HomeMy WebLinkAboutBLD2025-00440 Expired Foundation - BLD Inspections - 4/10/2025 1 Docusign Envelope ID:716260F3-0966-4C46-A1E8-2448D1E1233B
MASON COUNTY Permit No:______
COMMUNITY DEVELOPMENT
Permit Assistance Center, Building,Planning APR 11 2025
BUILDING PERMIT APPLICATION 615 W. Alder Street
PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION:
NAME:Angie Friauf NAME:Groundworks
MAILING ADDRESS:680 E Treasure Island Dr MAILING ADDRESS:1891516th Ave S
CITY:Allyn STATE:WA ZIP:98524 CITY:SeaTac STATE:WA ZIP:98188
PHONE#1:360 903 4355 PHONE:206 698 3977 CELL:
PHONE#2: EMAIL:permits.sseatfe@groundworks.com
EMAIL:angiefriauf@comcast.net L&I REG# EXP._/_I_
PRIMARY CONTACT: OWNER❑ CONTRACTOR 0 OTHER❑
NAME Austin Sweeney EMAIL permits.sseattte@groundworks.com
MAILING ADDRESS 18915 16th ave S CITY SeaTac STATE WA ZIP 98188
PHONE 2066983977 CELL
PARCEL INFORMATION:
PARCEL NUMBER(12 Digit Number) 121055200091 ZONING
LEGAL DESCRIPTION(Abbreviated) TREASURE ISLAND FIRE DISTRICT
SITE ADDRESS 680 E Treasure Island Dr CITY Allyn
DIRECTIONS TO SITE ADDRESS
IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14%: YES0 NO❑+ SNOW LOAD: psf
IS PROPERTY WITHIN 200 FT OF THE FOLLOWING: (Check alt that apply):
SALTWATER LAKE❑ RIVER/CREEK❑ POND❑ WETLAND❑ SEASONAL RUNOFF❑ STREAM❑
TYPE OF WORK: NEW❑ ADDITION❑ ALTERATION❑ REPAIR Q OTHER ❑
USE OF STRUCTURE(Residence,Garage.Commercial Bldg.Etc.)SFR
IS USE: PRIMARY❑� SEASONAL❑ NUMBER OF BEDROOMS NUMBER OF BATHROOMS
HEATED STRUCTURE? YES(Whole Bldg)❑r YES(Part[sJ of Bldg)❑ NO❑
DESCRIBE WORK Underpinning of existing foundation for additional structural stabilization.No additions,no change in footprints
SQUARE FOOTAGE: (proposed)
1ST FLOOR sq.ft. 2ND FLOOR sq.ft. 3RD FLOOR sq.ft. BASEMENT sq.ft.
DECK sq.ft. COVERED DECK sq.ft. STORAGE sq.ft. OTHER sq.ft.
GARAGE sq.ft. Attached❑ Detached❑ CARPORT sq.ft. Attached❑ Detached❑
MANUFACTURED HOME INFORMATION: *4 COPIES OF THE FLOOR PLAN REQUIRED*
MAKE MODEL YEAR LENGTH
WIDTH BEDROOMS BATHS SERIAL NUMBER
ENVIRONMENTAL HEALTH:
SEWAGE/SEWER SOURCE: SEPTIC❑ SEWER❑ / NEW❑ EXISTING❑v
PLUMBING IN STRUCTURE? YES❑� NO❑ I,fyes,attach completed Water Adequacy Form
PERIMETERIFOUNDATION DRAINS PROPOSED? YES❑ NOE] EXISTING SQ.FT.
EXISTING BEDROOMS PROPOSED BEDROOMS TOTAL BEDROOMS
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 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 legal
representative,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 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
Docusignedby: COUNTY CODE 14.08.42)
4/8/2025
111=cD gnaatuure of OWNER(Must be signed by the OWNER) Date
DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS
BUILDING DEPARTMENT
PLANNING DEPARTMENT
FIRE MARSHAL
PUBLIC HEALTH
0 docusign
Certificate Of Completion
Envelope Id:716260F3-0966-4C46-A1 E8-2448D1 El 233B Status:Completed
Subject:Complete with Docusign:Mason County building_permitapp.pdf
Source Envelope:
Document Pages: 1 Signatures: 1 Envelope Originator:
Certificate Pages:4 Initials:0 Austin Sweeney
AutoNav:Enabled 1741 Corporate Landing Parkway Suite 101
Envelopeld Stamping:Enabled Virginia Beach,VA 23454
Time Zone:(UTC-05:00)Eastern Time(US&Canada) Austin.Sweeney@groundworks.com
IP Address: 136.226.54.163
Record Tracking
Status:Original Holder:Austin Sweeney Location:DocuSign
4/8/2025 3:29:41 PM Austin.Sweeney@groundworks.com
Signer Events Signature Timestamp
Angie Friauf oo��s9��ebY:
9 � Sent:4/8/2025 3:33:28 PM
angiefriauf@comcast.net R, lvnauf Viewed:4/8/2025 3:37:00 PM
Security Level:Email,Account Authentication CDF359EFA2E74F3... Signed:4/8/2025 3:37:09 PM
(None)
Signature Adoption:Pre-selected Style
Using IP Address:24.23.248.75
Signed using mobile
Electronic Record and Signature Disclosure:
Accepted:4/8/2025 3:37:00 PM
ID:50334be1-3c7a-47cb-b23a-f9ae3367b94d
In Person Signer Events Signature Timestamp
Editor Delivery Events Status Timestamp
Agent Delivery Events Status Timestamp
Intermediary Delivery Events Status Timestamp
Certified Delivery Events Status Timestamp
Carbon Copy Events Status Timestamp erg k
Witness Events Signature Timestamp
Notary Events Signature Timestamp
...-'.
Envelope Summary Events Status Timestamps
Envelope Sent Hashed/Encrypted 4/8/2025 3:33:28 PM
Certified Delivered Security Checked 4/8/2025 3:37:00 PM
Signing Complete Security Checked 4/8/2025 3:37:09 PM
Completed Security Checked 4/8/2025 3:37:09 PM
Payment Events Status
Electronic Record and Signature Disclosure
Docusign Envelope ID:716260F3-0966-4C46-A1E8-2448D1E12336 �
MASON COUNTY Permit No: P)L /• _ \
COMMUNITY DEVELOPMENT APR 11 2025y
Permit Assistance Center,Building,Planning
BUILDING PERMIT APPLICATION 615W W. Alder Street
PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION:
NAME:Angie Friauf NAME:Groundworks
MAILING ADDRESS:680 E Treasure Island Dr MAILING ADDRESS:18915 16th Ave S
CITY:Allyn STATE:WA ZIP:98524 CITY:seaTac STATE:WA ZIP:98188
PHONE#1:360 903 4355 PHONE:206 698 3977 CELL:
PHONE#2: EMAIL:pamrNs.sseattle@groundworks.com
EMAIL:anglefriauf@comcast.net L&I REG# EXP. _/_I_
PRIMARY CONTACT: OWNER❑ CONTRACTOR 0 OTHER❑
NAME Austin Sweeney EMAIL permits.sseatbe@groundworks.com
MAILING ADDRESS 18915 16th Alva S CITY searac STATE WA ZIP 98188
PHONE 206 698 3977 CELL
PARCEL INFORMATION:
PARCEL NUMBER(12 Digit Number) 121055200091 ZONING
LEGAL DESCRIPTION(Abbreviated) TREASURE ISLAND FIRE DISTRICT
SITE ADDRESS 680 E Treasure Island Dr CITY Allyn
DIRECTIONS TO SITE ADDRESS
IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14%: YES[] NO 9 SNOW LOAD:_psf
IS PROPERTY WITHIN 200 FT OF THE FOLLOWING: (Check all that apply):
SALTWATER LAKE❑ RIVER/CREEK❑ POND❑ WETLAND❑ SEASONAL RUNOFF❑ STREAM❑
TYPE OF WORK: NEW❑ ADDITION❑ ALTERATION❑ REPAIR 9 OTHER ❑
USE OF STRUCTURE(Residence.Garage.Commercial Bldg.Etc.)SFR
IS USE: PRIMARY 9 SEASONAL❑ NUMBER OF BEDROOMS NUMBER OF BATHROOMS
HEATED STRUCTURE? YES(whole Bldg)❑7 YES(Part[s]of Bldg)❑ NO❑
DESCRIBE WORK Underpinning of existing foundation for additional structural stabilization.No additions,no change in footprints
SOUARE FOOTAGE:(proposed)
1ST FLOOR sq.ft. 2ND FLOOR sq.ft. 3RD FLOOR sq.ft. BASEMENT sq.ft.
DECK sq.ft. COVERED DECK sq.ft. STORAGE sq.ft. OTHER sq.ft.
GARAGE sq.ft. Attached❑ Detached❑ CARPORT sq.ft. Attached❑ Detached❑
MANUFACTURED HOME INFORMATION: *4 COPIES OF THE FLOOR PLAN REQUIRED*
MAKE MODEL YEAR LENGTH
WIDTH BEDROOMS BATHS SERIAL NUMBER
ENVIRONMENTAL HEALTH:
SEWAGE/SEWER SOURCE: SEPTIC❑ SEWER❑ / NEW❑ EXISTING 9
PLUMBING IN STRUCTURE? YES❑+ NO❑ If yes,attach completed Water Adequacy Form
PERIMETER/FOUNDATION DRAINS PROPOSED? YES❑ NO[D EXISTING SQ.FT.
EXISTING BEDROOMS PROPOSED BEDROOMS TOTAL BEDROOMS
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 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 legal
representative,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 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
ooc�s,gnedby: COUNTY CODE 14.08.42)
X QltVtA 4/8/2025
c T Signaature of OWNER(Must be signed by the OWNER) Date
DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS
BUILDING DEPARTMENT
PLANNING DEPARTMENT
FIRE MARSHAL
PUBLIC HEALTH
0 docusign
Certificate Of Completion
Envelope Id:716260F3-0966-4C46-A1 E8-2448D1 El 233B Status:Completed
Subject:Complete with Docusign:Mason County building_permitapp.pdf
Source Envelope:
Document Pages: 1 Signatures: 1 Envelope Originator:
Certificate Pages:4 Initials:0 Austin Sweeney
AutoNav:Enabled 1741 Corporate Landing Parkway Suite 101
Envelopeld Stamping:Enabled Virginia Beach,VA 23454
Time Zone:(UTC-05:00)Eastern Time(US&Canada) Austin.Sweeney@groundworks.com
IP Address: 136.226.54.163
Record Tracking
Status:Original Holder:Austin Sweeney Location:DocuSign
4/8/2025 3:29:41 PM Austin.Sweeney@groundworks.com
Signer Events Signature Timestamp
Angie FhaufSent:4/8/2025 3:33:28 PM
angiefriauf@comcast.net EDICUS1,11d
ut i eeFvi Viewed:4/8/2025 3:37:00 PM
Security Level:Email,Account Authentication Signed:4/8/2025 3:37:09 PM
(None)
Signature Adoption:Pre-selected Style
Using IP Address:24.23.248.75
Signed using mobile
Electronic Record and Signature Disclosure:
Accepted:4/8/2025 3:37:00 PM
ID:50334be1-3c7a-47cb-b23a-f9ae3367b94d
In Person Signer Events Signature Timestamp
Editor Delivery Events Status Timestamp
Agent Delivery Events Status Timestamp
Intermediary Delivery Events Status Timestamp
Certified Delivery Events Status Timestamp
Carbon Copy Events Status Timestamp
Witness Events Signature Timestamp
Notary Events Signature ° Timestamp ff:
PSummary P
Envelope Events Status Timestamps
Envelope Sent Hashed/Encrypted 4/8/2025 3:33:28 PM
Certified Delivered Security Checked 4/8/2025 3:37:00 PM
Signing Complete Security Checked 4/8/2025 3:37:09 PM
Completed Security Checked 4/8/2025 3:37:09 PM
Payment Events Status " Timestamps
Electronic Record and Signature Disclosure
Docusln Envelope ID: B55DF030-ADEF-4698-B771-DB74F0E9F76A L L
MASON COUNTY
CL FS
BLD2025-00440 Friauf Foundation Repair 680 E Treasure Island Dr,Allyn WA 98524
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 PERMIT/S BEING 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 Inspection/Testing
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
Docusign Envelope ID:B55DF030-ADEF-4698-B771-DB74F0E9F76AL
.,. ._
. , • ::
p►ecial Inspection Requirements
MASON COUNTY _ ..
COMMUNITY S�tVICES
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 Permit Center.
Declaration of Owner
I, as the owner of the project, declare that the testing agency firm/s or individual/s listed herein are hired by me to
perform "Special Inspections" and/or "Structural Testing" in accordance with the provisions of the International
Building code(IBC)Chapter 17. oocuSigned by:
Angie Friauf FAKjt, Flri* 4/11/2025
Owner(print) caner(Signature) (date)
Declaration of Registered Professional Architect/Engineer
I, 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.
Jeffrey S Fitch PE , FIB,
Architect/Engineer(print)
Architect/Engineer Stamp/Signature(date) .e
40740
EXPIRES: 12/24/26
SFA Design Group
Testing Agency Name/Contact 503-641-8311
info: engineering@sfadg.com
The Special Inspection/Testing Agency listed above must have a current Portfolio of Qualifications
on file with the County prior 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.
Groundworks ,Auk 4/11/25
General Contractor(print) General Contractor Sign Lure (date)
Page 2 of 4
Docusl�n Envefbpe ID:B55DF030-ADEF-4698-B771-DB74F0E9F76A
0
MASON COUNTY
COMMUNITY SUVICM
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 1705.2.4
❑ Concrete construction 1705.3 &Table 1705.3
❑ Shotcrete 1705.3
❑ Welding of reinforcing bars 1705.3.1
El 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
l Helical pile foundations 1705.9
❑ Fabricated items 1705.10
Page 3 of 4
Docusign Envelope ID:B55DF030-ADEF-4698-B771-DB74F0E9F76A
■ _.._r� a •.
p + ial Inspection Requirements
MASON COUNTY:
COMMUNITY 8 V1C95
❑ Special inspections for wind resistance 1705.11
❑ Structural wood 1705.11.1
❑ Wind resisting components 1705.11.3
❑ Cold formed steel light frame 1705.11.2
❑ Special inspection for seismic resistance 1705.12
❑ Special inspection for structural steel per 1705.12.1
❑ 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
El Architectural components 1705.12.5
❑ Plumbing, mechanical & electrical components 1705.12.6
El Storage racks 1705.12.7
❑ Seismic isolation systems 1705.12.8
❑ Cold-formed steel special bolted moment frames 1705.12.9
O Testing for seismic resistance 1705.13
El Structural steel 1705.13.1
El Seismic fore-resisting systems 1705.13.1.1
❑ Structural steel elements 1705.13.1.2
El Nonstructural components 1705.13.2
❑ Designated seismic systems 1705.13.3
❑ Seismic isolation systems 1705.13.4
❑ Sprayed fire-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 fire-resistance costings 1705.15
El Exterior insulation&finish systems (EIFS) 1705.16
El 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
0 docusign
Certificate Of Completion
Envelope Id: B55DF030-ADEF-4698-B771-DB74FOE9F76A Status:Completed
Subject:Complete with Docusign:special-inspection-agreement.pdf
Source Envelope:
Document Pages:4 Signatures: 1 Envelope Originator:
Certificate Pages:4 Initials:0 Austin Sweeney
AutoNav:Enabled 1741 Corporate Landing Parkway Suite 101
Envelopeld Stamping:Enabled Virginia Beach,VA 23454
Time Zone:(UTC-05:00)Eastern Time(US&Canada) Austin.Sweeney@groundworks.com
IP Address: 136.226.54.163
Record Tracking
Status:Original Holder:Austin Sweeney Location:DocuSign
4/11/2025 4:02:12 PM Austin.Sweeney@groundworks.com
Signer Events Signature Timestamp
Angie Friauf [DS1,",1b,: Sent:4/11/2025 4:05:46 PM
angiefriauf@comcast.net tA. rvi Viewed:4/11/2025 4:28:56 PM
9E
Security Level: Email,Account Authentication Signed:4/11/2025 4:29:21 PM
(None)
Signature Adoption:Pre-selected Style
Using IP Address:24.20.175.91
Electronic Record and Signature Disclosure:
Accepted:4/11/2025 4:28:56 PM
ID 69b6c5d0-764b-4db9-b711-2e4aca143580
In Person Signer Events Signature Timestamp
Editor Delivery Events Status Timestamp
Agent Delivery Events Status Timestamp
Intermediary Delivery Events Status Timestamp
Certified Delivery Events Status Timestamp
Carbon Copy Events Status Timestamp
Witness Events Signature Timestamp
Notary Events Signature Timestamp
Envelope Summary Events Status Timestamps
Envelope Sent Hashed/Encrypted 4/11/2025 4:05:46 PM
Certified Delivered Security Checked 4/11/2025 4:2856 PM
Signing Complete Security Checked 4/11/2025 42921 PM
Completed Security Checked 4/11/2025 42921 PM
Payment Events Status Timestamps
Electronic Record and Signature Disclosure
Electronic Record and Signature Disclosure created on:7/30/2024 11:28:40 AM
Parties agreed to:Angie Friauf
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• You can print on paper this Electronic Record and Signature Disclosure, or save or send
this Electronic Record and Disclosure to a location where you can print it, for future
reference and access; and
• Until or unless you notify Groundworks as described above, you consent to receive
exclusively through electronic means all notices, disclosures, authorizations,
acknowledgements, and other documents that are required to be provided or made
available to you by Groundworks during the course of your relationship with
Groundworks.
—
)tf� Docusign Envelope ID:7716260F3-0966-4C46-A1E8-2448D1E1233B
MASON COUNTY Permit N V
COMMUNITY DEVELOPMENT 11 2025
NC(t Permit Assistance Center,Building,Planning R
BUILDING PERMIT APPLICATION 615 W. Alder Street
PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION:
NAME:Angle Frlauf NAME:Groundworks
MAILING ADDRESS:680 E Treasure Island Dr MAILING ADDRESS:1891516th Ave S
CITY:Nyn STATE:wA ZIP:98524 CITY:SeaTac STATE:wA ZIP:98188
PHONE#1:360 903 4355 PHONE:206 698 3977 CELL:
PHONE#2: EMAIL:permtts.sseatle@groundworks.com
EMAIL:angiefriauf@comcast.net L&I REG# EXP. / /
PRIMARY CONTACT: OWNER❑ CONTRACTOR❑, OTHER 0
NAME Austin Sweeney EMAIL permlts.sseatde@grourdworks.com
MAILING ADDRESS 1891516th eve S CITY SeaTac STATE WA ZIP 98188
PHONE 2066983977 CELL
PARCEL INFORMATION:
PARCEL NUMBER(12 Digit Number) 121055200091 ZONING
LEGAL DESCRIPTION(Abbreviated) TREASURE ISLAND FIRE DISTRICT
SITE ADDRESS 680 E Treasure Island Dr CITY Allyn
DIRECTIONS TO SITE ADDRESS
IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14%: YES❑ NO 0 SNOW LOAD:_psf
IS PROPERTY THIN 200 FT OF THE FOLLOWING: (Check all that apply):
SALTWATER LAKE❑ RIVER/CREEK❑ POND❑ WETLAND❑ SEASONAL RUNOFF❑ STREAM❑
TYPE OF WORK: NEW❑ ADDITION❑ ALTERATION❑ REPAIR I] OTHER ❑
USE OF STRUCTURE(Residence,Garage.Commercial Bldg,Etc.)SFR
IS USE: PRIMARY El SEASONAL❑ NUMBER OF BEDROOMS NUMBER OF BATHROOMS
HEATED STRUCTURE? YES(Whole Bldg)0 YES(Part[s)of Bldg)❑ NO❑
DESCRIBE WORK Underpinning of existing foundation for additional structural stabilization.No additions,no change in footprints
SOUARE FOOTAGE:(proposed)
1ST FLOOR sq.ft. 2ND FLOOR sq.ft. 3RD FLOOR sq.ft. BASEMENT sq.ft.
DECK sq.ft. COVERED DECK sq.ft. STORAGE sq.ft. OTHER sq.ft.
GARAGE sq.ft. Attached 0 Detached❑ CARPORT sq.ft. Attached❑ Detached 0
MANUFACTURED HOME INFORMATION: *4 COPIES OF THE FLOOR PLAN REQUIRED*
MAKE MODEL YEAR LENGTH
WIDTH BEDROOMS BATHS SERIAL NUMBER
ENVIRONMENTAL HEALTH:
SEWAGE/SEWER SOURCE: SEPTIC 0 SEWER 0 / NEW❑ EXISTING❑+
PLUMBING IN STRUCTURE? YES❑� NO❑ Ifyes,attach completed Water Adequacy Form
PERIMETER/FOUNDATION DRAINS PROPOSED? YES❑ NOE] EXISTING SQ.FT.
EXISTING BEDROOMS PROPOSED BEDROOMS TOTAL BEDROOMS
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 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 legal
representative,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 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
oenespaedby: COUNTY CODE 14.08.42)
X` r ` hdUA� 4/8/2025
lllleSignature of OWNER(Must be signed by the OWNER) Date
DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS
BUILDING DEPARTMENT
PLANNING DEPARTMENT
FIRE MARSHAL
PUBLIC HEALTH
0 docusign
Certificate Of Completion
Envelope Id:716260F3-0966-4C46-A1 E8-2448D1E1233B Status:Completed
Subject:Complete with Docusign:Mason County building_permitapp.pdf
Source Envelope:
Document Pages: 1 Signatures: 1 Envelope Originator:
Certificate Pages:4 Initials:0 Austin Sweeney
AutoNav:Enabled 1741 Corporate Landing Parkway Suite 101
Envelopeld Stamping:Enabled Virginia Beach,VA 23454
Time Zone:(UTC-05:00)Eastern Time(US&Canada) Austin.Sweeney@groundworks.com
IP Address: 136.226.54.163
Record Tracking
Status:Original Holder:Austin Sweeney Location:DocuSign
4/8/2025 3:29:41 PM Austin.Sweeney@groundworks.com
Signer Events Signature Timestamp
by:Angie Friauf ED1�,d Sent:4/8/2025 3:33:28 PM
angiefriauf@comcast.net LLAI.9EFviauf Viewed:4/8/2025 3:37:00 PM
C4F3
Security Level:Email,Account Authentication Signed:4/8/2025 3:37:09 PM
(None)
Signature Adoption:Pre-selected Style
Using IP Address:24.23.248.75
Signed using mobile
Electronic Record and Signature Disclosure:
Accepted:4/8/2025 3:37:00 PM
ID:50334be1-3c7a-47cb-b23a-f9ae3367b94d
In Person Signer Events Signature Timestamp
Editor Delivery Events Status Timestamp
Agent Delivery Events Status Timestamp
Intermediary Delivery Events Status Timestamp
Certified Delivery Events Status Timestamp
Carbon Copy Events Status Timestamp
Witness Events Signature Timestamp
Notary Events Signature Timestamp
Envelope Summary Events Status Timestamps
Envelope Sent Hashed/Encrypted 4/8/2025 3:33:28 PM
Certified Delivered Security Checked 4/8/2025 3:37:00 PM
Signing Complete Security Checked 4/8/2025 3:37:09 PM
Completed Security Checked 4/8/2025 3:37:09 PM
Payment Events Status Timestamps
Electronic Record and Signature Disclosure
(E) DRIVEWAY/PRII S, �,
CONSTRUCTION AC pF 164S�jI7'�
cr'=-�'";'=`•y: SFA Design Group,u.c
'two r:`:<.: �,�0 7 4 pip� L•�.L�, c min
EXPIRE 1
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APR 11 2025
'L •¢ ''X 'a W. Alder Stree
Zvi Zwa •~�4 n*'1 z V
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PROJECT DATA SITE MAP
•PROJECT DESCRIPTIG Design
REVISIONS
•PROJECT ADDRESS:
•COUNTY: Mason Cc
•PARCEL NO: 12105-g of
•BUILDING CODE: 20;
PROJECT NO:
•ZONING CODE: 20'e. MFR25-04o
.SITE AREA: 0.27 Aci all DESIGNED BY:
SF
d not DRAWN BY:
SF
.LOT DIMENSIONS: As to CHECKED BY:
•EXISTING BUILDING: JLD
DATE:
04.07.2025
•OWNER INFORMATION
rized SHEET NO:
Sto
MASON COUNTY
COMMUNITY DEVELOPMENT
Permit Assistance Center,Building,Planning
PLANNING FEES
PLANNER ASSIGNED SCOT ' JULIE LUKE GAVIN
FEE TYPE: FEE AMOUNT:
PLANNING FEE TOTAL: $ ,
Intake by: Genie ber Annie Anna
MASON COUNTY
COMMUNITY SERVICES
8,Iding Planni Emirmmmt Health Can:rurrty He n
Name fV 1 ermit#: n�.
• ' ■
Occupancy Type Square Footage Valuation Amount Total Valuation
(VB) (sq. ft. x valuation)
Residence/Addition /Basement $167.37 $
Garage/Storage $66.48 $
Unfinished Basement $31.50 $
Deck Pr $17.00 $
Carport/Covered Deck dP' $24.00 $
Other ,�GJ $
TOTAL VALUATION $ pZ ? L) 7,
Estimated Plan Review Fee: $ oZ
Planning Dept. Review Fee [$275, $450, $100]: $ a t '
Environmental Health Review Fee: $
Fire Access & Grade Review Fee [$97.00]: $
ADD - Address Application Fee [$185.00]: $
GEO - Geo-technical Review Fee $ , bD
ADV - Review Fee[$130.00] $
WAT - WAT Fee:
Other:
TOTAL DUE WHEN PERMIT IS SUBMITTED: $ L ,
The estimated plan review fee is based upon information provided at the time of application and is subject to change. Planning
Department fee is a flat fee which is due when permit is submitted. Building permit fee, mechanical fees, and plumbing permit fees
will be calculated during plan review. The balance of all other fees will be collected when permit is issued.
ESTIMATED BUILDING PERMIT FEES
Building Permit Fee (ICC, Table 1 — Building Valuation Data) $
p 7
Estimated Mechanical Fees (U.M.C., Table 1-A). $
Estimated Plumbing Fees (U.P.C. ,Table 1-1) $
State Fee: $25 )$6.50 $ , 5
Technology Surcharge: ._ 42 1 2
Other: $ —' -------
Estimated Building Permit Fees WHEN PERMIT IS.READY for pickup:
(`all fees subject to change w/o notice) GRAND TOTAL $
Docu5�n Enve�Jpe ID: B55DF030-ADEF-4698-B771-DB74F0E9F76A S I "I E
Special Inspection 1cfiJIfThents
MASON COUNTY
COMMUNITY SERVICES
BLD2025-00440 Friauf Foundation Repair 680 E Treasure Island Dr, Allyn WA 98524
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 PERMIT/S BEING 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 Inspection/Testing
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
Docusign Envelope ID:B55DF030-ADEF-4698-B771-DB74F0E9F76A
Special Inspection Requiment .
MASON COLN
COMMUNITY SERVICES
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 Permit Center.
Declaration of Owner
I, as the owner of the project, declare that the testing agency firm/s or individual/s listed herein are hired by me to
perform "Special Inspections" and/or "Structural Testing" in accordance with the provisions of the International
Building code(IBC) Chapter 17. oocusIgnea by:
Angie Friauf IQ t, FYIA 4/11/2025
Owner(print) wner ignature) (date)
Declaration of Registered Professional Architect/Engineer
I, 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.
Jeffrey S Fitch PE S Fj
Architect/Engineer(print)
Architect/Engineer Stamp/Signature(date)
ssl0NALC'
EXPIRES: 12/24/26
SFA Design Group
Testing Agency Name/Contact 503-641-8311
info: engineering@sfadg.com
The Special Inspection/Testing Agency listed above must have a current Portfolio of Qualifications
on file with the County prior 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.
Groundworks 4/11/25
General Contractor(print) General Contractor Sign Lure (date)
Page 2 of 4
Docultn Envelope ID:B55DF030-ADEF-4698-B771-DB74F0E9F76A
ippecial Inspection Requirements
MASON COUNTY
COMMUNITY SERVICES
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
El 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 1705.2.4
El Concrete construction 1705.3 &Table 1705.3
❑ Shotcrete 1705.3
El Welding of reinforcing bars 1705.3.1
El 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
El Cast in-place deep foundations 1705.8 &Table 1705.8
® Helical pile foundations 1705.9
❑ Fabricated items 1705.10
Page 3of4
Docusign Envelope ID:B55DF030-ADEF-4698-B771-DB74F0E9F76A
Special Inspection Requirements
MASON COUNTY
COMMUNITY SERVICI.y
❑ Special inspections for wind resistance 1705.11
El Structural wood 1705.11.1
❑ Wind resisting components 1705.11.3
El Cold formed steel light frame 1705.11.2
❑ Special inspection for seismic resistance 1705.12
El Special inspection for structural steel per 1705.12.1
El 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
El Designated seismic systems 1705.12.4
❑ Architectural components 1705.12.5
❑ Plumbing, mechanical & electrical components 1705.12.6
❑ Storage racks 1705.12.7
El Seismic isolation systems 1705.12.8
❑ Cold-formed steel special bolted moment frames 1705.12.9
❑Testing for seismic resistance 1705.13
❑ 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 fire-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 fire-resistance costings 1705.15
❑ Exterior insulation & finish systems (EIFS) 1705.16
❑ Fire-resistance penetrations and joints 1705.17
El Penetration firestops 1705.17.1
❑ Fire-resistant joint systems 1705.17.2
❑ Testing for smoke control 1705.18
El Testing Scope 1705.18.1
Page 4 of 4
0 docusign
Certificate Of Completion
Envelope Id:B55DF030-ADEF-4698-8771-DB74FOE9F76A Status:Completed
Subject:Complete with Docusign:special-inspection-agreement.pdf
Source Envelope:
Document Pages:4 Signatures: 1 Envelope Originator:
Certificate Pages:4 Initials:0 Austin Sweeney
AutoNav:Enabled 1741 Corporate Landing Parkway Suite 101
Envelopeld Stamping:Enabled Virginia Beach,VA 23454
Time Zone:(UTC-05:00)Eastern Time(US&Canada) Austin.Sweeney@groundworks.com
IP Address: 136.226.54.163
Record Tracking
Status:Original Holder:Austin Sweeney Location:DocuSign
4/11/2025 4:02:12 PM Austin.Sweeney@groundworks.com
Signer Events Signature Timestamp
Angie Friauf [AK;t,
osigned Ey: Sent:4/11/2025 4:05:46 PM
angiefriauf@comcast.net FYta.U4 Viewed:4/11/2025 4:28:56 PM
Security Level:Email,Account Authentication 359EFA2E74F3. Signed:4/11/2025 4:29:21 PM
(None)
Signature Adoption:Pre-selected Style
Using IP Address:24.20.175.91
Electronic Record and Signature Disclosure:
Accepted:4/11/2025 4:28:56 PM
ID:69b6c5d0-764b-4db9-b711-2e4aca143580
In Person Signer Events Signature Timestamp
Editor Delivery Events Status Timestamp
Agent Delivery Events Status Timestamp
Intermediary Delivery Events Status Timestamp
Certified Delivery Events Status Timestamp
Carbon Copy Events Status Timestamp
Witness Events Signature Timestamp
Notary Events Signature Timestamp
Envelope Summary Events Status Timestamps
Envelope Sent Hashed/Encrypted 4/11/2025 4:05:46 PM
Certified Delivered Security Checked 4/11/2025 4:28:56 PM
Signing Complete Security Checked 4/11/2025 4:29:21 PM
Completed Security Checked 4/11/20254:29:21 PM
Payment Events Status Timestamps
Electronic Record and Signature Disclosure
Electronic Record and Signature Disclosure created on:7/30/2024 11:28:40 AM
Parties agreed to:Angie Friauf
ELECTRONIC RECORD AND SIGNATURE DISCLOSURE
From time to time, Groundworks (we, us or Company)may be required by law to provide to you
certain written notices or disclosures. Described below are the terms and conditions for providing
to you such notices and disclosures electronically through the DocuSign system. Please read the
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How to contact Groundworks:
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if you consent to receiving notices and disclosures exclusively in electronic format as described
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By selecting the check-box next to 'I agree to use electronic records and signatures', you confirm
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• Until or unless you notify Groundworks as described above, you consent to receive
exclusively through electronic means all notices, disclosures, authorizations,
acknowledgements, and other documents that are required to be provided or made
available to you by Groundworks during the course of your relationship with
Groundworks.
•
SFA BLD2025-00440
I3 Ign Gr®up
sfa STRUCTURAL/ G EOTECH N ICAL
ENGINEERING , SPECIAL INSPECTION S
March 5, 2025
Angie Friauf
P: (360) 903-4355
E: angiefriauf@comcast.com
RE:Geotechnical Engineering Report, Proposed Foundation Underpinning
680 East Treasure Island Drive
Allyn, Washington, 98524
As requested via contract authorization dated and signed February 5, 2025, SFA Design Group, LLC (SFA) is
providing this geotechnical report which presents our subsurface investigation findings and provides geotechnical
design and earthwork recommendations for the proposed underpinning project.
We appreciate the opportunity to be of service to you on this project. If you have any questions regarding our
report or if there are additional services you require, please contact us.
Introduction
The purpose of this project is to provide design and construction recommendations in support of the proposed
underpinning project. Our scope of services for this project include providing information and geotechnical
engineering recommendations regarding:
• Surface and subsurface conditions
• Seismicity and liquefaction
• Geologic Hazards
• Stormwater management and drainage
• Preparation of site for construction and earthwork
• Helical pier design and construction
• Shallow foundation design and construction
Project Description
Overview
The project site is located 680 East Treasure Island Drive in Allyn, Washington (Figure-A). Based upon elevation
readings provided by Groundworks, SFA understands that the foundation is experiencing unacceptable
settlements and cracking of the foundations has been observed. The purpose of the proposed underpinning the
foundations is to mitigate further settlement of the existing foundation system and prevent future cracking. Based
on the geotechnical findings, a combined helical pier and Intellijack shallow foundation system is an adequate
method to mitigate the settlement the structure has experienced.
Site Description
The existing residence is a single family, one-story, wood frame structure with a daylight basement. The
residence lies on a 0.27 acre lot. To the west of the site is E Treasure Island Dr, north and south of the site are
single family residences, and east of the site is Case Inlet and North Bay areas of Puget Sound. Site grading is
moderately sloped at approximate grades of 5H:1 V(horizontal:vertical). Surrounding the site, existing topography
is generally also moderately sloped downward toward the water on all sides of the island.
As foundation remediation plans are developed for this project, SFA will provide review of design drawings and
calculations for compliance with the recommendations contained within this report.
Geotechnical Site Characterization
Geologic Conditions
The subject site is located in Allyn, Washington, which is located in the Puget Sound region of Washington state.
The near surface soil units and land forms are predominantly governed by the deposits and effects of glaciation
R
due to the Vashon Stade of the Fraser glaciation (Troost Et. Al.). Prominent features include very dense soils due
to consolidation by glaciation, and deeply incised north-south running valleys from the recession of the glacier.
Based on our review of the Washington Geologic Information Portal provided by Washington Department of
Natural Resources (WaDNR; DNR Website),the site is mapped as Qt—Vashon till deposits. Vashon till deposits
are a well graded mix of silt, sand, and gravels that were deposited below the base of glacial ice. Glacial tills in
the area tend to be very dense but often have a medium dense weathered zone in the upper 5-10 feet of soil.
Subsurface Conditions
SFA Design Group performed a subsurface investigation at the site by advancing one (1) hand auger and two(2)
dynamic cone penetrometer tests. The explorations were performed on February 27, 2025. Our explorations
extended to approximately 2.8 feet below existing ground surfaces. The combined log of our explorations,
summarizing the results of our findings is included in Appendix A at the end of this report.
Based on observed soils observed in our explorations and mapped conditions, we have identified the following
soils at the site:
Soil Type 1 -Topsoil
We encountered approximately 4 inches of dark brown topsoil.
Soil Type 2—Gravel Fill
Underlying the topsoil, we encountered Poorly Graded gravel with sand extending to a depth of approximately 2
feet below ground surface. The material was very loose to loose indicating that this was fill.
Soil Type 3—Weathered to Intact Glacial Till
Underlying the gravel fill, we encountered approximately brown silty sand with trace amounts of gravel. The
material was medium dense, but rapidly became very dense approximately 2.8 feet below ground surface,
indicating intact glacial till.
Groundwater
Groundwater was not encountered in our explorations at the site. However, due to the proximity to Puget Sound,
groundwater may be inferred to exist approximately 20 feet below ground surface
Seismic Considerations
Ground Motion Design Parameters
When reviewing the 2021 International Building Code and ASCE 7-16 the following seismic data in the table
below pertain to the subject site.
Seismic Parameter Value
Latitude (degree) 45.337801
Longitude(degree) -122.826255
Site Class C
Site Coefficient, Fa 1.200
Site Coefficient, Fv 1.436
Mapped Spectral Acceleration at 0.2-sec Period, Ss 1.575g
Mapped Spectral Acceleration at 1.0-sec Period, Si 0.564g
Spectral Acceleration at 0.2-sec Period Adjusted for Site Class, $Ms .890g
Spectral Acceleration at 1.0-sec Period Adjusted for Site Class, $M1 0.810g
Design Spectral Acceleration at 0.2-sec Period, SDS 1.260g
Design Spectral Acceleration at 1.0-sec Period, SD1 0.540g
Seismic Design Category D
The structural consultant should review the above parameters and the 2021 International Building Code to
evaluate the seismic design.
Conformance to the criteria presented in the above table for seismic design does not constitute any type of
guarantee or assurance that significant structural damage or ground failure will not occur during a large
earthquake event. The intent of the code is "life safety" and not to completely prevent damage of the structure,
since such design may be economically prohibitive.
Surface Displacement Due to Faulting, and Regional Seismicity
The subject site is located in a seismic zone of the Pacific Northwest and within the influence of faults that are
considered to be active or potentially active. An active fault is defined as a "sufficiently active and well-defined
fault" that has exhibited surface displacement within the Holocene time (about the last 11,000 years). A potentially
active fault is defined as a fault with a history of movement within Pleistocene time (between 11,000 and 1.6
million years ago). We reviewed the USGS Earthquake Program Quaternary Faults and folds database online and
found the nearest fault is the Tacoma fault, approximately 1.9 miles to north. The fault has a slip rate of between
0.2 to 1.0mm/yr. We anticipate that at this distance the risk of fault rupture at the site is low.
Liquefaction
During seismic shaking, rapid pore water pressure increase can occur in granular soils, resulting in a sudden loss
of soil shear strength. During this time of excess pore pressure, granular soils also experience a reordering of
particles which can produce settlements as pore water pressures dissipate after shaking ends. Additional issues
that may arise due to liquefaction include sand boils with additional localized settlement due to ground loss, flow
failure slides, and lateral spreading of soils in and around sloping ground.
Shallow groundwater was not encountered during the site-specific explorations or research. Additionally, the
subject site is mapped as having a very low risk of liquefaction according to DNR Website. It is our opinion the
risk of liquefaction at the site is negligible.
Geologic Hazards
Landslide Hazard
The Seattle Department of Construction& Inspections GIS website, and Washington Department of Natural
Resources Washington Geologic Information Portal website, no slope stability or landslide hazards are present at
the site.
General Recommendations
Drainage
All drainage systems disturbed during construction should be repaired prior to final approval. In the absence of
adequate drainage SFA recommends that properly functioning positive site drainage should be maintained at all
times. This includes the proper routing and discharge of French and/or curtain drains. Drainage should not flow
uncontrolled down any descending slope or retaining wall. Water should be directed away from foundations and
not allowed to pond and/or seep into the ground. Drainage for any hardscaped area should be directed toward the
street/parking or other approved area. Roof gutters and down spouts should be utilized to control roof drainage.
Down spouts should outlet a minimum of 5 feet from the proposed structure and/or into an approved drainage
point. The effects of improper or non-existent drainage systems would be likely contributors to typically observed
settlement of structures.
Earthwork
We anticipate that earthwork at the site will include localized demolition of landscape and hardscape adjacent to
the existing structure, excavations to expose foundations for underpinning, and backfilling the excavations. Care
should be taken prior to excavation to locate building utilities to avoid damage. Where existing utilities conflict with
proposed underpinning efforts, contact SFA for updated design recommendations.
While excavations are open during construction, care should be taken to maintain the natural moisture content,
and protect subgrade stability until completion of underpinning efforts. If water is allowed to accumulate at the
bottom of any excavation, it can increase the likelihood that foot and/or construction traffic may disturb subgrade
soils. Disturbed subgrades can reduce design capacities of the underpinning elements or reduce lateral
resistance of the final system. If subgrades become disturbed, we recommend that disturbed soils either be
removed prior to placement of any backfill materials, or the disturbed subgrade should be moisture conditioned
and recompacted.
In general, any excavation should observe OSHA safety requirements. On site soils may be considered soil type
A for temporary excavations. Excavations should be no more than 4 feet deep relative to surrounding surfaces.
Deeper excavations should be sloped at 0.75H:1 V(horizontal:vertical)or flatter, or benched at an equivalent
slope of 0.75H:1V with no benches taller than 4 feet high.
Based on the observed soil types at the site, we anticipate that conventional earth moving equipment will be
adequate to achieve the planned excavations. The bottom of the excavations should be cleared of any loose soil
or gravel, and any disturbed soils prior to backfill placement.
If foundation cracks are observed during excavation at the site,we recommend sealing cracks to prevent water
from passing through the foundation. Similarly, if the structure is to undergo lifting to relevel the foundation, cracks
may appear in flooring and/or the surrounding foundation elements. Any cracking should be repaired after
installation is complete.
Fill Type and Placement
Materials on site are considered acceptable for re-use and fill. Fill should be placed in level lifts and be compacted
at least 90% of the maximum dry density as defined by ASTM D1557. Using hand held equipment such as
jumping jacks or plate compactors, the loose lift thickness should not exceed 6 inches. If larger equipment, such
as a hoe-pack is used to compact backfill, loose lifts up to 12 inches thick may be used.
Earthwork Recommendations for Wet Weather
Near surface soils appear to have relatively high fines content(greater than approximately 5% by weight) based
on our visual-manual observations. These soils will be sensitive to increases in moisture content and will be
difficult to compact to a firm, unyielding condition if the moisture content is more than approximately 4 percentage
points above or below the optimum moisture content as defined by the point at which the soil reaches its peak dry
density in an ASTM D1557 test. If earthwork is planned during times of prolonged inclement weather, we
recommend importing a clean, free-draining material, or backfilling excavations with lean-mix concrete.
Measures for temporary erosion control may be required if work will occur during periods of wet weather. If
necessary, guidelines can be found in Section III-1 —Choosing Your Source Control BMPs of the Stormwater
Management Manual for Western Washington (June 2024).
Site Specific Recommendations
Helical Piers
It is our understanding that the proposed project consists of providing additional support for the foundation of the
existing structure using helical piers. Based on our gathered geological information and engineering analyses, a
helical pier system as presented on the foundation plan is a suitable method for stabilizing the existing foundation
of the building located at the subject site.
Helical Pier Design and Vertical Capacity
Helical pers used to support the vertical loads of the structure through connection to the existing foundation shall
be installed to a minimum depth of 5 ft. Specific termination criteria for helical pier underpinning will be a function
of the specific design demands and the size of the pier required to support the forces. The axial capacity of the
helical piers should include a minimum factor of safety of 2.0. Underpinning as outlined shall halt further vertical
settlement of the structure at the underpinned locations if the anchors are installed per the enclosed
requirements. Installation of these anchors in no way provides support of the remainder of the structure.
Helical pers embedded into surrounding very dense glacial till materials may be designed using an average SPT
value of 50 blows per foot.
Helical Pier Lateral Capacity
It should be noted that the lateral resistances of the structure be checked after completion of underpinning due to
the reduction of sliding resistance through base friction of the structure at the helical pier location(s). Piers
themselves will not provide substantial lateral resistances.
Horizontal forces on the structure may be resisted by a combination of friction resistance against the base of the
structure and passive pressures developed against buried portions of the structure. The coefficient of sliding
resistance for the existing footings may be estimated as 0.40. This value includes a factor of safety (FS) of 1.5.
Passive pressures may develop on buried portions of the structure to assist in lateral resistances. An allowable
passive pressure of 350psf may be used for portions of the building embedded into very dense glacial till (FS =
1.5). Passive pressures should be neglected in the upper 2 feet of embedment, however the dead weight of the
soils and structures in the upper 2 feet may be considered to improve passive resistance.
Helical Pier Observations and Testing
Continuous special inspection is required during installation per 2021 SBC Section 1810.4.12. Load testing shall
be performed in accordance with ASTM Method D1143 (Quick Method) on 20 percent of helical piers but not less
than one (1) pier 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 DL. Incremental loading shall be in accordance with the following schedule.
Test Loading Schedule Hold Time Max Deflection
AL .10 DL Max 0 min. N/A
0.25 DL Until Stable N/A
0.50 DL Until Stable N/A
0.75 DL Until Stable N/A
1.00 DL Until Stable N/A
1.25 DL Until Stable N/A
1.50 DL Hold for Creep Test (See Below) 0.04 inches
1.25 DL Until Stable N/A
1.00 DL Until Stable N/A
0.75 DL Until Stable N/A
0.50 DL Until Stable N/A
0.25 DL Until Stable N/A
AL Until Stable N/A
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.
Shallow Foundation Bearing Capacity(Intellijacks)
Shallow foundations supporting new and existing beams under the structure can be designed for the following
parameters:
• Maximum Allowable Bearing Capacity: 8ksf—foundations bearing on Soil Type 3
• Minimum Embedment into Surrounding Soils: 24 inches
• Minimum Dimensions of Foundation: 18" square
• Coefficient of Sliding Resistance(Allowable): 0.40—for foundations cast directly against native materials,
Factor of Safety of 1.5 included.
• Passive Resistance (Allowable): 350pcf
• Estimated settlements: Less than 1" total, less than 1/2' differential (over a 50' span)
These values assume that the recommendations in the Earthwork section of this report are observed. If weak
soils are observed at the base of foundation excavations, the unsuitable materials should be removed to expose
bearing soils and the void should be filled with either lean or structural concrete. During construction of shallow
foundations, care should be taken not to disturb the foundation subgrade. If the foundation subgrade is disturbed,
then the disturbed area should be overexcavated and the void should be filled with either lean or structural
concrete.
Limitations and Closure
This report has been prepared for the exclusive use of Angie Friauf and their design consultants relative to
maintaining the subject site. No portion of this report may be used by other parties or for other purposes. The
exploratory work was performed on the northern perimeter of the existing building. SFA considered a number of
unique, project-specific factors when establishing the scope of services for this report. This report has not been
prepared for use by other parties, and may not contain sufficient information for the purposes of other parties.
Our findings were obtained in accordance with generally accepted current professional principles and local
practice in geotechnical engineering and reflect our best professional judgment based on experience and
gathered data. It is to be understood that geotechnical information is characterized by a degree of uncertainty.
Judgments rendered meet current professional standards; no other warranty is issued, either expressed or
implied. The findings contained in this report are based upon our evaluation and interpretation of the information
obtained from the limited number of test borings and the results of laboratory testing and engineering analysis.As
part of the engineering analysis it has been assumed, and is expected, that the geotechnical conditions that exist
across the area of study are similar to those encountered in the borings. However, no warranty is expressed or
implied as to the conditions at locations or depths other than those explored. If a period of one year elapses since
preparation of this report, the geotechnical consultant should verify the current site conditions, and provide any
additional recommendations(if necessary)prior to construction.
Thank you for the opportunity of providing our services to you on this project.
Sincerely,
SFA Design Group, Inc.
O ��CISTERF'�
SIGNAL ECG,
Tristan T. Anderson, P.E.
Principal
Attachments:
Figure-A—Site Location Map
Figure-B—Exploration Plan
Appendix A—Field Exploration Logs
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EXPLORATION PLAN Project Number: MFR25-040
680 E Treasure Island Dr,
sfa Allyn, WA 98524 FIGURE-B
Appendix A
Field Exploration Logs
Date Started: I Date Completed: ISFA Project No. Boring Log: HA-1
2/27/2025 2/27/2025 MFR25-040
Location: Drilling Subcontractor: Drill Rig:
Back yard of house SFA Design Group Hand Auger
Logged by: Checked by: Drill Bit: Drill Diameter:
D. Hawthorne TTA Hand Auger 2 inches
Drill Crew: Total Depth: Hammer Type: Hammer Wt(lb) 1Hammer Drop(in)
N/A 2.8 feet Army Corps DCP 17.6 22
Depth to Groundwater Latitude: Longitude:
N/A 47.53044 -122.21919
0
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E
w '- 3 Z o
(U o M a Material Description
a m . -a -
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in o 0° LA lr1
0 0 Ilopsoil-approximately 4 inches thick
0 (GP)Poorly Graded Gravel with Sand,very loose to loose,grayish brown,moist,rounded to subrounded
0
0
1 0
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0
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2
i6 S-2 (SM)Silty Sand,loose to very dense,brown,moist
REF DCP and Hand Auger refusal at approximately 2.8 feet below ground surface
3
4
5
6
7
8
9
10
11
12
13
Project: Friauf Residence
Location: 680 East Treasure Island Drive
Allyn,Washington 98524
Sheet 1 of 1
Date Started: I Date Completed: SFA Project No. Boring Log: HA-1a
2/27/2025 2/27/2025 MFR25-040
Location: Drilling Subcontractor: Drill Rig:
Three feet from HA-1 SFA Design Group Hand Auger
Logged by: Checked by: Drill Bit: Drill Diameter:
D. Hawthorne TTA Hand Auger 2 inches
Drill Crew: Total Depth: Hammer Type: Hammer Wt (Ib) Hammer Drop (in)
N/A 2.8 feet Army Corps DCP 17.6 22
Depth to Groundwater Latitude: Longitude:
N/A 147.53044 1-122.21919
v
00
3 E z O
J
v o ru a Material Description
a m - a -
CL E a Y E ro
0 ° DCP only-no soil samples
0
1 1
0
1
2
2 2
z
3
4
17 DCP refusal at approximately 2.8 feet below ground surface
REF
3
4
5
6
7
8
9
10
11
12
13
Project: IFriauf Residence
Location: 680 East Treasure Island Drive
Allyn,Washington 98524
Sheet 1 of 1
Angie Friauf
BLD2025-00440
5FAfoundation repair
design Group
a cxi STRUCTURAL ENGINEERING [Xl
STRUCTURAL CALCULATIONS
Friauf Residence Underpinning
680 E Treasure Island Dr, Allyn, WA 98524
Matvey Foundation Repair
SITEY S. F
SITE
C0PY .e6 407 40 �v'
� ��OIST�� �
SSIONAL ��G
( COPY
EXPIRES: 12/24/26
Engineering and Architectural Drawings
Construction must match all designs and specifications of the
Architectural and or the Engineering requirements OR a stamped letter of
approval must be provided from the design professional responsible for
the work that has been altered.—NOTE:Structural engineering shall
supersede Mason County'Typical"notes for structural Items."'
Plans to be kept on site
These plans must be on the job site
for inspection
LIMITATIONS
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.
Project No. MFR25-040
April 7, 2025
Changes
Submit changes for approval
prior to performing work
SFA Design Group, u.r
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS PROJECT NO. SHEET NO.
MFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Helical Pier Design Requirements SF
Structural Narrative
The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 2-story
residence located in Allyn,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.
Pier sections are continuously hydraulically torqued 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, , and concrete foundation Underpinning the structure will remove
lateral resistance provided by soil friction acting on the concrete foundation Lateral resistance will be provided by passive earth
pressures acting on concrete backfills encasing piers and 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 2021 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
360-16. Concrete foundation span capacities have been analyzed per AC1318-19. Bracket fabrication welding has been performed
byAWS D1.1 qualified welders.
(General
Building Department City of Allyn
Building Code Conformance(Meets Or Exceeds Requirements)
2021 International Building Code(IBC)
2021 International Residential Code(IRC)
2021 Washington Building Code
2021 Washington Residential Code
Dead Loads
Roof Dead Load 15.0 psf
Floor Dead Load 15.0 psf
Wood Wall Dead Load 12.0 psf
Interior Wall Dead Load 9.0 psf
Deck Dead Load 12.0 psf
CMU Wall Dead Load 81.0 psf
Concrete 150.0 pcf
Live Loads
Roof Snow Load 25.0 psf
Deck Live Load 60.0 psf
Floor Live Load (Residential) 40.0 psf
• SFA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
• Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Project Layout SF
Project Layout(See S2.1 for Enlarged Plan)
A B
32'-0"
- - - - -W- - - - -
-
-(E) DECK
2'-0" 6'-0" 6'-0" 6'-0 i
o �
L6x6x3/gx4'-0"
i STEEL ANGLE LEDGER
E1IxII
J II
o
II
� III
I
N
(E) CRAWL F -1
SPACE �- -1 I
_• (E) FLOOR
ABOVE
SFA Design Group, LL[ PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Design Loads SF
Worst Case Vertical Design Loads(Gridline A)
Tributary Width To Pier= =6.00 ft
Load Type Design Load Tributary Length Line Load
RoofL_ (15 psf) (4.00 ft) =60 plf Dead Load 3.616 kips
RoofSL= (25 psf) (4.00 ft) =100 plf Floor Live Load 0.480 kips
1stFloorDL= (15 psf) (2.00 ft) =30 plf Roof Snow Load 0.600 kips
1stFloorLL= (40 psf) (2.00 ft) =80 plf Controlling ASD Load Combination:
InteriorWallDL _ (9 psf) (2.00 ft) = 18 plf D+0.75L+0.75S
ExteriorWaIIDL = (12 psf) (9.00 ft) = 108 plf
CMU StemwallDL= (81 psf) (40.00 in) =270 plf
FootingDL= (150 pcf) (8.00 in) (14.00 in) = 117 plf
Max Vertical Load to Worst Case Pier 4.426 kips
Max Unsupported Ftg Span from Arching Action 8.00 ft
SFA Design Group, u.c
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Design Loads SF
(Worst Case Vertical Design Loads(Gridline 1)
Tributary Width To Pier= =6.00 ft
Load Type Design Load Tributary Length Line Load
RoofL_ (15 psf) (14.00 ft) =210 plf Dead Load 4.948 kips
RoofSL= (25 psf) (14.00 ft) =350 plf Floor Live Load 2.220 kips
1 stFloorDL= (15 psf) (4.00 ft) =60 plf Roof Snow Load 2.100 kips
1 stFlooru= (40 psf) (4.00 ft) =160 plf Controlling ASD Load Combination:
DeckDL= (12 psf) (3.50 ft) =42 plf D+0.75L+0.75S
Decku= (60 psf) (3.50 ft) =210 plf
InteriorWallDL _ (9 psf) (2.00 ft) =18 plf
ExteriorWallDL _ (12 psf) (9.00 ft) = 108 plf
CMU StemwallDL_ (81 psf) (40.00 in) =270 plf
FootingDL_ (150 pcf) (8.00 in) (14.00 in) = 117 plf
Max Vertical Load to Worst Case Pier 8.188 kips
Max Unsupported Ftg Span from Arching Action 8.00 ft
Steel Beam Project File:2025.03.20 Friauf Residence Calculations.ec6
LIC#:KW-06015057,Build:20.22.12.28 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022
DESCRIPTION: 4' STEEL ANGLE
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method Allowable Strength Design Fy:Steel Yield : 36.0 ksi
Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Vertical Leg Up D(1.390)L(0.510)S(o-6120)
D( 50 Lip 7O)S(O_35
L6x6x3/8
fr.____.—.__.___.— Span=-IL SR ft --
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D=0.8250, L=0.370, S=0.350 k/ft
Load(s)for Span Number 1
Point Load : D= 1.390, L=0.510, S=0.6120 k @ 1.580 ft
DESIGN SUMMARY •
Maximum Bending Stress Ratio = 0.784: 1 Maximum Shear Stress Ratio= 0.151 : 1
Section used for this span L6x6x3/8 Section used for this span L6x6x3/8
Ma:Applied 5.230 k-ft Va:Applied 4.388 k
Mn/Omega:Allowable 6.669 k-ft Vn/Omega:Allowable 29.102 k
Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S
Location of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.004 in Ratio= 9,116 >=360
Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Span: 1 :S Only
Max Downward Total Deflection 0.015 in Ratio= 2457 >=240. Span: 1 :+D+0.750L+0.750S
Max Upward Total Deflection 0.000 in Ratio= 0 <240.0
Vertical Reactions Support notation:Far left is# Values in KIPS
Load Combination Support 1 Support 2
Max Upward from all Load Conditions 4.388
Max Upward from Load Combinations 4.388
Max Upward from Load Cases 2.694
D Only 2.694
+D+L 3.788
+D+S 3.859
+D+0.750L 3.514
+D+0.750L+0.750S 4.388
+0.60D 1.616
L Only 1.095
S Only 1.165
SFA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Desi n Loads SF
Worst Case Vertical Design Loads(Gridline Jacks Worst Case)
Tributary Width To Pier= = 1.00 ft
Load Type Design Load Tributary Length Line Load
1stFloorDL= (15 psf) (8.50 ft) = 128 plf Dead Load 0.204 kips
1 stFlooru= (40 psf) (8.50 ft) =340 plf Floor Live Load 0.340 kips
InteriorWaIIDL _ (9 psf) (8.50 ft) =77 plf Roof Snow Load 0.000 kips
Controlling ASD Load Combination:
D+L
General Beam Analysis Project File:2025.03.20 Friauf Residence Calculations.ec6
LIC#:KW-06015057,Build:20.22.12.28 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022
DESCRIPTION: Jack Load Analysis (Worst Case)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 11.250 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4
Span#2 Span Length = 6.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4
Span#3 Span Length = 3.840 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4
D(0.2040)L(0.340)
X X X
Span= 11.250 ft Span=6.0 ft Span=3.840 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D =0.2040, L=0.340 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending= 6.480 k-ft Maximum Shear= 3.636 k
Load Combination +D+L Load Combination +D+L
Span#where maximum occurs Span# 1 Span#where maximum occurs Span#1
Location of maximum on span 11.250 ft Location of maximum on span 11.250 ft
Maximum Deflection
Max Downward Transient Deflection 0.024 in 5620
Max Upward Transient Deflection -0.002 in 29384
Max Downward Total Deflection 0.038 in 3512
Max Upward Total Deflection -0.004 in 18365
Vertical Reactions Support notation:Far left is# Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
Overall MAXimum 2.484 6.363 1.557 1.068
Overall MiNimum
D Only 0.931 2.386 0.584 0.401
+D+L 2.484 6.363 1.557 1.068
+D+0.750L 2.096 5.369 1.314 0.901
+0.60D 0.559 1.432 0.350 0.240
L Only 1.552 3.977 0.973 0.668
5FA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Grip-Tite Helical Pier System SF
Design Input REEACTIo
Pier System Designation= GTRDS2875 PIER CAP WITH
Finish Type= Galvanized THREADED R0D (E) STEMWALL
S
Vertical Load to Pier,PTA= 8.188 kips AND FOOTING
Minimum Installation Depth, L= 10.000 ft PIER—
Unbraced Length, I= 1.000 ft
Eccentricity,e= 4.250 in EXTERNAL SLEEVE
Friction Factor of Safety,FS= 2
Normal Surface Force, Fn= 4.094 kips BRACKET— H,.
Vertical Component of Tieback,PTB= 0.000 kips VATI0N 1 I I 111I I IF
EXCA
Design Load(Vertical+Tieback),PDT= 8.188 kips
+MomentEccentricity= 34.799 kip-in =1I III—III-
-MomentTieback= 0.000 kip-in I =III
-MomentFriction= 0.000 kip-in III—IIII
II —�I—
II
iT
Design Moment, Momenta,erDL= 34.799 kip-in =III—III—III=
Sleeve Property Input I _I I—� 11-1 I I—III—
Sleeve Length= 24.000 in it z I I - I
Design Sleeve OD= 3.434 in ,� I (—
Design Wall Thickness= 0.183 in Z IL11III—i
r= 1.151 in 1
Note: Sleeve reduces bending stress on main z IIIIIII
A= 1.871 in
pier from eccentricty _ _ =HELIX BLADE (D3)
S= 1.444 in' I IIii
II
Z= 1.938 in' .
= 2.480 in° I I II I
E= 29000 ksi
Fy= 50 ksi I
Pier Property Input I 1 I—_ —HELIX BLADE (D2)
Design Tube OD= 2.803 in 1 I III I
Design Wall Thickness= 0.226 in lI III I I 1=1 I II
k= 2.10 II11�II �IIII�I►'
r= 0.915 in __
A= 1.829 in2 — — HELIX BLADE (D1)
Note: Design thickness of pier and sleeve based c= 1.401 in
on 93%of nominal thickness per A/SC and the i— —
ICC-ES AC358 based on a corrosion loss rate of S= 1.092 in, — I
50 years for zinc-coated steel Z= 1.504 in'
I= 1.530 in° Note:Section above is a general representation of piering system,
E= 29000 ksi refer to plan for layout and project specific details.
Fy= 50ksi
Pier Output Per RISC 325-11 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r= 27.55 OK, <200 §E2
Note: Flexural design capacity based Fe= 376.864 ksi §(E3-4)
on combined plastic section modulous 4.71"(E/Fy)5= 113.43 §E3
of pier and sleeve Fcr= 47.299 ksi §(E3-2&E3-3)
Pc= 86.5 kips §(E3-1)
Safety Factor for Compression, Oc= 1.67
Allowable Axial Compressive Strength, Pn/f2,= 51.8 kips §E1
Actual Axial Compressive Demand, Pr= 8.188 kips
D/tpief= 12.4 OK, <.45E/Fy §F8
Mp= 172.1 kip-in §(F8-1)
Safety Factor for Flexure,Ob= 1.67
Allowable Flexural Strength, Mn/i2b= 103.1 kip-in §F1
Actual Flexural Demand, Mr= 34.8 kip-in
Combined Axial &Flexure Check= 0.42 OK §(H1-la&1b)
Helix Properties and Capacity
FYh= 36 ksi
Fbh=0.75*Fyh= 27.000 ksi
Di = 10 in Al =p*D12/4= 78.5 in'
ti = 0.375 in Si = 1*t12/6= 0.023 in'
Q1 =Ai*wl = 7.7 kips wi = 0.098 ksi
D2= 12 in A2=p*D22/4-p*(Tube OD)2/4= 106.9 in'
t2= 0.375 in S2= 1*t22/6= 0.023 in'
Q2=A2*W2= 6.4 kips W2= 0.060 ksi
D3= 0 in A3=p*D32/4-p*(Tube OD)2/4= 0.0 in'
t3= 0.000 in S3= 1*t32/6= 0.000 in3
Q3=A3*W3= 0.0 kips W3= 0.000 ksi
EQ= 14.1 kips OK
Helix Weld to Pier Capacity
E70 Electrodes= 70 ksi
Size of Fillet Both Sides= 0.250 in
Capacity of Fillet Both Sides= 7.424 kli
RI = 0.352 kli Weld OK
R2= 0.275 kli Weld OK
R3= 0.000 kli
Soil-Individual Bearing Method-Cohesive
Factor of Safety= 2.0
Blow Count, N= 18
�Ah=Al+A2+A3= 1.3 ft'
Cohesion,c= 2.250 ksf
N�= 9
Q,,=ZAh(cNC)= 26.081 kips
Qa,compression/tension=Qu/FS= 13.041 kips OK
Soil-Individual Bearing Method-Non-Cohesive
Factor of Safety, FS= 2.0
y= 110 pcf
0= 32°
Depth of Helix, Di = 9.500 ft
Depth of Helix, D2= 7.000 ft
Depth of Helix, D3= 0.000 ft
q'i =y*D1 = 1045.0 psf
q'2=y*D2= 770.0 psf
q'3=y*D3= 0.0 psf
Nq= 1+0.56(12*0)°1 = 20.04 (for 0=32°)
Q1 =A1(q'iNq)= 11.421 kips
Q2„=A2(q'2Nq)= 11.458 kips
O;=A33(q'3Nq)= 0.000 kips
Qa,compression/tension=LQu/FS= 11.439 kips OK t Non-Cohesive Controls
Soil-Torque Correlation Method-Verification
Factor of Safety, FS= 2.0
Design Work Load, DL= 8.188 kips
Emperical Torque Correleation Factor, Kt= 9 ft-'
Final Installation Torque,T= 1820 lb-ft
Ultimate Pile Capacity, Qu= 16.376 kips
Allowable Pile Capacity,Qa= 8.188 kips OK
Results
Max Load To Pier=Design Load=8188 lb
2.875"Diameter Pipe Pier with 0.262"Thick Wall
3.5"Diameterx24"Min Long Pipe Sleeve With 0.216"Thick Wall
0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side of Helix to Pier
Minimum 10'-0"Installation Depth And Minimum 1900 lb-ft Installation Torque
5FA Design Group. lLl C
PROJECT NO. SHEET NO.
STRUCTURAL I CIVIL I LAND USE PLANNINGfMFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Groundworks GTFP3BA Bracket SF
Capacity of 3/4"Q ASTM A193 GRB7(105ksi)Threaded Rod
T1 = 10
D= 0.750 in
Ft= 105 ksi
At= 0.334 in2
Capacity= 35.118 kips
(Capacity of Weld at Alignment Tube
E70 Electrodes= 70 ksi
Size of Fillet= 0.250 in
Length of Weld= 5.000 in
Capacity of Per Inch of Fillet= 3.712 kli
Capacity of Fillet= 18.562 kips .4 Limiting System Factor
I Capacity of/s"Plate m
At= 1.875 in2
Ft= 21.600 ksi (Note:Reference Details on Structural Plans Sheets S4.1-S4.3 For
T= 40.500 kips Additional Information)
S= 1.563 in'
Fb= 27.000 ksi
RMAx= 18.750 kips
Fv= 14.400 ksi
VALLOW= 37.800 kips
I Results
Capacity of System(2 Sides)=18.562(2)=37.124 kips(Bracket Only)
SFA Design Group, ui
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Seismic Design Criteria SF
ASCE 7-16 Chapters 11& 13
- Soil Site Class= D(Default) Tab.20.3-1, (Default=D)
Response Spectral Acc.(0.2 sec)Ss= 157.50%g =1.575g Figs.22-1,22-3,22-5,22-6
Response Spectral Acc.(1.0 sec)S,= 56.40%g =0.564g Figs.22-2,22-4,22-5,22-6
Site Coefficient Fa =1.200 Tab. 11.4-1
Site Coefficient F =1.737 Tab. 11.4-2
Max Considered Earthquake Acc.SMS= Fa.S, =1.890g (11.4-1)
Max Considered Earthquake Acc.SM,= F,,.S1 =0.980g (11.4-2)
@ 5%Damped Design SOS=2/3(Ss) =1.260g (11.4-3)
SD1=2/3(SM,) =0.653g (11.4-4)
Risk Category= II,Standard Tab. 1.5-1
Flexible Diaphragm §12.3.1
Seismic Design Category for 0.1 sec D Tab. 11.6-1
Seismic Design Category for 1.0 sec D Tab. 11.6-2
Si <0.75g N/A §11.6
Since Ta<.8Ts(see below),SDC=0 Exception of§11.6 does not apply
§12.8 Equivalent Lateral Force Procedure A.BEARING WALL SYSTEMS Tab. 12.2-1
Seismic Force Resisting System(E-W) 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
Seismic Force Resisting System(N-S) 15.Light-framed(wood)walls sheathed with wood structural panels rated for shear resistance or steel sheets
Ct= 0.02 x= 0.75 Tab. 12.8-2
Structural height h5= 24.0 ft Structural Height Limit=65.0 ft Tab. 12.2-1
C5= 1.400 for SD1 of 0.653g Tab. 12.8-1
Approx Fundamental period,Ta= C1(h )" =0.217 (12.8-7)
TL= 16 sec Figs.22-14 through 22-17
Calculated T shall not exceed≤ CuTa =0.304
Use T=I= 0.22 sec
0.8T5= 0.8(SD1/SDs) =0.415 Exception of§11.6 does not apply
Is structure Regular&≤5 stories? Yes §12.8.1.3
Max Sds 5 1.0
E-W NS
Response Modification Coefficient R= 6.5 6.5 Tab. 12.2-1
Over Strength Factor Q.= 2.5 2.5 (foot note g)
Importance factor le= 1.00 1.00 Tab. 11.5.1
Seismic Base Shear V= CS W C (12.8-1)
CS= Sn =0.194 Snc =0.194 (12.8-2)
Rile Rile
or need not to exceed,Cs= Sn+ =0.463 S^, =0.463 For T 5 TL (12.8-3)
(R/le)T (R/le)T
or Cs= S^,T, N/A S",T, N/A For T>TL (12.8-4)
T2(R/le) TZ(R/le)
Min Cs= 0.5S1 15/R N/A 0.5S11e/R N/A For S,≥0.6g(12.8-6)
Use Cs= 0.194 0.194
Design base shear V== 0.194 W 0.194 W
1
• 5FA Design Group.u.c
STRUCTU G RAL I EOTECHNICAL I SPECIAL INWECT10P6 PROJECT NO. SHEET NO.
IMFR25-040
PROJECT DATE
• Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Wind Design Criteria SF
[Wind Analysis for Low-rise Building,Based on ASCE 7-16
INPUT DATA
Exposure category(26.7.3) B
Basic wind speed(26.5.1) V = 97 mph
Topographic factor(26.8&Table 26.8-1) Kn = 1.00 Flat
j ii1 [
Building height to eave he = 18 ft c`
Building height to ridge hr = 24 ft
Building length L = 39 ft
Building width B = 32 ft 1 B 1
Ground Elevation Above Sea Level E= 19 ft
(Velocity pressure
qh=0.00256 Kh Kzt Kd Ke VA2 = 14.33 psf
where: qh=velocity pressure at mean roof height,h.(Eq.26.10-1 &Eq.30.3-1)
Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.26.10-1) = 0.700
Kd=wind directionality factor.(Tab.26.6-1,for building) = 0.85
Ka=ground elevation factor.(Tab.26.9-1) = 1.00
h=mean roof height = 21.00 ft
<60 ft,Satisfactory (ASCE 7-10 26.2.1)
Design pressures for MWFRS
p=qh[(G CPf)-(G CPi)] Pmin= 16 psf for wall area(28.3.4)
where: p=pressure in appropriate zone.(Eq.28.3-1). pmin= 8 psf for roof area(28.3.4)
G Cp f=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.3-1)
G Cp i=product of gust effect factor and internal pressure coefficient.(Tab.26.13-1,Enclosed Building)
= 0.18 or -0.18
a=width of edge strips,Fig 28.3-1,note 9, MAX[MIN(0.1B,0.1L,0.4h),MIN(0.04B,0.04L),31 = 3.20 ft
INet Pressures(psf),Load Case A
Roof an le 0 = 20.56 Roof angle 0 = 20.56
Surface Net Pressure with Surface Net Pressure with
G Cp r (+GCp i) (-GCp i) G Cp r (+GCp i) (-GCp i)
1 0.53 10.20 5.04 1 -0.45 -3.87 -9.03
2 -0.64 -6.59 -11.75 2 -0.69 -7.31 -12.47
3 -0.48 -4.26 -9.42 3 -0.37 -2.72 -7.88
4 -0.43 -3.54 -8.69 4 -0.45 -3.87 -9.03
1E 0.79 13.96 8.80 5 0.40 8.31 3.15
2E -1.00 -11.69 -16.85 6 -0.29 -1.58 -6.74
3E -0.59 -5.83 -10.99 1E -0.48 -4.30 -9.46
4E -0.63 -6.47 -11.62 2E -1.07 -12.76 -17.91
3E -0.53 -5.02 -10.18
4E -0.48 -4.30 -9.46
5E 0.61 11.32 6.16
6E -0.43 -3.58 -8.74
S
I 18
s
E �` 4
roiesorc
df�.ti01
Loos Case A(Transverse) Load Case B(Langitudirwl)
Basic Load Cma
SFA Design EI-Q14. uc
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Existing Lateral Resistance Along Gridline A SF
(Footing/Foundation Wall Section Properties b
Foundation Width,b= 3 i
Foundation Depth,d= 32 in
Int Buried Footing Depth,df= 8 in r
AS OCCURS(NOT
Ext Exposed Footing Depth,dexp= 14 in
CONSIDE FOR
Cross Sectional Area,A= 256 in' CONSIDERED
NT
Modulus,Sx= 341 in3 MOMENT OR
SHEAR CAPACI
Gross Moment of Inertia,l9= 21845 in'
Assumed Conc,fc= 2000 psi
iFooting/Foundation Wall Moment&Shear Capacity Per ACI318-14
Conc Modulus of Rupture,fr= 335 psi §19.2.3.1
Cracking Moment,Mcr=S'fr= 9.5 k-ft
Flexure Reduction Factor,(0= 0.65 §21.2.2 a a
Design Moment,4Mcr= 6.2 k-ft
Shear Strength,Vc= 22897 lbs §22.5.5.1
Shear Reduction Factor,c1 = 0.75 §21.2.1
Design Shear,0.54Vc= 8587 lbs
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 A)
Effective Friction Angle= 29°
Passive Coefficient,Kp=tanA2*(45+O'/2)
Kp= 2.88
Soil Unit Weight,7= 110 pcfP=��Y= 317 pcf
STEMWALL
Passive Pressure,P EXT GRADE
_
Ext Buried Soil Depth,de=d-12"-dexp= 0.5 ft FOOTING N7 GRADE
Int Buried Soil Depth,di=df-12"= 0.0 ft I I
A=PP*(de)= 79 psf
B=PP'(d,)= 0 psf
We#=A`de/2=40 plf RPM
A • B
win,=B*d/2= 0 pit
(Footing/Foundation Wall Loading
Note: Reference design w«:.
loads page of calculation Note:Section about is a general representation of a
package for load i i 1 1 1 1 1 concrete footing.Refer to plans for specific details
combinations. }}
L
1
Exterior Length Due to Moment,Lea=I(8*$*fr*lye,Q/(yt*we,Q)/2= 5.00 ft
Interior Length Due to Moment,L,,t=�(8`I*fr`Igint/(Yt*wef9)/2= 0.00 ft
Exterior Length Due to Shear,Le,,=0.5t¢V,t/we,a=5.00 ft
Interior Length Due to Shear,L„t=0.54V jwint= 0.00 ft
Rpe,a=we,a`Le,a= 198 lbs
RPint=wins*Lint= O lbs
Lateral Capacity,Rp=RpB,+Rpint= 198 lbs
ISlab on Grade Frictional Resistance
Slab Along This Line= No
IFooting Frictional Resistance Along Gridline A
Unpiered Portion of Gridline A=Yes
Coeficient of Soil Friction=0.30
Length of Resisting Line= 10 ft
Dead Load Above= 603 pIf
Soil Friction VRESIST= 1808 lbs
Total available resistance along Gridline A=1981bs+Olbs+18081bs+Olbs+Olbs=20061bs
5FA Design Croup, LLC
PROJECT
STRUCTURAL I GEOTECHNICAL I SPECI IMFR25_040SHEET NO.
AL INSPECTIONS
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Lateral Design Loads Along Gridline A SF
Wind Base Shear Along Gridline A
Loading Direction: Transverse
End Zone (1 E+4E) = 16.0 psf Zone (1+4)= 16.0 psf
Tributary Width = 6.40 ft Tributary Width = 9.60 ft
Tributary Height= 18.00 ft Tributary Height= 18.00 ft
End Zone (2E+3E) 8.0 psf Zone (2+3) 8.0 psf
Tributary Width = 6.40 ft Tributary Width = 9.60 ft
Tributary Height= 6.00 ft Tributary Height= 6.00 ft
a = 3.20 ft
Design base shear VWIND= 5376 lbs
ASD(60%) base shear VWIND= 3226 lbs /Wind Controls
Y 1
air e` '•
Muk"m CUI�1[t 1E
1E S
I�OZltL
w0 LAlCh711 1100 O�CMN
Load Case A (Transverse) Load Case B(Longitudinal)
Basic Load Coses
(Seismic Base Shear Along Gridline A
RoofDL = (15 psf) (18.00 ft) = 270 plf
WaIIDL _ (12 psf) (4.50 ft) = 54 plf
StemwallDL_ (81 pcf) (8.00 in) (40.00 in) = 180 plf
FootingDL= (150 pcf) (8.00 in) (14.00 in) = 117 plf
PerpWallsDL _ (12 psf) (4.50 ft) (32.00 ft) = 1728 lb
Design base shear VsEisMIc= 3463 lbs Base shear = 0.194 W
ASD(70%) base shear VsEis= 2424 lbs Wind Controls Trib Length = 26 ft
Worst Case Lateral Load Along Gridline A= 3226 lbs
Total Available Lateral Resistance Along Gridline A= 1824 lbs
Additional Lateral Resistance of 1402 lbs Required
SFA Design Group, ux
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECFNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
4/7/2025
SUBJECT BY
Concrete Backfill(s)Along Gridline A SF
Backfill Information
Backfill Type= Polyurethane Foam
Concrete Backfill Dimensions
Effective Friction Angle= 26*
Passive Coefficient,Kp= tan A2*(45+0'/2) a sI r
Kp= 2.57 v SH rarer
Passive Pressure,Pp= 2.57*100=257 pcf
Cohesion,c'= 1500 psf
Soil Unit Weight, = 100 pcf
Depth of Backfill,d = 2.0 ft II _ _ II 0OU4
Width of Backfill,w = 1.5 ft
Depth to Backfill,r= 2.0 ft j t
Soil Neglected= 1.0 ft _
Backfill Depth Below Grade= 4.0 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure at Base,op =Pp*(d+r)
256.8pcf*(4 ft)=0p'= 1027 psf
Lateral Capacity/Pier,Rp =((A+B)/2)*d
Rp=((A+B)/2)*d=((770 pif+1541 plf)/2)*2 ft=2311 lbs
1 ft NEGLECTED
Depth to Backfill-1 ft=1 ft
A= (Kp*y*r)*w= 770 plf
Rp=2311 2311 lbs
Depth of Backfill d=2 ft
B=(Kp*y*(r+d))*w= 1541 plf
027 psf
LOADING DIAGRAM PER PIER
Lateral Resistance per Pier
Concrete Backfill Spacing= 12.0 ft (8B)
P-Multiplier 1st Backfill= 1.00 Per AASHTO TABLE BELOW
P-Multiplier 2nd Backfill= N/A (INTERPOLATION OK)
P-Multiplier Other Backfills= N/A
Number of Piers to Be Backfilled= 1 pier(s)
Lateral Resistance of 1st Backfill= I*2311 lbs=2311 lbs
Lateral Resistance of 2nd Backfill= N/A
Lateral Resistance of Other Backfills= N/A
Tate 157.L41—PRe P4AWIIO P,for Makiple Rwr An from Ha.Ig._d aL N
loading) IPile CIC'spacing on the direction of P-M Refs.P.
Row l Row 2 _Row3 adhighsI
3B 0.8 0.4 0.3
SB 1.0 0.85 0.7
Total Lateral Resistance of Plering System
Lateral Resistance=1st Backfill+2nd Backfill+Other Backfills+Slab+Unpiered+Passive Pressure on Footing+Pier Passive
Total Lateral Resistance=2311lbs+Olbs+01bs+0 lbs+1808 lbs+198 lbs+0 lbs=4317 lbs
Factor of Safety= 1.1
Allowable Resistance= 3925 lbs >3226 lbs OK
Polyurethane Foam Capacity
Compressive Strength of Foam= 67.0 psi
Diameter of Pier= 2.875 in 0
Area of Pier Bearing on Foam= 69.00 in'
Bearing Strength of Pier on Foam= 4623 lb
Factor of Safety= 2.0
Bearing Strength of Pier on Foam= 2312 lb OK,Soil Bearing Controls
SFA Design brou�p, u.c 1PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT jBV
Existing Lateral Resistance Along Gridline 1 1SF
(Footing/Foundation Wall Section Properties b
Foundation Width,b= 8 in
Foundation Depth,d= 32 in
Int Buried Footing Depth,dt= 8 in
AS OCCURS(NOT
Ext Exposed Footing Depth,dexp= 14 in
CONSIDERED FOR
Cross Sectional Area,A= 256 in2
MOMENT OR
Section Modulus,S.= 341 in3
SHEAR CAPACI
Gross Moment of Inertia,l9= 21845 in'
Assumed Conc,fc= 2000 psi
IFooting/Foundation Wall Moment&Shear Capacity Per AC1318-14 'o
Conc Modulus of Rupture,fr= 335 psi §19.2.3.1
Cracking Moment,Mcr=S*fr= 9.5 k-ft
Flexure Reduction Factor,4•=0.65 §21.2.2
Design Moment,4)Mcr=6.2 k-ft
Shear Strength,Vc= 22897 Ibs §22.5.5.1
Shear Reduction Factor,4)= 0.75 §21.2.1
Design Shear,0.54)Vc= 8587 Ibs
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=29'
Passive Coefficient,Kp=tanA2*(45+0'/2)
Kp= 2.88
Soil Unit Weight,y= 110 pcf STEM WALL
Passive Pressure,Pp EXT GRADE
=�*Y= 317 pcf
Ext Buried Soil Depth,de=d-12"-dexp= 0.5 ft -
0.0 ft
i I FOOTING NT GRADE
Int Buried Soil Depth,di=df-12"= I _
A=Pp*(de)=79 psf ,:. • I t
B=Pp*(di)= 0 psf T1RPe.t RRm
we,a=A*de/2=40 pif _
wins=B*d/2= 0 plf I
Footing/Foundation Wall Loading
Note: Reference design �e t
loads page of calculation I I I Note:Section about is a general representation of a
package for load t i f r + f + 1 1 + concrete footing.Refer to plans for specific details
combinations.
Lilt t ? t1 twi
_�
L
V
Exterior Length Due to Moment,L.),=l(8*�*fr*IgBd(yt*watt)/2= 5.00 ft
Interior Length Due to Moment,Lnt=I(8*4i*fr*Ig,nt/(yt*wea)/2=0.00 ft
Exterior Length Due to Shear,Lett=0.54Ve/we#= 5.00 ft
Interior Length Due to Shear,Lit=0.54)Vjwi„t= 0.00 ft
Rp0JQ=w8.*LeJQ= 198 Ibs
RPint=wint*Lint=Olbs
Lateral Capacity,Rp=Rpeb+Rpint= 198 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line= No
Footing Frictional Resistance Along Gridline 1
Unpiered Portion of Gridline 1 = No
Total available resistance along Gridline 1 =1981bs+Olbs+Olbs+Olbs+Olbs=1981bs
SFA Design Group, u.c
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
Lateral Design Loads Along Gridline 1 SF
(Wind Base Shear Along Gridline I
Loading Direction: Transverse
End Zone (1 E+4E)= 16.0 psf Zone(1+4)= 16.0 psf
Tributary Width = 6.40 ft Tributary Width = 6.60 ft
Tributary Height= 18.00 ft Tributary Height= 18.00 ft
End Zone(2E+3E) 8.0 psf Zone(2+3) 8.0 psf
Tributary Width = 6.40 ft Tributary Width = 6.60 ft
Tributary Height= 6.00 ft Tributary Height= 6.00 ft
a = 3.20 ft
Design base shear VWIND= 4368 lbs
ASD(60%)base shear VWIND= 2621 lbs t Wind Controls
~�Otsa110M ~�
Load Case A(Transwrsa) Load Case B(Longitudinal)
Basic Load Cases
Seismic Base Shear Along Gridline I
RoofDL_ (15 psf) (14.00 ft) =210 plf
WaIlDL = (12 psf) (4.50 ft) = 54 plf
StemwallDL_ (81 pcf) (8.00 in) (40.00 in) = 180 plf
FootingDL_ (150 pcf) (8.00 in) (14.00 in) = 117 plf
PerpWallsDL_ (12 psf) (4.50 ft) (26.00 ft) = 1404 lb
Design base shear VSEISMIC= 2989 lbs Base shear = 0.194 W
ASD(70%)base shear VsEis= 2092 lbs Wind Controls Trib Length = 25 ft
Worst Case Lateral Load Along Gridline 1 =2621 lbs
Total Available Lateral Resistance Along Gridline 1 = 180 lbs
Additional Lateral Resistance of 2441 lbs Required
SFA Design Group, LLC PROJECT NO. SHEET NO
STRU(TURAL I GEOTECHNICAI 1 SPf(IAI INSPECTIONS MFR25-040
PROJECT DATE
4/7/2025
SUBJECT IBY
Concrete Backfill(s)Along Gridline 1 SF
Backfill Information
Backfill Type= Polyurethane Foam
Concrete Backfill Dimensions
Effective Friction Angle= 26'
Passive Coefficient,Kp= tan^2'(45+,'/2) o` STE t
Kp= 2.57 PN5N CO(
Passive Pressure,Pp= 2.57'100=257 pcf II Y
Cohesion,c'= 1500 psf III
Soil Unit Weight,;= 100 pcf Depth of Backfill,d = 2.0 ft III-IIEII�III-11 III-1 III— om,Nc
De
Width of Backfill,w = L5 ft
—I I EI I I-III 3 { I— I I EI I Depth to Backfill,r= 2.0 ft
P
Soil Neglected= 1.0 ft (.t.
Backfill Depth Below Grade= 4.0 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure at Base,op = Pp*(d+r)
256.8pcf*(4 ft)=crp'= 1027 psf
Lateral Capacity/Pier,Rp =((A+B)/2)*d
Rp=((A+B)/2)*d=((770 plf+1541 plf)/2)`2 ft= 2311 lbs
1 ft NEGLECTED
Depth to Backfill-1 ft=1 ft
A= (Kp*y*r)*w= 770 plf
Rp=2311 2311 lbs
Depth of Backfill d=2 It
B=(Kp'y'(r+d))'w= 1541 plf
027 psf
LOADING DIAGRAM PER PIER
Lateral Resistance per Pier
Concrete Backfill Spacing= 12.0 ft (88)
P-Multiplier 1st Backfill= 1.00 Per AASHTO TABLE BELOW
P-Multiplier 2nd Backfill= 1.00 (INTERPOLATION OK)
P-Multiplier Other Backfills= N/A
Number of Piers to Be Backfilled= 2 pier(s)
Lateral Resistance of 1st Backfill= 1 '2311 lbs=2311 lbs
Lateral Resistance of 2nd Backfill= 1 '2311 lbs=2311 lbs
Lateral Resistance of Other Backfills= N/A
Table 10.7.L4.1—Pile P.Mullipien.P.for Multiple Row Sbadiog(averaged from Hannigan N al..1006)
Pile('It sp,i Iup,iu 1l,e du,,lion of f'-MuIii Iiet^.f',,,
lo,tdim,! I Rua I I Row 2 I Row 3 aed higher
3B U8 0.4 03
SR 1.0 0.85 0.7
Total Lateral Resistance of Piering System
Lateral Resistance=1st Backfill+2nd Backfill+Other Backfills+Slab+Unpiered+Passive Pressure on Footing+Pier Passive
Total Lateral Resistance= 2311 lbs+2311 lbs+0 lbs+0 Ibs+0 lbs+198 lbs +0 lbs=4820 lbs
Factor of Safety= 1.1
Allowable Resistance= 4382 lbs >2621 lbs OK
Polyurethane Foam Capacity
Compressive Strength of Foam= 67.0 psi
Diameter of Pier= 2.875 in 0
Area of Pier Bearing on Foam= 69.00 in'
Bearing Strength of Pier on Foam= 4623 lb
Factor of Safety= 2.0
Bearing Strength of Pier on Foam= 2312 lb OK,Soil Bearing Controls
SFA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR25-040
PROJECT DATE
Friauf Residence Underpinning 4/7/2025
SUBJECT BY
IMG IJ350 IntelliJack System SF
(E) 8"x12"W000 BEAM SJ35OTP Q1/p'oO'
SJ288T1 (4) I123"WOOD SCREWS
THREADED INSERT
rP SJ10CATR THREADED ROD
INTO D THREADS MN
O w/ (4) -/,-4
ANCHOR BaTS [1 SECTION A-A w/ 10" EMBED /rSJ350 SMART JACK TT1B_E
I ± NON-SIIF'H (CUT TO LENGTH (6'-0 MAY))
GROUT f
(E) INTERIOR
GRADE
3 CLR
11C
I K
PER PLAN
Note: Section above is a general representation of intellijack system, refer to plan for layout and project specific details.
IntelliJack System = IJ350
Footing Type = Existing
Pmax = 6.363 kips
Maximum Tube Unbraced Length, dt= 10.000 ft
Maximum Threaded Rod Unbraced Length, dtr= 3.000 in
Eccentricity, emax = 1.000 in
Moment= 6.363 in-kips
Tube Properties
Design Tube OD= 3.500 in
Design Wall Thickness= 0.165 in
k= 1.00
r= 1.181 in
A= 1.729 in2
c= 1.750 in
S= 1.377 in3
I = 2.409 in4
E= 29000 ksi
Fy= 46 ksi
Tube Output
kI/r= 101.65 Slenderness OK
Cc= 111.55
F'e = 14.45 ksi
Fa = 14.06 ksi
fa = 3.68 ksi
Fb = 30.36 ksi
fb = 4.62 ksi
Cm = 1.00
fa/Fa = 0.26 Eq H1-1 and Eq H1-2
Eq H1-1 0.46611 Tube OK
Eq HI-2 0.28559 Tube OK
Eq H1-3 NA
Threaded Rod Properties
Threaded Rod Dia. = 1.250 in
k= 1.00
r= 0.313 in
A= 1.227 in2
c= 0.625 in
S = 0.192 in3
1 = 0.120 in4
E = 29000 ksi
Fy= 70 ksi
Threaded Rod Output
kl/r= 9.60 Slenderness OK
Cc = 90.43
F'e = 1619.74 ksi
Fa = 40.79 ksi
fa = 5.19 ksi
Fb = 46.20 ksi
fb = 33.18 ksi
Cm = 1.00
fa/Fa = 0.13 Eq HI-3 may be used
Eq H1-1 NA
Eq H1-2 NA
Eq H1-3 0.85 Tube OK
MAX LOAD TO INTELLIJACK= 6363LB
3.5 IN DIAMETER INTELLIJACK TUBE WITH 0.165 IN. THICK WALL AND MAX HEIGHT OF 10FT
1-1/4 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN
EXISTING FOOTING
EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT
(E) DRIVEWAY/PRIMARY S
CONSTRUCTION ACCESS
202.75' y• z orvu
;"�,. ; I ' I EXPIRES: 12/24/26
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APPROVED Q Z a
SITE PLAN MASON COUNTY DCD PLANNING -
D 2D 6D SCOTT guEr)v,A1CP40' LL cc
Digitally
SCALE: 1"=20'-0" sl red
soon R�eay by Scott
Ruedy
PROJECT DATA SITE PLAN NOTES SITE MAP
•PROJECT DESCRIPTION: Underpinning of existing residence 1. ALL work and material shall conform to the requirements of the City of Allyn Design
for foundation stabilization Standards.
REVISIONS
'PROJECT ADDRESS: 680 E Treasure Island Dr, Allyn, WA 98524 2. The contractor shall obtain all required permits and licenses before starting
•COUNTY: Mason County construction.
•PARCEL NO: 12105-52-00091 3. The contractor shall notify the Engineer, City of Allyn 24 hours before starting
construction or resuming work after shutdowns, except for normal resumption of
'BUILDING CODE: 2021 IBC & 2021 IRC work following Sundays or holidays.
•ZONING CODE: 2021 All n Municipal Code 4. The contractor shall assist the engineer in preparing as—constructed drawings.
PROJECTNO:
Y P P P 9 9 MFR25-O40
.SITE AREA: 0.27 Acres 5. Contractor to specify exact locations of utility stubs. The contractor assumes all DSFICaNED BY:
liability and responsibility for all utility pipes, conduits or structures shown and not DRAWN BY:
•LOT DIMENSIONS: As Shown shown on these drawings and is required to take due precautionary measures to SF
CHECKED BY:
EXISTING BUILDING: 1,472 sf ((2) story) protect the utility lines on site JLD
DATE:
6. All excavation required for pier installation shall be completed by hand 04.07.2025
'OWNER INFORMATION: NAME: Angie Friauf
EMAIL: angiefriauf@comcast.net 7, All construction vehicles shall remain on the paved street, driveway, or authorized SHEET NO.
PHONE: (360) 903-4355 travel path. S 1 O
8. No proposed horizontal or vertical expansion
10 Banc e L ► -75 . O O Pest : �t.C 2o2s- 00440
Applicant: ' %Ly TVUST
Chedkd
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(E) DRIVEWAY/PRIMARY 'N � Y S.
• CONSTRUCTION ACCESS of �As� ?��
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5FA Design firollp.ILL
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a ti '?z - - - - - - __� 82 -11 4" �'S,IGisfE ti�
w ;e:= • I I EXPIRES: 12/24/26
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Engineering and Architectural Drawings SPECIAL ' IJLii
J Construction must match all designs and apecifications of the J
Reviewed for Code Compliance Architectural and or the Engineering requirements OR a stamped letter of INSPECTION Q approval must be provided from the design professional responsible for
Mason County Building the work that has been altered.'"NOTE:Structural engineering shall W
Department SITE PLAN supersede Mason County"Typical"notes for structural items."' REQUIRED o0
00
0' 20' 40' 60'
SCALE: 1"=20'-0"
Plans to be kept on site MUST COMPLY WITH PERMIT Changes
These plans must be on the job site CONDITIONS Submit changes for approval
for inspection prior to performing work
PROJECT DATA SITE PLAN NOTES SITE MAP
•PROJECT DESCRIPTION: Underpinning of existing residence 1. ALL work and material shall conform to the requirements of the City of Allyn Design
for foundation stabilization Standards. REVISIONS
•PROJECT ADDRESS: 680 E Treasure Island Dr, Allyn, WA 98524 2. The contractor shall obtain all required permits and licenses before starting
•COUNTY: Mason County construction.
•PARCEL NO: 12105-52-00091 3. The contractor shall notify the Engineer, City of Allyn 24 hours before starting
construction or resuming work after shutdowns, except for normal resumption of
•BUILDING CODE: 2021 IBC & 2021 IRC work following Sundays or holidays.
PROJECT NO:
•ZONING CODE: 2021 Allyn Municipal Code 4. The contractor shall assist the engineer in preparing as—constructed drawings. MFR25-040
DESIGNED BY:
•SITE AREA: 0.27 Acres 5. Contractor to specify exact locations of utility stubs. The contractor assumes all SF
liability and responsibility for all utility pipes, conduits or structures shown and not DRAWN BY:
.LOT DIMENSIONS: As Shown shown on these drawings and is required to take due precautionary measures to CHECKED BY:
JLD
•EXISTING BUILDING: 1,472 sf ((2) story) protect the utility lines on site DATE:
•OWNER INFORMATION: NAME: Angie Friauf 6. All excavation required for pier installation shall be completed by hand 04.07.2025
EMAIL: angiefriauf@comcast.net 7. All construction vehicles shall remain on the paved street, driveway, or authorized SHEET NO:
PHONE: (360) 903-4355 travel path. S 1 ■O
BLD2025-00440
8. No proposed horizontal or vertical expansion
GENERAL REQUIREMENTS DESIGN CRITERIA (CONT.)
S• F
Refer to subsequent plan and detail notes for variations and requirements specific to referenced project. DEFLECTIONS: Total Load Deflection Limit L/240
Live Load Deflection Limit L/360
NOTE PRIORITIES: Notes on the individual drawings govern over notes on this sheet.
SPECIFICATIONS: Refer to the specifications for information in addition to that contained in these notes IMG HELICAL PIERS SFAoesignGroup.u.[
e R
and e structural drawings. MATERIALS:
Bracket Plates — ASTM A36
STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) s`SIONAL E�
the project. They are not intended to show all details of the work. Details noted "typical" apply to Pier Tubes — ASTM A500 Grade B OR C
similar work throughout the project unless noted separately. (Min Yield Stress, Fy = 50 ksi / Min Tensile Stress, Fu = 58 ksi) EXPIRES: 12/24/26
STRUCTURAL RESPONSIBILITIES: The structural engineer is responsible for the strength and stability of the External Sleeve — ASTM A500 Grade B OR C
primary structure in its completed form. (Min Yield Stress, Fy = 50 ksi / Min Tensile Stress, Fu = 62 ksi) MUST COMPLY WITH PERMIT
Pier Cap — ASTM A529 Grade 50 CONDITIONS
CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction (Min Yield Stress, Fy = 50 ksi / Min Tensile Stress, Fu = 65 ksi)
and all job related safety standards (i.e. OSHA or Federally approved State plan). The contractor is Coil Rod — ASTM A193 Grade B7
responsible for the strength and stability of the structure during construction. The contractor shall (Min Yield Stress, Fy = 105 ksi / Min Tensile Stress, Fu = 125 ksi) LLI 0
provide temporary shoring, bracing and other elements required to maintain stability until the structure is Steel Shapes — ASTM A36 Changes I () O 0
complete. It is the contractor's responsibility to be familiar with the work required in the construction (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) Submit changes for approval I z Z
documents and the requirements for executing it properly. The contractor shall at his discretion employ Shaft Coupler — ASTM A513 TYPE 5 prior to performing work I LU z g
a Washington State registered structural engineer for design of temporary bracing and shoring. It is the (Min Yield Stress, Fy = 70 ksi / Min Tensile Stress, Fu = 87 ksi) Q Z (I) co
contractor's responsibility to contact the En applicable Shaft Coupling Hardware — Grade 8 bolts with nuts rn
p y Engineer—of—Record to schedule Structural Z
Engineering and Architectural Drawings ()
W Q
Observations. Helix Plates (Round Shaft) — ASTM A572 Grade 50 Construction must match all designs and specifications of the I
LLIArchitectural end or the Engineering requirements OR a stamped letter of
(Min Yield Stress, Fy = 50 ksi / Min Tensile Stress, Fu = 65 ksi) approval must beprovidedfromthedesignprofesslonalresponsiblefor I
Q
the work that has been altered.•'•NOTE:Structural engineering shall
DISCREPANCIES: In case of discrepancies between the specifications, reference standards and the supersede Mason County"Typical'notes for structural items.- L
governing code, the Engineer will determine which shall govern. Discrepancies shall be brought to the WELDING NOTES: LL W W J
attention of the Engineer before proceeding with the work. Conform to AWS D1.1. Welders shall be certified in accordance with AWS requirements. Use E70 D 0 Er Q
• electrodes of type required for materials to be welded. Q Z F-
SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between o
the drawings and actual site conditions shall be brought to the attention of the Engineer before CORROSION PROTECTION: 00
• proceeding with the work. Sacrificial Design Thickness — Capacities include a scheduled loss in steel thickness due to corrosion for
black, uncoated steel. Anchors are designed for 50—year scheduled sacrificial thickness loss in
CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as accordance with ICC—ES AC358.
noted in DESIGN REQUIREMENTS below or the capacity of partially completed construction.
INSTALLATION:
ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior system to be installed per manufacturers recommendations. Minimum installation torque is to be
to excavation. Any utility information shown on the drawings and details are approximate and not determined by the following equation:
necessarily complete.
Helical Pier Installation Torque (ft—lb):
ALTERNATES: Alternates for specified items may be submitted to the Engineer for review. [DESIGN WORKING LOAD] X [FS = 2] / [EMPIRICAL TORQUE CORRELATION FACTOR, KT = 9 FT ]
DESIGN CRITERIA Minimum installation depth is 10'-0"± uno. GENERAL NOTES
Building Code Conformance (meets or exceeds requirements): Notify engineer if minimum installation conditions cannot be achieved. SPECIAL REVISIONS
Reviewed for Code Compliance
2021 International Building Code (IBC) I Mason County Building EXISTING UTILITY LINES: INSPECTION
Contractor to repair utility lines that may be damaged during installation.
2021 International Residential Code (IRC) Department p REQUIRED
2021 Washington Building Code p
2021 Washington Residential Code HELICAL PIER SPLICING:
Helical lead and extensions are to be mechanically spliced with Grade 8 bolts with nuts.
DEAD LOADS:
PROJECT NO:
Roof Dead Load 15 PSF TESTING & INSPECTION E DE
Floor Dead Load 15 PSF MFR25-040
SIGNED BY:
SF
Deck Dead Load 12 PSF DRAWN BY:
Wood Wall Dead Load 12 PSF SF
Interior Wood Wall Dead Load 9 PSF CHECKED BY:
JLD
CMU Wall Dead Load 81 PSF 4 DATE:
Concrete 150 PCF • F 04.07.2025
LIVE LOADS: • fart de
Roof Snow Load 25 PSF
Plans to be kept on site thickness SHEET NO:
Deck Live Load 60 PSF These plans must be on the job site • t'' BLD2025-00440 S1 . 1
Floor Live Load (residential) 40 PSF I for inspection
Y S. Fj
• Engineering and Architectural Drawings
Load testing shall be performed in accordance with ASTM Method D1 143 (QUICK METHOD) ON 20% of Construction must match all designs andapecificationsofthe
Architectural and or the Engineering requirements OR a stamped letter of
piers and will be selected by the special inspector. An alignment load (AL) Shall be applied to the pile approval must be provided from the design professional responsible for
the work that has been altered."NOTE:Structural engineering shall
prior to setting the deflection measuring equipment to zero or a reference position. The AL shall be no supersede Mason County"Typical"notes for structural Items."'
more than 10% of the design load. Incremental loading shall be in accordance with the following SFA Design Group.ti[
schedule. .o
TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION
AL (.10 DL MAX) 0 Minutes NAL
0.25 DL Until Stable
0.50 DL Until Stable Reviewed for Code Compliance EXPIRES: 12/24/26
0.75 DL Until Stable Mason County Building
1.00 DL Until Stable SPECIAL Department
1.25 DL Until Stable INSPECTION
1.50 DL Hold for Creep Test (see below) 0.04 inches REQUIRED
1.25 DL Until Stable
1.00 DL Until Stable DO NOT PLACE PIERS Ui 0
0.75 DL Until Stable / THIS ZONE W/O DIRECTION
0.50 DL Until Stable DO NOT PLACE PIERS FROM ENGINEER z C)
0.25 DL Until Stable % Z
THIS ZONE W 0 DIRECTION I CONTRACTOR TO NOTIFY uJ — g cv
Load testing creep acceptance criteria shall be no greater than 0.04 inches within a 10 minute period. FROM ENGINEER FOR IF (E) FOUNDATION Q Z cn rn
If movement is observed greater than 0.04 inches within the 10 minute period, the load test shall be CRACK IS PRESENT IN THE
SPAN BETWEEN FOUNDATION W Q
held for an additional 50 minutes, the pier is to be deepened and re—tested, or the pier is to be L FL li
abandoned and replaced with a new pier. If the load test is to be held the pier movements shall be BRACKETS
measured at 15, 20, 30, 40, 50, and 60 minutes. The creep versus the logarithm of time shall be LL.I Q Z
UL
plotted. If the creep rate is less than 0.080 inches between 6 and 60 minutes, the load test shall be W J
considered successful. NO PIER PLACEMENT ZONE Q o w
Helical Pier Test Pressure (psi): [DESIGN LOAD] X 1.5 / [AREA OF HYDRAULIC RAM]. SCALE: NTS• 1 D o
LL co(Plans to be keptsite
IMG INTELLIJACK SYSTEM INFO SCHEDULE Thee plans must be on�t na job site
for inspection
MIN YIELD MIN TENSILE
PART DESCRIPTION COMMENTS STRESS, Fy STRESS, Fl,
ASTM A500, GRADE C 31/ "0x0.165x'L' MECHANICAL TUBING (L=36", 60", 84", & 120" - GENERAL NOTES
IJ-350 FIELD CUT TO LENGTH). GALV TO ASTM A1057 46 KSI 62 KSI
ASTM A36 HRP&O 1 1/2x5x0'-6" W/ (4) 0.313"0 HOLES AT CORNERS & (1) 13/4"0x1/4x11/4" RETAINING WOOD BEAM REVISIONS
IJ-TP RING CENTERED ON R W/ 1/4" EXTERNAL FILLET WELD ALL AROUND. CLEAR ZINC ELECTROPLATED TO CONDITION 36 KSI 58 KSI I MUST COMPLY WITH PERMIT
ASTM 0633 TYPE III
CONDITIONS
ASTM A36 HRP&O R1/2x31/2x0'-31/2" W/ (1) 0.563"0 HOLE CENTERED ON R & ENDUROCRETE 36 KSI 58 KSI
IJ-BP ASTM A513 3.13"0x0.188"x1" RING W/ 1/4" INTERNAL FILLET WELD ALL AROUND. FOOTING CONDITION 72 KSI 87 KSI
CLEAR ZINC ELECTROPLATED TO ASTM B633 TYPE III
PROJECT NO:
MFR25-040
IJ-LR ASTM F1554-GR55 Si 11/4"0x10" THREADED ROD W/ HEAVY HEX NUT (TACK WELD) DESIGNED BY:
CLEAR ZINC ELECTROPLATED TO ASTM B633 TYPE III 55 KSI 75 KSI SF
Changes DRAWN BY:
Submit changes for a roval SF
ASTM A108-13 (1018) 31/2"0xl" W/ 11/4"-7 THREADS & RECESSED SHOULDER TO FIT INSIDE THE C CHECKED BY:
JLD
IJ-TC IJ350. CLEAR ZINC ELECTROPLATED TO ASTM B633 TYPE III 50 KSI 68 KSI prior to performing pp work DATE:
04.07.2025
NOTE:
SHEET NO:
INSTALL PER MFR RECOMMENDATIONS
BLD2025-00440 D2025-00440 S1 .2
S• F
A B (E) FOUNDATION/(N) HELICAL PIER/INTELLIJACK LAYOUT PLAN NOTES:
5FA Oeslgn Group.u..r
1. REFERENCE S1.1 & S1.2 FOR GENERAL REQUIREMENTS
smucsu.u.crmrr.c.0
32'-0°
2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES
BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS I�NAL
PRIOR TO WORK TYP
EXPIRES: 12/24/26
_ _ _ _ I 3. INDICATES (E) CMU STEMWALL ON (E) CONC FOOTING (CONTRACTOR
I- TO VERIFY 8"Wx3'-4"H (E) CMU STEMWALL AND 1'-2"Wx8"DP (E)
CONC FOOTING MIN TYP (NOTIFY ENGINEER OF RECORD IF FIELD
CONDITIONS DIFFER IN THE AREA OF WORK))
4- 4. INDICATES (E) WOOD POST/COLUMN (WHERE NOTED W/ * REPLACE U,J CE
(E) POST W/ (N) INTELLIJACK) U
Engineering and Architectural Drawings Q
2'—D" 6' O" 6'—O" 6'-0" • Construction must match all designs and apeclticatlons of the Z
1 Architectural and or the Engineering requirements OR a stamped letter of
o 5. f� / INDICATES (N) POLYURETHAN BACKFILL ((2) TOTAL) approval must be provided from the design professional responsible for IJ.J z IV
I I the work that has been altered."'NOTE:Structural engineering shall
4 Q 6 ci) supersede Mason County"Typical"notes for structural items.— Q z Cl) 00
6. �-- � SECTION CUT - DETAIL NUMBER/SHEET NUMBER Z W
3 ' I X/SX.X
a� a L6x6x / x4'-0"
STEEL ANGLE LEDGER I I 7• INDICATES LOCATION OF GRIP-TITE HELICAL PIER SYSTEM W/ (I)
I I GTFP3BA STANDARD DUTY BRACKET PER DETAIL(S) ON S4.1 LL W W J
I ((7) TOTAL)• 0 Q
* 1 Q
- • .] .. HELICAL PIER INSTALLATION NOTES: I Reviewed for Code Compliance I — UJ
o * J I • DESIGN LOAD = 8,188 LBS
(E) BEAM TYP I • 2.875"0 PIPE PILE W/ 0.262" THICK WALL Mason County Building
L I • 3.5"0x24" LONG PIPE SLEEVE W/ 0.216" WALL Department
1 _ a I • 0.375" THICK 10/12" HELIX W/ 1/4" FILLET WELDS
N
EACH SIDE OF HELIX TO PIER
e FCC • MINIMUM 10'-0" INSTALLATION DEPTH & 1900 FT-LB
�F1 ( I INSTALLATION TORQUE
8. PIER SPACING SHALL BE AS INDICATED ON PLAN (6'-0" OC MAX)
LL)
I 9. MAX UNSUPPORTED FOUNDATION SPAN SHALL BE 6'-0"
(E) FDN/(N)
I I S HELICAL PIER/
I - - - - - - - - - - - - - -�] 10. • INDICATES LOCATION OF INTELLIJACK SYSTEM ON (E) CONC FOOTING ((2) TOTAL) INTELLIJACK
_ ,
- - - - - - - - - - - - - - - - - - - - LAYOUT PLAN
• DESIGN LOAD = 6,363 LBS Plans to be kept on site REVISIONS
I I ii, CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING These plans must be on the job site
(E) FLOOR I I for inspection
ABOVE I 12. REPLACE "IN-KIND" ALL (E) WOOD MEMBERS (JOISTS, PURLINS,
SUBPURLINS, SHEATHING, STUDS, WALL PLATES) WHICH SHOW SIGNS OF
DRY ROT OR STRUCTURAL DAMAGE
13. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK PROJECT NO:
I- -I 1- -1 1- --1 IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS MFR25-040
_e— — — — — - -a- -
DESIGNED BY:
t - - - - - J- - - -I_ - - - t 14. ALL CONSTRUCTION MATERIALS IN THESE DOCUMENTS ARE (N) UNO SF
DRAWN BY:
SF
CHECKED BY:
JLD
DATE:
04.0025
(E) FDN/(N) HELICAL PIER/ SHEET
SHEET NO:
INTELLIJACK LAYOUT PLAN �, Changes MUST COMPLY WITH PERMIT
1 Submit changes for approval CONDITIONS BLD2025-00440 S2. 1
SCALE: /8"=1'-0" prior to erformin work
Reviewed for Code Compliance I
Changes Mason County Building CAP F PER /CAP Ft/PIPE/HOLES LINE OF SYMMETRY �oF �►Asg
Submit changes for approval Department /S4 CAP R �� c'6�
1
prior to performing work CAP R PER / sfa
• 2/S4.1 OPP 1/S4.1 i 6/S4.1
_ SFA Design
R R Group.LLC
BACK /PIPE/HOLES BACK PER 4/S4.1 mod'
mew"
PER 4/S4.1 = SLEEVE R PER 6/S4.1 0 SI-Is
SLEEVE R PER 6/S4.1 5 R1/gx3/4x0'-5" EXPIRES: 12/24/26
/16 SPACER o 0
5/16 „
LINE OF SYMMETRY 8 5/16
I I 5/16 O N 1 0 5/16
0
G i PIPE PER 3/S4.1 I Cr
/i s V 0
- L SEAT R PER 1/S4.1 5/ I I16 III I I 1 5/16 Z z Z
SEAT R1/ x8x0'-10" WEDGE R PER 6 S4.1 PIPE PER 3 S4.1 III III 37/g"0x1'-0"L PIPE W/ 3/g" THICK
2 / / WALL & (2) 13/160 HOLES O z
2/S4.1 w rn
NOTE:
_ 5/16 10" WEDGE R PER 6/S4.1 W 0_ C
CAP R NOT SHOWN FOR CLARITY 5/S4.1 U- W W J
FP3BA BRACKET - TOP FP3BA BRACKET - SIDE FP3BA BRACKET - BACK Q z w Q
SCALE: 11/2"=1'-0" 1 SCALE: 11/2"=1'-0" 2 SCALE: 11/2"=1'-0"
MUST COMPLY WITH PERMIT LL
LINE OF SYMMETRY CONDITIONS I /R/PIPE 37/8"Ox0'-1/2"L PIPE W/
CAP PER /CAP R
6/S4.1 /g THICK WALL T&B
8"
R1 x4x0'-8" W/ (2)
218 BACK R1/2x10x1'-2" 5/16 1 13/16"0 HOLES
W/ (4) 9/16"0 5 /PIPE/HOLES
HOLES AS SHOWN /16
-0 0 5
q/R/PIPE/HOLII ES
/16 L_ / DETAILS
-SLEEVE R PER
r I 0 6/S4.1 M I 5/16 5/16 (4) AT 11/2"-3" TYP REVISIONS
O
LINE OF SYMMETRY CAP PLATE WEGDGE PLATE
1y" / /HOLE PER
1 SPACER R PER 2/S4.1 PER SEAT 1/S4.1 I PIPE PER 3/S4.1 13/16110 HOLE TYP
SEAT R PER 1/S4.1 I I N I PROJECT NO:
WEDGE R PER 6/S4.1 WEDGE E PER 6 54.1 SLEEVE R PER 6/S4.1 } /HOLES MFR25-040
/ / DESIGNED BY:
SF
Plans to be kept on site PIPE PER 3/S4.1 BACK R PER 4/S4.1 3 DRAWN BY:
Engineering and Architectural Drawings 1 315/16'0 HOLE SF
• These plans must be on the job site Construction must match alldeslgnsandspecificationsofthe R/4x5x0 -9 /2 CHECKED BY:
Architectural and or the Engineering requirements OR a stamped otter of
for inspection approval must be provided from the design professional responsible toy DATE:
the work that has been altered.'«NOTE:Structural engineering shall SLEEVE PLATE 04.07.2025
supersede Mason County'Typtcal"notes for structural items.'«
SHEET NO:
FP3BA BRACKET - FRONT FP3BA BRACKET - BOTTOM FP3BA PLATE DETAILS c
SCALE: 11/ "=1'-0" 4 SCALE: 11/ "=1'-0" 5 SCALE: 11/ "=1'-0" V S4. 1
2 2 BLD2025-00440 2
Reviewed for Code Compliance Engineering and Architectural Drawings
Construction must match all designs and specifications of the
Mason County Building Architectural and or the Engineering requirements OF a stamped letter of
approval must be provided from the design professional responsible for
Department the work that has been altered.—NOTE:Structural engineering shall
supersede Mason County'Typical-notes for structural items.—
5FA Design Group.LLC
(E) WALL SHEATHING (E) WALL FRAMING •p 4
I sTEg�1�sv
/-(E) FLOOR SHEATHING Plans to be kept on site Changes
SONnL E
These plans must be on the job site EXPIRES: 12/24/26
for inspection Submit changes for approval
prior to performing work
L(E) FLOOR FRAMING (E) FLOOR SHEATHING
(E) EXTERIOR (PARALLEL AS OCCURS) / Lli
SURFACES (SAWCUT AS C) �r 0
REQ'D) ((E) EXTERIOR = z z Z
GRADE AS OCCURS) w N
(E) CMU STEMWALL z 00
III=III=III=. (E) INTERIOR GRADE W O_ CC
I 11I 1=I I (E) FLOOR FRAMING Z
I I-I 11=1 I I-1 =i =___
_ = a — — — (E) BEAM rr J
III-III-III-III LL MIN) Q z
�'I!I 4 1 w
IMG IJ—TP PER GENERAL UL 00
-I I— t NOTES W/ (4) #12x3"
III (E) CONC FOOTING xx WOOD SCREWS
(CHIP FLUSH W/O =I II- STEMWALL AS REQ'D) PER IMG IJ-TC
'__= IJ-LR PER GENERAL NOTES-" GENERAL NOTES
_ IMG IJ-350 PER
�I�1Iil lil !I GENERAL NOTES (CUT
1 I1 I II II 1 I1 TO REQ'D LENGTH)
-I =11 STEEL ANGLE LEDGER (E) INTERIOR IMG IJ BP PER GENERAL
PER PLAN AS OCCURS NOTES W/ /g"Ox6"
GRADE EMBED SIMP TITEN-HD DETAILS
of FOUNDATION BRACKET SCREW ANCHOR
�, I PER PLAN ml��i lI a III=ICI
— a , ° ° REVISIONS
POLYURETHANE BACKFILL AS -) I
OCCURS CENTERED ON PIER -I ' I I-I
I I / TUBE INSTALLED FLUSH W/ I I-II
FOUNDATION BRACKET
1 -6 0 I ( I-1 I MUST COMPLY WITH PERMIT
PROJECT NO:
CONDITIONS MFR25-040
HELICAL PIER & DESIGNED BY:
SF
EXTERNAL SLEEVE DRAWN BY:
PER PLAN SF
CHECKED BY:
• NOTES: BLD2025-00440 JLD
NOTE: DATE:
1. REF PLAN FOR LAYOUT & INSTALLATION REQ'S 04.07.2025
• REF PLAN FOR LAYOUT & INSTALLATION REQ'S 2. INSTALL PER MFR RECOMMENDATIONS
SHEET NO:
(N) HELICAL PIER TO E FOUNDATION DETAIL IMG INTELLIJACK IN CRAWLSPACE 2 S4.2
SCALE: 1"=l'-O"