon Requ remen
NANl�COIffii7
COMILNfT7 SE/tlClS
old aM-DC42LI� - &n6J 41M ��kc 1 ?2 - i� - vo6w
Permit Number Project Title �— Project Address/Parcel Number
Applicants of projects requiring Special Inspection or Testing per Chapter 1704&1705 of the International
Building Code,as amended by Washington State. Please acknowledge and return this form to the Mason
County Permit Center.
THESE INSPECTIONS ARE NOT PERFORMED BY THE BUILDING DEPARTMENT AND MUST BE
PERFORMED BY QUALIFIED SPECIAL INSPECTORS, HIRED BY THE OWNER AND APPROVED
BY THE COUNTY PERMIT CENTER. Individuals certified in a special inspection category by
Washington Association of Building officials(WABO)or individuals employed by a recognized testing
laboratory and under the direct supervision of a Registered Professional Engineer are typically
considered qualified at the discretion of the local jurisdiction having authority for enforcement.
BEFORE A PERMIT CAN BE ISSUED: The Owner or his/her representative, on the advice of the
responsible Project Engineer or Architect, shall fill out completely, sign and submit two (2)copies of the
attached"Structural Tests and Inspection Schedule"to this Department for review and approval including
any requirements related to the Mason County Municipal Code.
The Owner, General Contractor, and Inspection/Testing Agency, where applicable, shall also
acknowledge the following conditions applicable to Special Inspection and/or Testing.
1. Inspection/Testing Agency shall submit names and qualifications of on-site Special Inspectors
to the Building Inspection Permit Center for approval PRIOR TO PERMITS EWMG ISSUED.
2. All Special Inspections shall be noted on the approved plans or attached approved
documents.
3. All special inspections shall be approved by the County or as recommended by the Engineer
of Record(EOR).
4. It is the responsibility of the General Contractor to review County approved plans for additional
inspection or testing requirements that may be noted or required per IBC as noted on
approved plans.
5. The General Contractor is responsible for proper notification to the InspectionfTesting
Agency for items listed on this form.
6. Special Inspectors shall provide detailed reports on company letterhead to the Building
Inspector of all required inspection activities. These may also be provided when the inspector
visits the jobsite for the scheduled inspection but must be completed before the subject of
inspection is approved by the building inspector.
7. Copies of all ongoing laboratory and testing reports shall be sent directly to the Building
Inspector by the Inspection/Testing Agency or other responsible party within a reasonable
time to test results.
8. BEFORE A CERTIFICATE OF OCCUPANCY APPROVAL CAN BE ISSUED: The
Inspection/Testing Agency shall submit a FINAL REPORT LETTER stating that all items
requiring testing and inspection have been fulfilled and reported and a final inspection report
shall be provided. A copy of the statement is to be maintained at the jobsite for the Building
Inspectors review prior to final inspections.
Page 1 of 4
1 , T
DocuSign Envelope ID:2896455B-DE64-4D59-87F9-950EF43813D4
�q
N,<ticl.YfOCYiI
cV%VW.% t9nVKL5
ACKNOWLEDGEMENTS
Prior to issuance of a building permit, the Owner. on the advice of the Project Engineer or Architect, shall
complete,sign,and submit this form to the County Pennit Center.
Declaration of Owner
1.as the owner of the project,declare that the testing agency Linn/s or individual's listed herein are hired by me to
perform "Special Inspections-" andlor"Structural Testing" in accordance with the provisions of the International
Building code(IBC)Chapter 17. 0-Sig-dbyt
PATRICIA CARRILLO OR STEVEN FLORES ��//� — -- 2/23/2023 I 12:09:L
Owner(print) Owner tgnature) (date)
Declaration of Registered Professional Architect/Engineer
1, as the design professional in responsible charge of the project listed herein, declare that the special
inspection listed herein are required for this project in accordance with the provisions of the International
Building Code(IBC)Chapter 17.
Digitally 0 OF WAS NF
STARK FOUNDATIONS Nathansignedby
Architect/Engineer(print) Daniel Nathan Da o r
W Stark z Z
Architect/Engineer Stamp/Signature(date) W Date:
.. 2023.02.27
� 40643 �
Sta rk 14: 9
03 'PFGISTE4E� G\��
SS�ONAIE�
TestingAgency dame/Contact Stark Foundations
Y Daniel Stark,PE
info: starkd@starkfdn.com
360.566.7343
The Special Inspection/Testing Agency listed above must have a carreW Portfolio of Qualifications
on file with the County peg,to performing work.
Declaration of the General Contractor
I, as the General Contractor of the project. agree to comply with the"Contractor Responsibility" items
noted herein.
TERRAFIRMA FOUNDATION SYSTEMS
General Contractor(print) General Contractor Signature (date)
Page 2 of 4
DocuSign Envelope ID:2896455B-DE64-4D59-87F9-950EF43813D4
NAQ7N[OC�'iY
[OAMCNIIY�R[CFS
Required Special Inspections
International Building Code; Chapter 17:
A completed and signed copy of pages 1 through 4 of this form shall be submitted to the
"Permit Center" prior to building permit approval.
Engineer shall check the applicable items:
❑ Special inspection of fabricated items 1704.2.5
❑ Submittals to the building official 1704.5
❑ Structures over 75' in height located in Seismic Design Category D. 1704.6.1
❑ Structures classified as Risk Category III or IV located in Seismic Design Category D. 1704.6.1
❑ Steel construction&structural Steel 1705.2.1
❑Cold form steel deck 1705.2.2
❑Open-web steel joists&girders 1705.2.3
❑Cold form steel trusses spanning 60 feet or greater 1705.2.1
❑Concrete construction 1705.3 &Table 1705.3
❑ Shotcrete 1705.3
❑ Welding of reinforcing bars 1705.3.1
❑ Material Tests 1705.3.2
❑ Masonry Construction 1705.4
❑ Empirically designed masonry,glass unit& masonry in Risk Category IV 1705.4.1
❑ Vertical masonry foundation elements 1705.4.2
❑ Wood construction 1705.5
❑ High Load Diaphragms 1705.5.1
❑ Metal-plate connected wood trusses spanning 60 feet or greater 1705.5 2
❑ Soils 1705.6&Table 1705.6
❑ Driven deep foundations 1705.7 &"Table 1705.7
❑ Cast in-place deep foundations 1705.8&Table 1705.8
❑ Fabricated items 1705.10
Page 3 of 4
t
DocuSign Envelope ID:2896455B-DE64-4D59-87F9-950EF43813D4
IF
I i i
ts
CUMM. LNM snvtcES
❑ Special inspections for wind resistance 1705.11
❑ Structural wood 1705.1 1.1
❑ Wind resisting components 1705.1 1.3
❑ Cold formed steel light frame 1705.1 1:2
❑ Special inspection for seismic resistance 1705.12
❑ Special inspection for structural steel per 1705.121.1
❑ Seismic Force-resisting systems 1705.12.1.1
❑ Structural steel elements 1705.12.1.2
❑ Special inspection for structural wood per 1705.12.2
❑ Special inspection for cold-formed steel per 1705.12.3
❑ Designated seismic systems 1705.12.4
❑ Architectural components 1705.12.5
❑ Plumbing. mechanical & electrical components 1705.12.6
❑Storage racks 1705.12.7
❑ Seismic isolation systems 1705.12.8
❑Cold-formed steel special bolted moment frames 1705.12.9
❑Testing for seismic resistance 1705.1 3
❑ Structural steel 1705.13.1
❑ Seismic fore-resisting systems 1705.13.1.1
❑ Structural steel elements 1705.13.1.2
❑Nonstructural components 1705.13.2
❑ Designated seismic systems 1705.13.3
❑ Seismic isolation systems 1705.13.4
❑ Sprayed tire-resistance materials 1705.14
❑ Physical and visual tests 1705.14.1
❑ Structural member surface conditions 1705.14.2 (1705.14.3 through 1705.14.6.3)
❑ Mastic& intumescent tire-resistance costings 1705.15
❑ Exterior insulation& Finish systems(EIFS) 1705.16
❑ Fire-resistance penetrations and joints 1705.17
❑ Penetration Firestops 1705.17.1
❑ Fire-resistant joint systems 1705.17.2
❑Testing for smoke control 1705.18
❑Testing Scope 1705.18.1
Page 4 of 4
IEffiWnrIRMA
FOUNDATION SYSTEMS
Name: Steven Flores Prepared By: Eric Durand Job 670 E Mikkelson Rd
Address: 670 E Mikkelson Rd null Location: Shelton,WA 98584
Shelton,WA 98584 Market: Tacoma
Cell: (505)554-7203
Primary: (505)554-7203
Email: stflores34@hotmail.com
Total:$30,993.05
Stabilize Foundation
-3"Helical Pier,Standard Bracket 11 $2,817.55 per item $30,993.05
ti
i
I
MASON COUNTY'COMMUNITY.SERVICES Permit 5*t1
PERMIT ASSISTANCE CENTER:
•BUILDING•PLANNING•PUBLIC HEALTH•FIRE MARSHAL
615 W.Alder Street,Shelton,WA 98584 MAR
Phone Shelton:(360)427-9670 ext.352.Fax:(380)427-7798 Phone MAR O 2023
Belfair.(360)275-4467•Phone Elms:(360)482-5269
Ica)
BUILDING PERMIT APPLICATION, 615 W. Alder Street
PROPERTY 6WNER INFORMATION: CONTRACTOR INFORMATION:
NAME:PATRICIA CARRILLO AND STEVEN FLORES• NAME TERRAFIRMA F UNDATION SYSTEMS
MAILING ADDRESS:670 E MIKKLSEN RD. MAILING ADDRESS:10111 S TACOMA WAY#D5
CITY:SHELTON STATE:WA ZIE:98584 c!rry;TACOMA q;,STATE:WA ZIP:96499
PHONE#1:505-920-7628 u PHONE:541- zs aosa CELL: 541-860-8795
PHONE#2:505-554-7203 EMS :TACOMAPERMIT$@GOTERRAFIRMA.COM
EMAIL: L&I REG#TERRFR931LT E)2.063023
PRIMARY CONTACT: OWNER❑ CONTRACTOR❑ OTHER I]
NAME MECHELLE WALTERS EMAIL,MWALTERS@GOTERRAFIRMA.COM
MAILING ADDRESS 10111 S TACOMA WAY#D5 . CITY TACOMA STATE WA ZIP 98499
PHONE 541-229•4050 CELL 5411-8604795
PARCEL INFORMATION:
PARCEL NUMBER(12 Digit Number) 32134-14-00020 ZONING
LEGAL DESCRIPTION(Abbreviated) FIRE DISTRICT
SITE ADDRESS670 E MIKKELSEN RD. CITYSHELTON
DIRECTIONS TO SITE ADDRESS TAKE WASHINGTON 3.TO E MASON LAKE RD.TURN RIGHT ONTO MIKKELSEN RD.
HOUSE IS ON THE RIGHT.
IS THE PROJECT WITHIN 300 FT OF.SLOPF(S)GREATER THAN 14%: YES❑, NO E] SNOW LOAD:__psf
IS PROPFiRTY WITHIN 200 FT OF Tft FOLLOWING: (Check all that applj):
SALTWATER❑ LAKT ❑ RIVER/CREEk❑ POND❑ WETLAND❑ 'SEASONAL RUNOFF❑ STREAM❑
TYPE OF WORK: NEW❑ ADDITION❑ ALTERATION❑ REPAIR E OTHER 0
USE OF STRUCTURE(Residence,Garage,Commercial Bldg,Etc:)RESIDENTIAL
IS USE: PRIMARY E) SEASONAL❑ ?` NUMBER OF BEDROOM$ NUMBER OF BATHROOMS
HEATED STRUCTURE?•YES(Whole•Bldg)❑� ..'YES(Part(sjofBldg)❑ NO❑ '�
DESCRIBE WORKVOLUNTARY FOUNDATION REPAIR/NO CHANGE TO FOOTPRINT/REPAIR .
f
SOU ARE FOOTAGE:(proposed)
1ST FLOORNA . sq.ft. 2ND FLOORNA' sq.-,ft. 3RD FLOORNA sq.ft. BASEMENT NA sq.ft.
DECKNA sq.ft. IrOVERFD DEGKNA sq.ft. STORAGENA sq.•ft. OTHERNA sq.ft.
GARAGENA sq.ft: Attached❑ Detached❑ CARPORTNA sq:.ft. Attached❑ Detached❑
NUF D HOME INFO *4 COPIES OF THE FLOOR PLAN REQUIRE
NA MODELNA YEAR NA LENGTHNA
;IDTHNA
BEDROOMS NA BATHS NA' SERIAL
ENVIRONMENTAL HEALTH:
SEWAGE/SEWER SOURCE: SEPTIC 0,2 -SEWER❑ / ; NEW❑' EXISTING❑
PLUMBING IN STRUCTURE? YES❑ NO❑ If yes,attach completed Water Adequacy Form
PERIMETER/FOUNDATION DRAINS PROPOSED? YES❑ NOS 'EXISTING SQ.FT.NA
EXISTING BEDROOMS NA PROPOSED BEDROOMS NA TOTAL BEDROOMS NA
OWNER acknowledges that submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is by
signature below.I declare that I am the owner and I further deelaWthat I am entitled to receive this permit and to'do the work as proposed.I have
obtained permission from all the-necessary parties,including any easement holder or parties of interest regarding this project. The owner or legal
representative,represents that the information provided'is accurate and grants employees of Mason County access to the above described property
and structurg(s)for review and inspection. This permit/application becomes null&void if work or authorized construction is not commenced within 180
days or if construction work is suspended for a period of 180 days.
PROOF OF CONTINUATION OF WORK ON THIS PERMIT IS BY MEANS OF INSPECTION. INACTIVITY OF THIS
PERMIT APPLICATION OF 180 DAYS OF MORE WILL CAUSE THE APPLICATION TO BE EXPIRED.(MASON
COUNTY CODE 14.08.42)
X - 2�
Signature of QWNER(Must be sinned�bv the OWNER) Date
DEPARTMENTAL REVIEW !:APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS
BUILDING DEPARTMENT JTL_
PLANNING DEPARTMENT
FIRE MARSHAL
PUBLIC HEALTH