HomeMy WebLinkAboutBLD2024-01485 Foundation - BLD Application - 12/17/2024 MASON COUNTY Permit No (� - l�8L^
COMMUNITY DEVELOPMENT `J
Permit Assistance Center, Building,Planning RECEIVED
BUILDING PERMIT APPLICATION
PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION: C 4
NAME:Leanne and Jose Sanchez NAME:Groundworks
MAILING ADDRESS:18451 E State Route 106 MAILING ADDRESS:1891516th Ave0"9 W Aidetree t
CITY:Belfair STATE:WA ZIP:98528 CITY:Seatac STATE:WA ZIP:98188
PHONE#1:360-731-7082 PHONE:2066983977
CELL:
PHONE#2:
EMAII.,:Permits.sseatue@groundworks.com
EMAIL: L&I REG#GROUN"76305 EXP. 10/29
PRIMARY CONTACT: OWNER❑ CONTRACTOR 0 OTHER❑
NAME oba n-t EMAIL Pennlls,sseattle@groundworks.com
MAILING ADDRESS 18915 16th Ave S CITY sa.ra` STATE WA ZIP98188
PHONE 206-e9a-3977 CELL
PARCEL INFORMATION: N C
PARCEL NUMBER(12 Digit Number)22201-50.00044 ZONING
LEGAL DESCRIPTION(Abbreviated) FIRE DISTRICT
SITE ADDRESS 18451 E State Route 106 CITY BeUair
DIRECTIONS TO SITE ADDRESS
IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14%: YES❑ NO 0 SNOW LOA.D:_psf
IS PROPERTY WITHIN 200 FT OF THE FOLLOWING: (Checkall that apply):
SALTWATER E] LAKE❑ RIVER/CREEK❑ POND❑ WETLAND❑ SEASONAL RUNOFF❑ STREAM❑
TYPE OF WORK: NEW❑ ADDITION❑ ALTERATION❑ REPAIR E] OTHER ❑
USE OF STRUCTURE(Residence,(garage,commercial Bldg,Etc.)SFR
IS USE: PRIMARY El SEASONAL❑ NUMBER OF BEDROOMS NUMBER OF BATHROOMS
HEATED STRUCTURE? YES(ff7ioleB)dgl 0 YES(Part(sI olBidg)❑ NO❑
DESCRIBE WORK Underpinning existing foundation for additional stabilization
SQUARE FOOTAGE:(proper ed)
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 0
PLUMBING IN STRUCTURE? YES 0 NO❑ I(yes,attach completed water Adequacy Form
PERIMETERNOUNDATION DRAINS PROPOSED? YES❑ NOD EXISTING SQ.FT.
EXISTING BEDROOMS 3 PROPOSED BEDROOMS 0 TOTAL BEDROOMS 3
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 1 am the owner and I further declare that 1 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 permillapplication becomes null&void if work or authorized construction is not commenced within 180
days or if construction work is suspended for a period of 180 days.
PROOF OF CONTINUATION OF WORK ON THIS PERMIT IS BY MEANS OF INSPECTION. INACTIVITY OF THIS
PERMIT APPLICATION OF 180 DAYS OF MORE WILL CAUSE THE APPLICATION TO BE EXPIRED.(MASON
COUNTY CODE 14.08.42)
Signature of/OWN ER Must sinned by the OWNER) Date
DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS
BUILDING DEPARTMENT
PLANNING DEPARTMENT
FIRE MARSHAL
PUBLIC HEALTH
MASON COUNTY Permit No:AOL Q4W &V s
COMMUNITY DE (LOPME?ll C E I V E D
Permit Assistance Center,Building,Planning
BUILDING PERMIT APPLICATION DEC 17 2024
PROPERTY OWNER I NE MATION• CONTRACTOR INFO
NAME:Leanne and,Jose Sanchez Alder S t r e t
NAME;Groundworks
MAILING ADDRESS:18451 E State Route 106 MAILING ADDRESS:18915 16th AveS
CITY:Belfair STATE:WA ZIP:98628 CITY:Seater STATE:wA ZIP:98188
PHONE#1:3e0 731a052 PHONE:2086983977 CELL:
PHONE#2: EMAIL:Parmits.sseattle@groundworks.com
EMAIL: L&I RE G#GROUN-76305 EXP. / /
PRIMARY CONTACT: OWNER❑ CONTRACTOR 0 OTHER❑
NAME 01PTi-t EMAIL A pennits.sseatt IeCci29roundwork
MAILING ADDRESS 18915 16th Ave S
PHONE zoaess�n CITY s°°v` STATE W WA ZIP98188
CELL
PARCEL INFORMATION. PLAN ING
PARCEL NUMBER(12 Digit Number)22201.813 4 ZONING
LEGAL DESCRIPTION(Abbreviated) FIRE DISTRICT
SITE ADDRESS 18451 E State Route 108 CITY 13effair
DIRECTIONS TO SITE ADDRESS
IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14%: YES[] NO a SNOW LOAD:_psf
IS PROPERTY WTfM 200 FIr OF THE FOLLOWING: (checkaudwtappiy):
SALTWATER E] LAKE❑ RIVER/CREEK❑ POND❑ WETLAND❑ SEASONAL RUNOFF❑ STREAM❑
TYPE OF WORK: NEW❑ ADDITION❑ ALTERATION❑ REPAIR E) OTHER ❑
USE OF STRUCTURE(Residence,Garage commrnialBldg,Erc.JSFR
IS USE: PRIMARY a SEASONAL❑ NUMBER OF BEDROOMS2 NUMBER OF BATHROOMS
HEATED STRUCTURE? YES(nale Bidg)0 YES(par9[V o[Bla(g)❑ NO❑
DESCRIBE WORK Underpinning existing foundation for additional stabilization
SOUARE FOOTAGE:(proposed)
1ST FLOOR sq.ft. 2ND FLOOR sq.ft. 3RD FLOOR sq.& BASEMENT sq.ft.
DECK sq.fL COVERED DECK sq.fL 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 BATIiS SERIAL NUMBER
ENVIRONMENTAL HEALTH:
SEWAGE/SEWERSOURCE: SEPTIC❑ SEW FR❑ / NEW❑ EXISTING E]
PLUMBING IN STRUCTURE'l YES 0 NO❑ Ijyes,attach completed Water Adequacy Form
PERIMETERNOUNDATION DRAINS PROPOSED? YES❑ NOD EXISTING SQ.FT.
EXISTING BEDROOMS 3 PROPOSED BEDROOMS 0 TOTAL BEDROOMS 3
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 pennillapplication becomes null 8 void If work or authorized construction is not commenced within 180
days or if construction work is suspended for a period of 180 days.
PROOF OF CONTINUATION OF WORK ON THIS PERMIT IS BY MEANS OF INSPECTION. INACTIVITY OF THIS
PERMIT APPLICATION OF 180 DAYS OF MORE WILL CAUSE THE APPLICATION TO BE EXPIRED.(MASON
COUNTY CODE 14.08A2)
x )aj3);t0pj -
Signature of WNER(Must 0slaned b the OWE ) Date
DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS
BUILDING DEPARTMENT
PLANNING DEPARTMENT
FIRE MARSHAL
PUBLIC HEALTH
Date Received:
MASON COUNTY RECEIVED
COMMUNITY DEVELOPMENT DEC 17 2024
Permit Assistance Center, Building,Planning 615 W. Alder
Permit#:eL�GK/�
Property Owner's Authorization Letter
Name Leanne Sanchez
Mailing Address 18451 E State Route 106
City Belfair State WA Zip 98528
Phone 360-731-7082 Email leannessanchez@gmail.com
Parcel Number 22201-50-00044
Site Address 18451 E State Route 106
City Belfair State WA ZIP 98528
I(we): Leanne Sanchez
(Property Owners Name)
Hereby Authorize: Olga Ticot/ Groundworks
(Name of Person/Contractor to Sign Permit)
To apply for, sign, and pick-up building permits for the following proposed work:
Underpinning existing foundation for additional stabilization. No additions no changes in footprint
Brief Description of Work to be Done)
As property owner(s),I(we)hereby grant permission to the applicant referenced above to apply for,sign,and pick-
up the building permit for the work as indicated above. All work performed must meet all provisions of the
Building Codes and the Laws of Mason County and the State of Washington, as applicable, whether specified or
not.Residential Contractors are required to have a current State of Washington Contractors License(RCW 18.27).
(Property OH ner Si Mature) (Date)
f Z
I -
MASONCOUNTY
(OMMUNM SEI ViCF.5
1AN - 6 2025
15 W. Alder Street
BLD2024-01485 Sanzhez Foundation Repair 18451 E State Route 106,Belfalr,WA 98528
Permit Nunil)er Project Title Project Address/Parcel Number
Applicants of projects requiring Special Inspection or Testing per Chapter 1704 &1705 of the International
Building Code, as arnended 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,
Mason County Permit Document Page 1 of 4 Reviewed for Code Compliance
BLD2024-01485 Mason County Building
Department
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ACKNOWLEDGEMENTS j
Prior• to issuance of it building permit, the Owner, on the advice of the Projeot Engineer or Architect, shall
coraplete,sign,and:submit this form to the County 4'emiit Center.
Declaration of Owner
1, as the owner of the project,declare that the testa g agency fiirm/s or individuals listed herein are hired by trio to
perform "Special Inspections" and/or"Structural Vesting"in accordance with the provisions of the international
Building code(IBC)Chapter 17.
lxir� rJa r�c� MWIlOr
i�Owner(print) (Si�nattu e) (date}
Declaration of Registered Professional Arch tect/Engineer
1, as the design professional in responsible cl(arge of the project listed Herein, declare that the special I
inspection listed heroin are required for this pr •ect in accordance with the provisions of the Inteinational
Building Code(113C)Chapter 17. �;, ^, ,
rr N
Y,
,e�✓ 1:i :n'31"�.Fig �, i i
hitect/Eagineor(print)
Architeot/Bn&cer Stamp/Signature(date) WTV
Iv-
f
Testirrg Agency Name/Contact SFA Design Group
info: I
(503) 641- 311
I
The Special Inspection/Testing Agency liste above must have a cuf 1'ellt portfolio of Qualifications
on file�vitli the County tt i,lor,to perform lug orlt, j
Declaratloil of the General Contractor
I, as the General Contractor of the project, agre to comply with the"Contractor Responsibility"items
noted herein,
A'51'-4! Sween B 1 612-� t
General Contractor Tint) 6<56neral C ntractor Signature (date)
N a2of4 j
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Mason County Permit Document Reviewed for Code Compliance
BLD2024-01485 Mason County Building
Department
MASON COUNTY -
CON1NRJN"5ERVECF5
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
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
1
❑ Shotcrete 1705.3
❑ Welding of reinforcing bars 1705.3.1
❑Material Tests 170.5.3.2 j
❑ Masoruy Construction 1705.4
❑ Empirically designed masonry, glass unit& masonry in Risk Category IV 1705.4.1 j
❑Vertical masonry foundation elements 1705.4.2 !
i
❑ 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
El Driven deep foundations 1705.7&Table 1705.7
i
❑ Cast in-place deep foundations 1705.8 &Table 1705.8
❑Helical pile foundations 1705.9 i
❑ Fabricated items 1705.10
Mason County Permit Document Page 3 of 4 Reviewed for Code Compliance
BLD2024-01485 Mason County Building
Department
•1
MASON COUNTY _
COMMUNFFY SFAVICFS
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❑ Special inspections for wind resistance 1705.11 i
❑ Structural wood 1705.11.1
❑ Wind resisting components 1705.11.3
❑ Cold formed steel Iight frame 1705.11.2
❑Special inspection for seismic resistance 1705.12 I
❑ Special inspection for structural steel per 1705.12,l I
❑ Seismic force-resisting systems 1705,12.1.1
❑ Structural steel elements 1705,12.1.2 1
❑ Special inspection for structural wood per 1705.12.2
❑ Special inspection for cold-farmed steel per 1705.12.3
I
❑Designated seismic systems 1705.12.4 j
❑Architectural components 1705.12.5
❑Plumbing, mechanical & electrical components 1705.12.6
❑ Storage racks 1705.12.7 II
❑ 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
i
❑ Seismic fore-resisting systems 1705.13.1.1
❑ Structural steel elements 1705.13.1.2
❑Nonstructural components 1705.13.2
❑ Designated seismic systems 1705,133
❑ Seismic isolation systems 1705.13.4 I
• 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 I
❑Exterior insulation& finish systems(EIFS) 1705.16
❑Fire-resistance penetrations and joints 1705.17
❑ Penetration firestops 1705.17.1
❑ Fire-resistant joint systems 1705.17.2
❑Testing for sinolce control 1705.18
❑ Testing Scope 1705.18.1
Mason County Permit Document Page 4 of 4 Reviewed for Code Compliance
BLD2024-01485 Mason County Building
Department
i
5 FA
13esign Group
a STRUCTURAL ENGINEERING
STRUCTURAL CALCULATIONS
Sanchez Residence Underpinning
18451 E State Route 106, Belfair, WA 98528
S.
ti of lI<LsR
?o ,pa0740
�Fs SIOtia
EXPIRES: t 2/24/24
Mason County Permit Document Reviewed for Code Compliance
BLD2024-01485 Mason County Building
Department
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. MFR24-242
November 12, 2024
[� 5FA Design Group, LLC
®] STRUCTURAL I GEOTECHINICAL i SPECIAL INSPECTIONS PROJECT NO. SHEET NO.
IMFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Push Pier Design Requirements ISF
Structural Narrative
The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1-story
residence located in Belfair,WA as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize
and/or lift settling foundations.The bottom and back portion of the bracket is securely seated against the existing concrete footing.
Using the weight of the existing structure, pier sections are continuously hydraulically driven through the foundation bracket and
into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a
starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed,they are
simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization
and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the roof framing,wall framing, floor
framing, concrete slab on grade, and concrete foundation. Underpinning the structure will remove lateral resistance provided by
soil friction acting on the concrete foundation. Per the following calculation lateral resistance will be provided by soil friction acting
on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the buried footings
perpendicular to the piered gridlines.
There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher,thus the
entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current
codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and
testing requirements per IBC 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
by AWS D1.1 qualified welders.
General
Building Department City of Belfair
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
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
C� 5FA Design Group, LLC
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Project Layout ISF
Project Layout(See S2.1 for Enlarged Plan)
A B C
40'-6"
10'-6" 30'-0"
c`i> c~i� c~n �
2'-0" 5'-0" a ate. a UP a a
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w w w w w
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3 ( L6x6x3/gx3'-0" )
`c o 6'-0" I' 2'-6„
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2 i L 6 7 8 9 10
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[� 5FA Design Group, LLC PROJECT NO. SHEET NO.
®7 STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Design Loads SF
Worst Case Vertical Design Loads(Gridline A)
Tributary Width To Pier= =5.00 ft
Load Type Design Load Tributary Length Line Load
DeckDL= (12 psf) (5.25 ft) =63 plf Dead Load 3.793 kips
DeckLL= (60 psf) (5.25 ft) =31$plf Floor Live Load 2.375 kips
ConcFloorDL= (150 pcf) (4.00 in) (48.00 in) =200 plf Roof Snow Load 0.000 kips
ConcFloorLL= (40 psf) (4.00 ft) =160 plf Controlling ASD Load Combination:
ExteriorWallDL _ (12 psf) (9.00 ft) =108 plf D+L
StemwallDL_ (150 pcf) (6.00 in) (48.00 in) =300 plf
FootingDL_ (150 pcf) (6.00 in) (14.00 in) =88 plf
Max Vertical Load to Worst Case Pier 6.168 kips
Max Unsupported Ftg Span from Arching Action 9.00 ft
5FA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Design Loads ISF
lWorst Case Vertical Design Loads(Gridline B(4-6))
Tributary Width To Pier= =5.00 ft
Load Type Design Load Tributary Length Line Load
ROOfDL= (15 psf) (17.00 ft) =255 plf Dead Load 3.823 kips
RoofSL= (25 psf) (17.00 ft) =425 plf Floor Live Load 0.800 kips
ConcFloorDL= (150 pcf) (4.00 in) (48.00 in) =200 plf Roof Snow Load 2.125 kips
ConcFlooru= (40 pso (4.00 ft) =160 plf Controlling ASD Load Combination:
ExteriorWallDL _ (12 psf) (6.00 ft) =72 plf D+0.75L+0.75S
StemwallDL_ (150 pcf) (6.00 in) (24.00 in) =150 plf
FootingDL_ (150 pcf) (6.00 in) (14.00 in) =88 plf
Max Vertical Load to Worst Case Pier 6.016 kips
Max Unsupported Ftg San from Arching Action 5.00 ft
5FA Design Group, LLc
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Design Loads SF
Worst Case Vertical Design Loads(Gridline Beam Load B.5 GL 1-2)
Tributary Width To Pier= =1.00 ft
Load Type Design Load Tributary Length Line Load
RoofDL_ (15 psf) (9.50 ft) =143 pff Dead Load 0.287 kips
RoofSL= (25 psf) (9.50 ft) =238 pff Floor Live Load 0.240 kips
DeckDL_ (12 psf) (4.00 ft) =48 plf Roof Snow Load 0.238 kips
DeckLL= (60 psf) (4.00 ft) =240 pff Controlling ASD Load Combination:
ExteriorWallDL _ (12 psf) (8.00 ft) =96 plf D+0.75L+0.75S
Max Vertical Load to Worst Case Pier 0.645 kips
Max Unsupported Ftg San from Arching Action 6.00 ft
General Beam Analysis Project File:2024.10.18 Sanchaez Residence Calculation.ec6
LIC#:KW-06015057,Build:20.22.12.28 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022
DESCRIPTION: Beam's Load analysis GL B.5 (1-2)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 11.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4
D(0.2870)L(0.240)S(0.2380)
v a ,s
X
r1'f7'I`
Span= 11 50 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans: D=0.2870, L=0.240, S=0.2380 k/ft, Tributary Width= 1.0 ft
DESIGN SUMMARY
Maximum Bending= 16 671 k-ft Maximum Shear= 3.712 k
Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Location of maximum on span 5.750 ft Location of maximum on span 0.000 ft
Maximum Deflection
Max Downward Transient Deflection 0.033 in 4203
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.088 in 1562
Max Upward Total Deflection 0.000 in 369105
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.712 3.712
Overall MINimum
D Only 1.650 1.650
+D+L 3.030 3.030
+D+S 3.019 3.019
+D+0.7501- 2.685 2.685
+D+0.750L+0.750S 3.712 3.712
+0.60D 0.990 0.990
L Only 1.380 1.380
S Only 1.369 1.369
(� 5FA Design Group LLC PROJECT NO. SHEET NO.
�] STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Design Loads SF
Worst Case Vertical Design Loads(Gridline Beam Load B.5 GL 2-4)
Tributary Width To Pier= =1.00 ft
Load Type Desion Load Tributary Length Line Load
1 stFloorDL= (15 psf) (14.75 ft) =221 plf Dead Load 0.354 kips
1 stFloor-L= (40 psf) (14.75 ft) =590 plf Floor Live Load 0.590 kips
InteriorWallDL _ (9 psf) (14.75 ft) =133 plf Roof Snow Load 0.000 kips
Controlling ASD Load Combination:
D+L
Max Vertical Load to Worst Case Pier 0.944 kips
Max Unsupported Ftg San from Arching Action 6.00 ft
General Beam Analysis Project File:2024.10.18 Sanchaez Residence Calculation.ec6
LIC#:KW-06015057,Build:20.22.12.28 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022
DESCRIPTION: Beam's Load analysis GL B.5 (2-4)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 14.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4
s _..........__ a _................. D(0.3540�.L(0.590)_
L Span=14.0 ft
r
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D =0.3540, L=0.590 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending= 23.128 k-ft Maximum Shear= 6.608 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 7.000 ft Location of maximum on span 0.000 ft
Maximum Deflection
Max Downward Transient Deflection 0.177 in 947
Max Upward Transient Deflection 0.003 in 59709
Max Downward Total Deflection 0.284 in 592
Max Upward Total Deflection 0.001 in 165858
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 6.608 6.608
Overall MINimum
D Only 2.478 2.478
+D+L 6.608 6.608
+D+0.750L 5.576 5.576
+0.60D 1.487 1.487
L Only 4.130 4.130
(� 5FA Design Group, u.c
�] PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Design Loads SF
Worst Case Vertical Design Loads(Gridline 1(A-B))
Tributary Width To Pier= =5.00 ft
Load Type Design Load Tributary Length Line Load
DeckDL= (12 psf) (2.00 ft) =24 plf Dead Load 2.983 kips
DeckLL= (60 psf) (2.00 ft) =120 plf Floor Live Load 1.400 kips
ConCFloorDL= (150 pcf) (4.00 in) (48.00 in) =200 plf Roof Snow Load 0.000 kips
ConCFl00RL= (40 psf) (4.00 ft) =160 plf Controlling ASD Load Combination:
ExteriorWallDL _ (12 psf) (5.00 ft) =60 plf D+L
StemwallDL_ (150 pcf) (6.00 in) (36.00 in) =225 plf
FootingDL_ (150 pcf) (6.00 in) (14.00 in) =88 plf
Max Vertical Load to Worst Case Pier 4.383 kips
Max Unsupported Ftg San from Arching Action 7.00 ft
5FA IDesign Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GLORC IINICAL I SPECIAL INSPLCTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Design Loads SF
Worst Case Vertical Design Loads(Gridline Beam Load 1)
Tributary Width To Pier= = 1.00 ft
Load Type Design Load Tributary Length Line Load
ROOfDL= (15 psf) (4.00 ft) =60 plf Dead Load 0.225 kips
RoofSL= (25 psf) (4.00 ft) = 100 plf Floor Live Load 0.345 kips
DeckDL_ (12 psf) (5.75 ft) =69 plf Roof Snow Load 0.100 kips
DeckLL= (60 psf) (5.75 ft) =345 plf Controlling ASD Load Combination:
EXteriorWallDL = (12 psf) (8.00 ft) =96 plf D+L
Max Vertical Load to Worst Case Pier 0.570 kips
Max Unsu pported Ftg Span from Arching Action 6.00 ft
General Beam Analysis Project File:2024.10.18 Sanchaez Residence Calculation.ec6
LIC#:KW-06015057,Build:20.22.12.28 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022
DESCRIPTION: Beam's Load Analysis GL 1
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 6.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4
x D(02250)L(063450)_S.(0.10)._..._.... ...a ...... .. __._.+
X
jj _......
AR h
Span=6.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans: D=0.2250, L=0.3450, S=0.10 k/ft, Tributary Width= 1.0 ft
DESIGN SUMMARY
Maximum Bending= 2.565 k-ft Maximum Shear= 1.710 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 3.000 ft Location of maximum on span 0.000 ft
Maximum Deflection
Max Downward Transient Deflection 0.003 in 20590
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.006 in 12462
Max Upward Total Deflection 0.000 in 3315043
Vertical Reaction_s Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.710 1.710
Overall MINimum
D Only 0.675 0.675
+D+L 1.710 1.710
+D+S 0.975 0.975
+D+0.750L 1.451 1.451
+D+0.750L+0.750S 1.676 1.676
+0.60D 0.405 0.405
L Only 1.035 1.035
S Only 0.300 0.300
General Beam Analysis Project File:2024.10.18 Sanchaez Residence Calculation.ec6
LIC#:KW-06015057,Build:20.22.12.28 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022
DESCRIPTION: Beam's Load Analysis GL 1 W/PL
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 8.50 It Area= 10.0 inA2 Moment of Inertia = 100.0 in^4
D(1.6o)L(1.38)3(1.37)
D(0 2250)L(0 3450)S(0.10)
Span 8.50 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D=0.2250, L=0.3450, S =0.10 k/ft, Tributary Width = 1.0 ft
Load(s)for Span Number 1
Point Load : D= 1.650, L= 1.380, S= 1.370 k @ 1.750 ft
DESIGN SUMMARY
Maximum Bending = 8.817 k-ft Maximum Shear= 5.323 k
Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S
Span#where maximum occurs Span# 1 Span#where maximum occurs Span# 1
Location of maximum on span 2.890 ft Location of maximum on span 0.000 ft
Maximum Deflection
Max Downward Transient Deflection 0.020 in 5021
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.040 in 2575
Max Upward Total Deflection 0.000 in 627792
Vertical Reactions Support notation : Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 5.323 3.139
Overall MINimum
D Only 2.267 1.296
+D+L 4.829 3.046
+D+S 3.779 2.003
+D+0.750L 4.188 2.609
+D+0.750L+0.750S 5.323 3.139
+0.60D 1.360 0.778
L Only 2.562 1.750
S Only 1.513 0.707
Steel Beam Project File:2024.10.18 Sanchaez Residence Calculation.ec6
LIC#:KW-06015057,Build:20.22.12.28 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022
DESCRIPTION: 3' Steel angle design
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(1 944)L(1.316)S(0.2250)
D 0.8640 L 0.5850 S 0.10
L6x6��§
Span= Oft N
Applied Loads Service loads entered.Load Factors will be applied for calculations.
pp PP
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans: D=0.8640, L=0.5850, S=0.10 k/ft
Load(s)for Span Number 1
Point Load : D= 1.944, L= 1.316, S=0.2250 k @ 1.080 ft
DESIGN SUMMARY • •
Maximum Bending Stress Ratio = 0.654: 1 Maximum Shear Stress Ratio= 0.166 : 1
Section used for this span L6x6x3/8 Section used for this span L6x6x3/8
Ma:Applied 4.366 k-ft Va:Applied 4.825 k
Mn/Omega:Allowable 6.675 k-ft Vn/Omega:Allowable 29.102 k
Load Combination +D+L Load Combination +D+L
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 0.003 in Ratio= 10,294 —360
Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Span: 1 : L Only
Max Downward Total Deflection 0.006 in Ratio= 4156 —240. Span: 1 :+D+L
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 4.825
Max Upward from Load Combinations 4.825
Max Upward from Load Cases 2.877
D Only 2.877
+D+L 4.825
+D+S 3.210
+D+0.750L 4.338
+D+0.750L+0.750S 4.588
+0.60D 1.726
L Only 1.948
S Only 0.333
5FA Design Group, LLC
PROJECT N0. SHEET N0.
STRUCTURAL I CE011( IINK Al I SPEC IAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Design Loads ISF
Worst Case Vertical Design Loa _ds(PP Worst Case Line 1)
Tributary Width To ier=P =6.84 ft
Load Type Design Load Tributary Length Line Load
ConCFloorDL= (150 pcf) (4.00 in) (48.00 in) =200 plf Dead Load 6.456 kips
ConCFI00RL= (40 psf) (4.00 ft) = 160 plf Floor Live Load 4.694 kips
StemwallDL_ (150 pcf) (6.00 in) (36.00 in) =225 plf Roof Snow Load 1.810 kips
FootingDL= (150 pcf) (6.00 in) (14.00 in) =88 plf Controlling ASD Load Combination:
Point LoadDL= =2950 lb D+0.75L+0.75S
Roof Point LoadLL= = 1810 Ib
1stFloor Point LoadLL= =3600 Ib
Max Vertical Load to Worst Case Pier 11.334 kips
Max Unsupported Ftg Span from Arching Action 7.00 ft
[� 5FA Design Group, u.c
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Design Loads SF
Worst Case Vertical Design Loads(Gridline Beam Load 1 PL)
Tributary Width To Pier= =1.00 ft
Load Type Design Load Tributary Length Line Load
RoofDL_ (15 psf) (4.00 ft) =60 plf Dead Load 0.225 kips
RoofSL= (25 psf) (4.00 ft) =100 plf Floor Live Load 0.345 kips
DeckDL_ (12 psf) (5.75 ft) =69 plf Roof Snow Load 0.100 kips
DeckLL= (60 psf) (5.75 ft) =345 plf Controlling ASD Load Combination:
ExteriorWallDL _ (12 psf) (8.00 ft) =96 plf D+L
Max Vertical Load to Worst Case Pier 0.570 kips
Max Unsupported Ftg San from Arching Action 6.00 ft
[� 5FA Design Group, LLC
®� PROJECT NO. SHEET N0.
STRU(LURAL I GLOTLCIINICAL I SPE(_IAL INSPI((IONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT By
Design Loads ISF
Worst Case Vertical Design Loads(Grid line 2)
Tributary Width To Pier= =6.00 ft
Load Type Design Load Tributary Length Line Load
RoofDL_ (15 psf) (4.00 ft) =60 plf Dead Load 5.186 kips
RoofSL= (25 psf) (4.00 ft) = 100 plf Floor Live Load 3.510 kips
1 stFloorDL= (15 psf) (2.00 ft) =30 plf Roof Snow Load 0.600 kips
1 stFloor-L= (40 psf) (2.00 ft) =80 plf Controlling ASD Load Combination:
DeckDL= (12 psf) (5.75 ft) =69 plf D+L
DeckLL= (60 psf) (5.75 ft) =345 plf
ConCFI00rDL= (150 pcf) (4.00 in) (48.00 in) =200 plf
ConCFIOorU-= (40 psf) (4.00 ft) = 160 plf
InterlorWallDL = (9 psf) (7.75 ft) =70 plf
EXterlorWallDL = (12 psf) (4.00 ft) =48 plf
StemwallDL_ (150 pcf) (6.00 in) (48.00 in) =300 plf
FootingDL= (150 pcf) (6.00 in) (14.00 in) =88 plf
Max Vertical Load to Worst Case Pier 8.696 kips
Max Unsupported Ftg Span from Arching Action 9.00 ft
5FA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Design Loads SF
lWomt Case Vertical Design Loads(Gridline 2 PP8)
Tributary Width To Pier= =6.00 ft
Load Type Desion Load Tributary Length Line Load
ROofDL_ (15 psf) (4.00 ft) =60 plf Dead Load 7.666 kips
RoofSL= (25 psf) (4.00 ft) =100 plf Floor Live Load 7.640 kips
1stFlooroL= (15 psf) (2.00 ft) =30 plf Roof Snow Load 0.600 kips
1 stFloor-L= (40 psf) (2.00 ft) =80 plf Controlling ASD Load Combination:
DeckDL= (12 psf) (5.75 ft) =69 plf D+L
DeckLL= (60 psf) (5.75 ft) =345 plf
ConCFloorDL= (150 pcf) (4.00 in) (48.00 in) =200 plf
ConCFloon-L= (40 psf) (4.00 ft) =160 plf
InteriorWallDL _ (9 psf) (7.75 ft) =70 plf
ExterlorWallDL = (12 psf) (4.00 ft) =48 plf
StemwaIIDL_ (150 pcf) (6.00 in) (48.00 in) =300 plf
FootingDL= (150 pcf) (6.00 in) (14.00 in) =88 plf
1 stFloor Point LoadDL= =2480 lb
1 stFloor Point Loadu= =4130 lb
Max Vertical Load to Worst Case Pier 15.306 kips
Max Unsupported Ftg San from Arching Action 9.00 ft
5FA Design Group LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT By
IMG 2.875"in 0 Push Pier System ISF
PIE(Design Input REACTION
Pier System Designation= PP21617-34 PIER CAP WITH I
Vertical Load to Pier,PTL= 15.306 kips THREADED RODS - y (E) STEMWALL
Minimum Installation Depth,L= 10.000 ft AND FOOTING
Unbraced Length,I= 1.000 ft PIER .
(E) GRADE
Eccentricity,e= 4.250 in EXTERNAL SLEEVE
Vertical Component of Tieback,PTB= 0.000 kips
Design Load(Vertical),PDL= 15.306 kips p, r1 I I(1 11
BRACKET
Design Moment,MomentPierDL= 65.048 kip-in EXCAVATION---, I 1MEETI— 1'
Sleeve Property input �
Sleeve Length= 48.000 in 1 `1
111 Ili
Design Sleeve OD= 3.434 in 11—I 11 1
Design Wall Thickness= 0.183 in � LU_UI
r= 1.151 in I I 11-1 l 1=
_III= T
A= 1.871 in'
444 in' I .
Note: Sleeve reduces bending stress on main s= 1. � -111_" 1 I 1-1 11-
w
pier from eccenM Z= 1.938 in,
cty z I C I-11—1 I
= 2.480 in° z I T T
E= 29000 ksi I EXTERNAL
Fy= 50 ksi SLEEVE
Pier Property Input 1 =:
Design Tube OD= 2.827 in I L
=111—I I I
Design Wall Thickness= 0.141 in
�—
k= 2.10 5 1 LLLL.II�1
r= 0.951 in f
Note: Design thickness of pier and sleeve A= 1.189in' PIER
based on 93%of nominal thickness per AISC c= 1.413 in
and the ICC-ES AC358 based on a corrosion S= 0.761 in
Z= 1.018 in3 REACTION AT LOAD
loss rate of 50 years for zinc-coated steel BEARING STRATUM
= 1.075 in
E= 29000 ksi
Fy= 50 ksi Note:Section above is a general representation of piering system,refer
Hydraulic Ram Area= 14.180 in' to plan for layout and project specific details.
1Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r= 26.50 OK,<200 §E2
Note: Flexural design capacity Fe= 407.406 ksi §(E3-4)
based on combined plastic section 4.71"(E/Fy)5= 113.43 §E3
modulous of pier and sleeve For= 47.496 ksi §(E3-2&E3-3)
Pn= 56.5 kips §(E3-1)
Safety Factor for Compression,nc= 1.67
Allowable Axial Compressive Strength,Pdn,= 33.8 kips §E1
Actual Axial Compressive Demand,Pr= 15.306 kips
D/t,ter= 20.1 OK,<.45E/Fy §F8
Mn= 147.8 kip-in §(F8-1)
Safety Factor for Flexure,nb= 1.67
Allowable Flexural Strength,Mn/nb= 88.5 kip-in §F1
Actual Flexural Demand,Mr= 65.0 kip-in
Combined Axial&Flexure Check= 1.11 NG §(H1-1a&1b)
l Results
Max Load To Pier= Design Load=15306 lb
2.875"Diameter Pipe Pier with 0.165"Thick Wall
3.5"Diameterx48"Long Pipe Sleeve With 0.216"Thick Wall
Minimum 10'-0"Installation Depth And Minimum 2200 psi Installation Pressure
Minimum'/:'Foundation Lift During Installation
[� 5FA Design Group, LLC
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
2.375"in 0 Pin Pile System ISF
Design Input
Pin Pile System Designation= Standard, Sch 40
Vertical Load to Pier, PTL= 6.168 kips
Minimum Installation Depth, L= 10.000 ft
Unbraced Length, I= 0.500 ft i./PILE/
REACTION
Eccentricity,e= 3.000 in
Friction Factor of Safety, FS= 2 I T (E) STEMWALL AND FOOTING
Design Load(Vertical), PDL= 6.168 kips I + ° (E) GRADE
Design Moment, MomentPierDL= 18.503 kip-in PILE CAP
Sleeve Property Input I —
Sleeve Length= 0.000 in EXCAVATION (—
Design Sleeve OD= 2.822 in
Design Wall Thickness= 0.176 in I—I
r= 0.937 in
A= 1.465 in2 I— - •I—I
III-
Note: Sleeve reduces bending stress on main S= 0.912 in — '—
111-�
�'
III . -1 -
pier from eccentncty Z= 0.000 in � — I
I= 1.287 I n° _ -j( —I I I I I I I i I i FOUNDATION
BRACKET
E= 29000 ksi z _
Fy= 50 ksi j �I I I-I I—_
z PNEUMATICALLY DRIVEN
Pier Property Input Z —III I I-I PILE 4 EXTERNAL
Design Tube OD= 2.328 in 5� I I —11—I I I- SLED
Design Wall Thickness= 0.131 in _-I 11 I I=
k= 2,10
r= 0.778 in
Note: Design thickness of pier and sleeve A= 1. in
c= .164 64in I
based on 93%of nominal thickness per AISC ,
Z= 0.
and the ICC-ES AC358 based on a corrosion S= 0.632 in
loss rate of 50 years for zinc-coated steel in'
I= 0.54747 in° REACTION AT LOAD
E= 29000 ksi BEARING STRATUM
Fy= 60 ksi refer to plan for layout and project specific details.
1Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r= 16.19 OK,<200 §E2
Note: Flexural design capacity Fe= 1091.880 ksi §(E3-4)
based on combined plastic section 4.71'(E/Fy)5= 103.55 §E3
modulous of pier and sleeve Fcr= 58.636 ksi §(E3-2&E3-3)
Pn= 52.9 kips §(E3-1)
Safety Factor for Compression,Oc= 1.67
Allowable Axial Compressive Strength,Pn/flc= 31.7 kips §E1
Actual Axial Compressive Demand,Pr= 6.168 kips
D/tP1ef= 17.8 OK,<.45E/Fy §F8
Mn= 37.9 kip-in §(F8-1)
Safety Factor for Flexure, f)b= 1.67
Allowable Flexural Strength,Mn/Ob= 22.7 kip-in §F1
Actual Flexural Demand,Mr= 18.5 kip-in
Combined Axial&Flexure Check= 0.91 OK §(H1-la&1b)
Results
Max Load To Pier= Design Load=6168 Ib
2.875"Diameter Pipe Pier with 0.165"Thick Wall
3.5"Diameterx48"Long Pipe Sleeve With 0.216"Thick Wall
Minimum 10'-0"Installation Depth And Minimum 2000 psi Installation Pressure
Minimum Y."Foundation Lift During Installation
5FA Design Group, LL.0 PROJECT N0. SHEET NO.
STRl1CTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
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= 164.20%g =1.642g Figs.22-1,22-3,22-5,22-6
Response Spectral Acc.(1.0 sec)St=58.60%g =0.586g Figs.22-2,22-4,22-5,22-6
Site Coefficient Fa =1.200 Tab. 11.4-1
Site Coefficient F =1.715 Tab. 11.4-2
Max Considered Earthquake Acc.SMs= F,.S, =1.970g (11.4-1)
Max Considered Earthquake Acc.SM1=F,,.S1 =1.005g (11.4-2)
@ 5%Damped Design SDs=2/3(SMs) =1.314g (11.4-3)
SD1=2/3(SMt) 0.670g (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
S1<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 hn=24.0 ft Structural Height Limit= 65.0 ft Tab. 12.2-1
C = 1.400 for SD1 of 0.670g Tab. 12.8-1
Approx Fundamental period,T.=Ct(ha)" =0.217 (12.8-7)
TL=6 sec Figs.22-14 through 22-17
Calculated T shall not exceed_< C Ta =0.304
Use T=F 0.22 sec
0.8Ts= 0.8(SD1/SDs) =0.408 Exception of§11.6 does not apply
Is structure Regular&<_5 stories? Yes §12.8.1.3
Max Sds<_1.
E-W N-S
Response Modification Coefficient R= 6.5 6.5 Tab. 12.2-1
Over Strength Factor 0,= 2.5 2.5 (foot note g)
Importance factor la= 1.00 1.00 Tab. 11.5.1
Seismic Base Shear V= Cs W C,W (12.8-1)
C,= SM =0.202 S^, =0.202 (12.8-2)
R/IQ RAl
or need not to exceed,C.= Sr" =0.475 SO, =0.475 For T s TL (12.8-3)
(R/I jT (R/I jT
or C.= S^,T, N/A Sn TL N/A For T>TL (12.8-4)
T2(R/Ia) TZ(R/la)
Min C.= 0.5S11JR N/A 0.5S11a/R N/A For S,i 0.6g(12.8-6)
Use C.= 0.202 0.202
Design base shear V= 0.202 W 0.202 W
1
5FA Design Group. LLC PROJECT NO. SHEET NO.
SMUCTURAL I CECTECHNICAL I SPECLAL U6PECTIOr6 PROJECT
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Wind Design Criteria ISF
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) Krt = 1.00 Flat
Building height to eave he = 18 ft L
v
Building height to ridge hr = 24 ft `
Building length L = 71 ft
Building width B = 41 ft I o I
Ground Elevation Above Sea Level E= 29 ft 1-- 1
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
Ke=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)] prnn= 16 psf for wall area(28.3.4)
where: p=pressure in appropriate zone.(Eq.28.3-1). pmir,= 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(0.1 B,0.1L,0.4h),MIN(0.04B,0.04L),3] = 4.05 ft
INet Pressures(psf),Load Case A
Roof an le 0 = 16.50 Roof an le 0 = 16.50
Surface Net Pressure with Surface Net Pressure with
G Cpf (+GCp,) (-GCp,) GCpf (+GCp,) (-GCp,)
1 0.50 9.74 4.58 1 -0.45 -3.87 -9.03
2 -0.69 -7.31 -12.47 2 -0.69 -7.31 -12.47
3 -0.45 -3.93 -9.09 3 -0.37 -2.72 -7.88
4 -0.40 -3.12 -8.27 4 -0.45 -3.87 -9.03
1 E 0.76 13.41 8.25 5 0.40 8.31 3.15
2E -1.07 -12.76 -17.91 6 -0.29 -1.58 -6.74
3E -0.68 -7.11 -12.27 1 E -0.48 -4.30 -9.46
4E -0.59 -5.89 -11.05 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 1 -0.43 1 -3.58 1 -8.74
4
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tnoortaEEa it Eoeota
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Load Cass A(Transvass) Lood Coss 0(Longitudinal)
Bask Load Coss
5FA Design GroLW. u.c
PROJECT NO. SHEET NO.
STRUCTURAL(GEOTECHNICAL i SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Existing Lateral Resistance Along Gridline 2 ISF
IFooting/Foundation Wall Section Properties b
Foundation Width,b= 6 in
Foundation Depth,d= 42 in
Int Buried Footing Depth,df= 6 in
Ext Exposed Footing Depth,dexp= 12 in OCCURS(NOT
Cross Sectional Area,A= 252 in2 COO NSIDERED FOR
Section Modulus,S.= 252 in' MOMENT Gross Moment of Inertia,1,= 37044 in` SHEAR CAPACIT
Assumed Conc,fc= 2000 psi
lFooting/Foundation Wall Moment 3 Shear Capacity Per ACI318-14 v
Conc Modulus of Rupture,fr= 335 psi §19.2.3.1
Cracking Moment,Mcr=S*fr=7.0 k-ft
Flexure Reduction Factor,tp=0.65 §21.2.2 a a
Design Moment,a W,=4.6 k-ft
Shear Strength,Vc=22540 Ibs §22.5.5.1
Shear Reduction Factor,¢=0.75 §21.2.1
Design Shear,0.5(�Vc=8452 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 2)
Effective Friction Angle=29'
Passive Coefficient,Kp=tan A2*(45+0'/2)
Kp=2.88
Soil Unit Weight,i= 110 pef STEMWALL
P=�*Y=317 pcf
Passive Pressure,P ExT GRADE
Ext Buried Soil Depth,de=d-12"-dexp= 1.5 ft W— —
f 1 FO OTING INT GRADE
Int Buried Soil Depth,d;=dr-12"=0.0 ft -
A=Pp*(de)=238 psf -6
B=PP*(d,)=0 psf ,: — 1 -
wex,=A'de/2= 357 OfRpe:t RRnt
A 8
w;,,t=B*d/2=0 pit 'i I I I_I I—
�FooUnglFoundation Wall Loading
Note: Reference design Wext
loads page of calculation .. Note:Section about is a general representation of a
package for load f T f ( f 1 concrete footing.Refer to plans for specific details
combinations.
• f '_t_ t ' ' f ' _' _f
W`'t
Exterior Length Due to Moment,Len=4(8*m*f,*19e,Q/(yt*`f`re,R)/2=5.00 ft
Interior Length Due to Moment,L;,,t=J(8*m*f,*I9,n,/(y,*we)e)/2=0.00 ft
Exterior Length Due to Shear,Le#=0.5¢V Iwe%,=5.00 ft
Interior Length Due to Shear,Lin,=0.5(�V,/w,nt=0.00 ft
RPe#—w.A*Lett= 1783 Ibs
RPint=` ,mt Lint=O Ibs
Lateral Capacity,Rp=Rpeie+Rp,nt= 1783 lbs
(Slab on Grade Frictional Resistance
Slab Along This Line= Yes
Coeficient of Soil Friction=0.30
Length of Resisting Line= 30 ft
Tributary Width of Slab=5 ft
Slab Thickness=4 in
Concrete Weight= 150.0 pcf
Soil Friction VREsisT= 2250 Ibs
Footing Frictional Resistance Along Gridline 2
Unpiered Portion of Gridline 2= No
Total available resistance along Gridline 2=1783lbs+2250lbs+Olbs+Olbs+Olbs=4033lbs
[� 5FA Design Group. LLC PROJECT NO. SHEET NO.
�7 STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT BY
Lateral Design Loads Along Gridline 2 ISF
1wind Base Shear Along Gridline 2
Loading Direction: Longitudinal
End Zone(5E+6E)= 16.0 psf Zone(5+6)= 16.0 psf
Tributary Width= 4.05 ft Tributary Width= 27.45 ft
Tributary Height= 18.00 ft Tributary Height= 24.00 ft
a= 4.05 ft
Design base shear VWND= 11707 Ibs
ASD(60%)base shear VWiND= 7024 Ibs Seismic Controls
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Load Case A(Transverse) Lood Case B(Longitudkial)
Basic Load Coles
Seismic Base Shear Along Gridline 2
ROofDL= (15 psf) (31.50 ft) =473 pif
1st FloorDL_ (15 psf) (31.50 ft) =473 pif
WaIIDL = (12 psf) (15.00 ft) = 180 pif
StemwallDL_ (150 pcf) (6.00 in) (36.00 in) =225 pif
FootingDL= (150 pcf) (6.00 in) (14.00 in) =88 plf
PerpWallsDL_ (12 psf) (15.00 ft) (63.00 ft) = 11340 lb
Design base shear VsEiSMIC= 14057 Ibs Base shear = 0.202 W
ASD(70%)base shear VSEis= 9840 Ibs •Seismic Controls Trib Length= 41 ft
Worst Case Lateral Load Along Gridline 2=9840 Ibs
Total Available Lateral Resistance Along Gridline 2= 3667 Ibs
Additional Lateral Resistance of 6173 Ibs Required
r
5FA•Design Group. Ltc
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-242
PROJECT DATE
Sanchez Residence Underpinning 11/12/2024
SUBJECT By
Concrete Backfill(s)Along Gridline 2 SF
Concrete Backfill Dimensions
Effective Friction Angle= 26° -� -�
Passive Coefficient,Kp= tanA2'(45+0'/2) 2= SIcunwL
Kp= 2.56 c ,.sn..:. nN91 cRWOE
Passive Pressure,Pp= 2.56'110=282 pd
Cohesion,c'= 1500 psf
Soil Unit Weight,'y= 110 pd WING
Depth of Backfill,d = 2.0 ft - -
Width of Backfill,w = 1.5 ft
Depth to Backfill,r= 2.0 ft
Soil Neglected= 1.0 ft t
Backfill Depth Below Grade= 4.0 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure at Base,up'= Pp'(d+r)
281.7pcf'(4 ft)=ap'= 1127 psf
Lateral Capacity/Pier,Rp =((A+B)/2)`d
Rp=((A+B)/2)'d=((845 plf+1690 plf)/2)'2 ft=2536 Ibs
1 ftNEGLECTED
Depth to Backfill-1 ft=1 f.
A= (Kp`y`r)`w= 845 plf
Rp=2536 Ibs
Depth of Backfill d=2 ft
--- - R= (Kp"y'(r+d))`w= 1690 plf
ap'= 1127 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= 1.00
P-Multiplier Other Backfills= 1.00 (INTERPOLATION OK)
Number of Piers to Be Backfilled= 3 pier(s)
Lateral Resistance of list Backfill= 1'2536 Ibs=2536 Ibs
Lateral Resistance of 2nd Backfill= 1'2536 Ibs=2536 Ibs
Lateral Resistance of Other Backfills= 1'2536 Ibs=2536 Ibs
Table 10.7.P.4-1—Pik P-Muhiph-,P,,.for Stuhipk R...Shading(,,,raged from Bannigan el aL 2006)
Pile i I( .Paring Uu[it Jiro,unn of P-Multi hers.P.
loadinjil HuN 1 Row 2 Row 3 and hi her
3B 08 0.4 0.3
5B Lo 0.85 1 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=2536 Ibs+2536 Ibs+2536 Ibs`(3 piers-2 piers)+2250 Ibs+0 Ibs+1783 Ibs=11641 Ibs
Factor of Safety= 1.1
Allowable Resistance= 10583 Ibs >9841 Ibs OK
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Sfa STRUCTURAL / GEO TECHNICAL
ENGINEERING , SPECIAL INSPECTIONS
December 2, 2024
Leanne and Jose Sanchez > RECEIVED
P: (360)731-7082 -
P: (360)731-7929 DEC 17 2024
E: leannessanchez@gmail.com
RE:Geotechnical Engineering Report, Proposed Foundation Underpinning 51 5 W. Alder Street
18451 East State Route 106
Belfair, Washington 98528
As requested via contract authorization signed and dated November 14, 2024, 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 Mason County Permit Document
• Geologic Hazards BLD2024-01485
• Stormwater management and drainage
• Preparation of site for construction and earthwork
• Direct push pier design and construction Reviewed for Code Compliance
• Small diameter driven pile (pin pile) design and construction Mason County Building
Department
( Project Description
Overview
The project site is located 18451 E State Route 106 in Belfair, WA(Figure-A). Based upon elevation readings
provided by Groundworks, SFA understands that the foundation is experiencing unacceptable settlements of
western portions of the residence. The purpose of the proposed underpinning the foundations is to mitigate further
settlement of those portions. Based on the geotechnical findings, a system of direct push piers and driven pin
piles are an adequate system to mitigate the settlement the structure has experienced.
Site Description
The existing residence is a single family, one-story, wood frame structure. We were unable to find the
construction date of the house, however, permitting documents dating back to 1969 were found in the Mason
County Tax Assessor's Website (https://www.masoncountywa.gov/gis/index.php). The building footprint is
approximately 2,200 sq ft and built at grade. The residence lies on a 0.36-acre lot. To the west of the site is
Hood Canal, to the north and south of the site are other single family residence properties, and east of the site is
State Route 106. Site grading is gently sloped down toward Hood Canal at grades ranging between
approximately 4% and 15%. Surrounding the site, existing topography is similarly sloped toward Hood Canal west
of WA-106. East of WA-106, grades rise quickly at grades sometimes steeper than 40% (2.5H:1V).
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.
,r n
Geotechnical Site,Characterization
Geologic Conditions
The subject site is located in Seattle, 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 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 Qis—Landslide deposits. The landslide in
question is called the Alderwood landslide and is believed to have occurred over 1,000 years ago according to
"Geologic Map of the Belfair 7.5-minute Quadrangle, Mason, Kitsap, and Pierce Counties, Washington" by
Polenz, Alldritt, Hehemann, Sarikhan, and Logan (July 2009).
Subsurface Conditions
SFA Design Group performed a subsurface investigation at the site by advancing one (1) hand auger and one (1)
dynamic cone penetrometer test. The explorations were performed on November 27, 2024. Our explorations 1
extended to approximately 3.5 feet to 7 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. i
I
Based on observed soils observed in our explorations and mapped conditions, we have identified the following i
soils at the site:
Soil Type 1 -Topsoil i
We encountered up to 12 inches of dark brown topsoil at the surface of the site. !
Soil Type 2—Landslide Deposits 1
We encountered loose to medium dense silty sand with variable gravel. It is consistent with disturbed, glacial till-
like soils to the full depth of our explorations.
Groundwater
Groundwater was not encountered at the site in our explorations, however, due to the proximity of Hood Canal,
groundwater should be expected less than 20 feet below ground surface.
Seismic Considerations :';. . u' x
'r
Ground Motion Design Parameters
When reviewing the 2021 International Building Code and ASCE 7-16 the following seismic data in the table I
below pertain to the subject site.
Latitude (degree) 45.41901
Longitude (degree) -122.86704
Site Class D
Site Coefficient, Fa 1.0
Site Coefficient, Fv 1.8*
Mapped Spectral Acceleration at 0.2-sec Period, Ss 1.642
Mapped Spectral Acceleration at 1.0-sec Period, Si 0.586
Spectral Acceleration at 0.2-sec Period Adjusted for Site Class, Sms 1.642
Spectral Acceleration at 1.0-sec Period Adjusted for Site Class, Smi 1.055
Design Spectral Acceleration at 0.2-sec Period, SDs 1.095 i
Design Spectral Acceleration at 1.0-sec Period, SDI 0.703
Seismic Design Category D
*Note that to use the listed site class coefficients, the value of Cs for lateral seismic force estimation must be j
calculated according to the provisions set forth in Section 11.4.8, Exception 2 of ASCE 7-16.
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 0.4 miles to southeast. The fault has a slip rate of 0.2
to 1.0 mm/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.
i
The subject site is mapped as having a very low to low risk of liquefaction according to the WADNR website.
Based on the results of our exploration and field reconnaissance, it is our opinion the risk of liquefaction at the site
is negligible. !
i
Geolo iiaar s,.. I U4; j
Landslide Hazard
As previously stated, the Washington Department of Natural Resources Washington Geologic Information Portal j
website indicates that the site is built over the existing Alderwood landslide, and ancient, approximately 9,000-
foot-long landslide extending to the crest of the eastern ridge from the site. According to"Mason Watershed
Landslide Hazard Zonation Project, Mason County, Washington" by Sarikhan and Walsh (March 2007), the urban
growth into this landslide does not appear to have increased the activity along the landslide. As such, the scope of
the proposed work at this site is estimated to not affect the stability of the landslide.
No additional geologic hazards were identified at the site. I
General Recommendations !
Drainage I
All drainage systems disturbed during construction should be repaired prior to final approval. In the absence of j
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 i
settlement of structures.
Temporary Dewatering
Due to the relatively shallow groundwater table, temporary dewatering may be necessary at the site during
construction. Temporary dewatering includes, but is not limited to ditching and sump pumping water out of i
excavations, or well points.
i
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 backflling 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. I
In general, any excavation should observe OSHA safety requirements. On site soils may be considered soil type
C for temporary excavations if excavations remain dry. Due to shallow groundwater, dewatering may be
necessary for shallow groundwater. If groundwater is encountered during construction, on site soils should be
considered soil type C. Excavations should be no more than 4 feet deep relative to surrounding surfaces. Deeper
excavations should be sloped at 1.5H:1V(horizontal:vertical) or flatter, or benched at an equivalent slope of
1.5H:1V with no benches taller than 4 feet high.
i
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.
l
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 I
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 i
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.
I
Earthwork Recommendations for Wet Weather i
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 i
density in an ASTM D1557 test. If earthwork is planned during times of prolonged inclement weather, we f
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
Small Diameter Direct Push Pile Underpinning(Push Piers)
Small diameter direct push piles, also known as push piers, generally consist of approximately 2-to 4.5-inch
nominal diameter steel pipes hydraulically pushed to end bearing refusal using the existing structure weight as the
counterweight for the hydraulic ram. Push piers are installed segmentally using interlocking pipe components to
extend the length of the pile as it is pushed into the soil, thus producing a small footprint for construction.
Additionally, since the existing structure is used as a counterweight to help drive the piers, the capacity of the
piers is tested during installation.
Push Pier Design Recommendations
Push piers should expect to be driven to a minimum depth of 10 feet before achieving refusal.This assumes that
the skin friction reducer is installed correctly at the tip of the pier. Specific termination criteria for push pier
underpinning will be a function of the specific design capacities of the piers and the installation equipment to
determine final driving forces. The structural engineer will need to work with the contractor to establish termination
criteria for push piers.
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 push pile location(s).
• I
Push Pier Construction Recommendations
Push piers require skin friction reduction collars during installation to achieve the full bearing capacity described in
this report. Wthout a skin friction reduction collar, piers may stop before reaching the target depth of embedment
described in Push Pier Design Recommendations. If minimum depth required cannot be reached, pre-drilling of
push pier locations may be required.
Continuous special inspection is required during installation per 2021 SBC Section 1705.1.1. A representative of
SFA should be on-site during installation of all push pier underpinning elements.
Small Diameter Driven Piles (Pin Piles)
Small diameter driven piles, also known as pin piles, generally consist of 2-to 6-inch nominal diameter steel pipes
driven to refusal by a small percussive hammer. The hammer may be handheld or mounted to machinery such as i
a skid-steer or small excavator, depending on the size of the pile.
Pin Pile Design Recommendations
The following table summarizes the anticipated capacity of pin piles driven to refusal as a function of the nominal
diameter of the pile.
Pipe Diameter TAllowable'
Capacity FS=2
2 inches 6,000 Ibs
3 inches 12,000 Ibs
4 inches 20,000 Ibs
6 inches 30,000 Ibs
i
Pin piles should be expected to reach a minimum depth of 10 feet before achieving refusal.
Pin Pile Construction Recommendations
Piles should be driven to refusal, defined as 1 inch or less of penetration by the pile over a 15-second period of
constant driving. The depth to refusal may vary between piles based on local conditions at the time of i
construction. A representative of SFA Design Group should be on site during installation of pin piles to confirm j
pile refusal criteria.
Limitations and"Closure
This report has been prepared for the exclusive use of Leanne and Jose Sanchez 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. 1
Our findings were obtained in accordance with generally accepted current professional principles and local I
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.
OMB .
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OF�SSION A1.
Tristan T. Anderson, P.E. Exp•02/11/2025
I
Principal i
Attachments:
Figure-A— Site Location Map
Figure-B— Exploration Plan
Appendix A—Field Exploration Log
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Appendix A
Field Exploration Logs
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Date Started: Date Completed: SFA Project No. Boring Log: HA-1
11/27/2024 11/27/2024 MFR24-242
Location: Drilling Subcontractor: Drill Rig:
West side of Property N/A 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) Hammer Drop (in)
N/A 7 feet Army Corps DCP 17.6 22 I�
Depth to Groundwater Latitude: Longitude: 1
N/A 147.41909 1-122.86713 111
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0 i' " Topsoil-approximately 4 Inches thick
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DCP refusal encountered at approximately 0.9 feet below ground surface
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-2 i Grades to gravelly silty sand,medium dense
2 f'' Hand Auger refusal encountered at approximately 3.5 feet below ground surface
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5 3
3
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7 3 DCP terminated at approximately 7 feet below ground surface
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Project: Sanchez Residence
Location: 18451 East State Route 106
Belfair,WA 98528
Sheet 1 of 1
S. F
I
PROJECT DATA
No° sfa
.
� 0 Project Description: Underpinning of existing residence �
\ 0 Project Address: 18451 E State Route 106 SFA Design Group, U.o
Belfair, WA 98528 r0� 4 • o 5TRUMM EHCJ"FFRINL
a 15•laufn I�yW)m"'
• County: Mason 0s4C��
• Parcel No: 22201-50-00044 SSIONAL
\ 8 Building Code: 2021 IBC & 2021 IRC
\ e Zoning Code: 2021 Belfair Municipal Code
• Zoning: Single—fam Res EXPIRES:
• Zoning Use: 18—Residential DEC 17 2024 z
• Site Area: 0.36 Acres
\ \ a Lot Dimensions: As Shown Z
Existing Building: 1,989 sf ((1) Story with basement) 615 W. Alder StrEffil
Legal Description: Cc
ROSE POINT EXTENSION, EDDYS (UNRECORDED) TR 44 & T.L. W cn
\ \ `SS• Owner Contact Information: Leanne Sanchez 0
leannessanchez@gmail.com z LLI N
(360) 731-7929 LO
AREA W it Q
\ \ OF
LLJ
WORK z Q
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/ \ W LO CO
/ / \ 00
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\\\ /\ \
�y \ / \ \ \ (E) DRIVEWAY/ PRIMARY Q
SITE PLAN NOTES \ CONSTRUCTION ACCESS (n
\ / : �-
1. All work and material shall conform to the requirements of the City of Belfair
design standards.
;Z7'4.<;.. SITE PLAN
2. The Contractor shall obtain all required permits and licenses before starting
construction.
REVISIONS
3. The Contractor shall notify the Engineer, City of Belfair 24 hours before starting
.A
construction or resuming work after shutdowns, except for normal resumption ';;:; •., \ _
of work following Sundays or holidays.
4. The Contractor shall assist the Engineer in preparing as—constructed drawings.
.• • '=fie.;
5. Contractor to specify exact locations of utility stubs. The Contractor assumes all y ��.;''°��`- e1'''' ��3 PROJECT NO:
liability and responsibility for all utility pipes, conduits or structures shown and =`A'' �r� NO MFR242a2
y"'��' " "�y' �01 DESIGNED BY:
not shown on these drawings and is req'd to take due precautionary measures �' = '; o� SI
to protect the utility lines on site. \ h
tI� DRAWN BY:
GF
I`t CHECKED BY:
6. All excavation req'd for pier installation shall be completed by hand. �Q. JLD
DATE:
7. All construction vehicles shall remain on the paved street, driveway, or 2024.1 1.12
authorized travel path.
0' 40' 80' 120 SHEET NO:
8. No proposed horizontal or vertical expansion. I
S1 .0
SCALE: 1"=40'-0"
S. F
PROJECT DATA
0 Project Description: Underpinning of existing residences
\ 0 Project Address: 18451 E State Route 106 SFA oe,i9n Group, u.0
Belfair, WA 98528 STRUCTUR ENC"EERINC
'A
• County: Mason ' 407 40� °'"""'�"'
• Parcel No: 22201-50-00044 0 S Ois
\ 0 Building Code: 2021 IBC & 2021 IRC
\ 0 Zoning Code: 2021 Belfair Municipal Code (�
• Zoning: Single—fam Res EXPIRES: 12/24/24 Z
• Zoning Use: 18—Residential
• Site Area: 0.36 Acres Z
\ \ 0 Lot Dimensions: As Shown Z
2p>• 0 Existing Building: 1,989 sf ((1) Story with basement)
.�y0 Legal Description: a-
ROSE POINT EXTENSION, EDDYS (UNRECORDED) TR 44 & T.L. W cD
\ \ `SS• 0 Owner Contact Information: Leanne Sanchez o
Z
leannessanchez@gmail.com w ao
(360) 731-7929 F_ N
00
02/26/2025 (AZROFEA ° Q
WORK PIN PILES ONLY NO Z
APPROVED EXPANSION OF "' U) LL
0
MASON COUNTY DCD PLANNIN s• 18'-"�8" STRUCTURE � COLU
5CM RLIEDYA 0 fr co
Digitally \ i� \\ \ W
Scott Ruedy b g Scott \ \ned / \\
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Y r \ \ C>
Ruedy N, `�\\ `�\ ` Z
(E) DRIVEWAY/ PRIMARY Q
SITE PLAN NOTES \ / :, ;y. CONSTRUCTION ACCESS Cn
1. All work and material shall conform to the requirements of the City of Belfair
design standards. \ \ =t ' .. \ 'tK
`.-,:;ti::�>:. •.:�;>:.-�:w;,.,.�..,. SITE PLAN
2. The Contractor shall obtain all required permits and licenses before starting
construction.
REVISIONS
3. The Contractor shall notify the Engineer, City of Belfair 24 hours before starting
construction or resuming work after shutdowns, except for normal resumption
of work following Sundays or holidays. =:'_`"Y�"J :; \ \
4. The Contractor shall assist the Engineer in preparing as—constructed drawings. `"'`•` Y " =
\ .fir:.� •:!� \
5. Contractor to specify exact locations of utility stubs. The Contractor assumes all PROJECT NO:
liability and responsibility for all utility pipes, conduits or structures shown and y _ p MFR24-242
DESIGNED BY:
not shown on these drawings and is req'd to take due precautionary measures sl
to protect the utility lines on site. DRAWN BY:
l GF
CHECKED BY:
6. All excavation req'd for pier installation shall be completed by hand. �Q. JLD
Co DATE:
7. All construction vehicles shall remain on the paved street, driveway, or Ike2o2a.ii--
authorized travel path.
0' 40' 80' 120' SHEET NO:
8. No proposed horizontal or vertical expansion. S1 .0
SCALE: 1"=40'-0"
S. F
PROJECT DATA
a Project Description: Underpinning of existing residence
sfa
\ 0 Project Address: 18451 E State Route 106 sFA Design Group, uc
• County: Mason
Belfair, WA 98528 �� 4 t ° STRURURAE ENGNEERING
S,��O�v
• Parcel No: 22201-50-00044 SSIOis
\ \ Building Code: 2021 IBC & 2021 IRC
NAL
• Zoning Code: 2021 Belfair Municipal Code 0
• Zoning: Single—fam Res EXPIRES: 12/24/24 Z
• Zoning Use: 18—Residential
• Site Area: 0.36 Acres Z
\ \ 0 Lot Dimensions: As Shown Z
Existing Building: 1,989 sf ((1) Story with basement) 10—
Legal Description: cc
ROSE POINT EXTENSION, EDDYS (UNRECORDED) TR 44 & T.L. W CD
\ \ `SS• • Owner Contact Information: Leanne Sanchez 0
leannessanchez®gmail.com Z LU N
(360) 731-7929 0
02/26/2025 AOFA C) ° Q
WORK PIN PILES ONLY NO Z
APPROVED EXPANSION OF w o � LL
MASON COUNTY DCD PLANNIN 18'-113/8" U) w w
SCb1T RUEDY,AICP ,' `\ STRUCTURE w LO Co
Er co
Digitally \ �' \\ \ W
Scott Ruedy b signed S Ott \ <\ ' `\
Y \ \ \ � \ U
Ruedy \\\ i\ ` Z
(E) DRIVEWAY/ PRIMARY Q
CONSTRUCTION ACCESS W
SITE PLAN NOTES ''-
1. All work and material shall conform to the requirements of the City of Belfair
design standards.
SITE PLAN
2. The Contractor shall obtain all required permits and licenses before starting
construction.
REVISIONS
3. The Contractor shall notify the Engineer, City of Belfair 24 hours before starting
construction or resuming work after shutdowns, except for normal resumption =.;�;�•='-'.\
of work following Sundays or holidays. '- ^;'`�^'�'°` r° `\ \\ — N —
4. The Contractor shall assist the Engineer in preparing as—constructed drawings. :.:' .'<; 'r �,a.•." �_
5. Contractor to specify exact locations of utility stubs. The Contractor assumes all °: y � :="' _` _ `=`�r.:ti 4,,,:•; ;;.±'.. � PROJECT NO:
MFR24-242
liability and responsibility for all utility pipes, conduits or structures shown and '=' � ;., c,;?. •` O
not shown on these drawings and is req'd to take due precautionary measures ' �01 DSsIGNED BY:
to protect the utility lines on site. �Q'` DRAWN BY:
GF
CHECKED BY:
6. All excavation req'd for pier installation shall be completed by hand. �Q• JLD
DATE:
7. All construction vehicles shall remain on the paved street, driveway, or 2024.11.12
authorized travel path.
0' 40' 80' 120' SHEET NO:
8. No proposed horizontal or vertical expansion. S1 .0
SCALE: 1"=40'-0"
MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01485
S. F
PROJECT DATA
0 Project Description: Underpinning of existing residence sfa
\ 0 Project Address: 18451 E State Route 106 SFA Design croup, uc
Belfair, WA 98528 ro r.�CT �rn�"�"
• County: Mason �p 1p 407 40�
• Parcel No: 22201-50-00044 ss ois
\ \ 6 Building Code: 2021 IBC & 2021 IRC
• Zoning Code: 2021 Belfair Municipal Code (�
• Zoning: Single—fam Res EXPIRES: 12/24/24 Z
• Zoning Use: 18—Residential
• Site Area: 0.36 Acres Z
\ \ 0 Lot Dimensions: As Shown Z
6 Existing Building: 1,989 sf ((1) Story with basement) SITE
��. Legal Description: COPY Cc
ROSE POINT EXTENSION, EDDYS (UNRECORDED) TR 44 & T.L. �p
\ \s`SS• 0
Owner Contact Information: Leanne Sanchez
lean nessanchez®gmail.com Z LU co
(360) 731-7929 LO
AREA
W CC <
\ \ OF
WORK Z Q
W I— Q
LL
18'-11%8„ w W
Engineering and Architectural Drawings / \ Ire—III W Lr) COConstruction must match all designs and speciff ations of the \
Architectural and or the Engineering raquire"me OR a stamped letter of
approval must be provided from the design professional responsible for / r
the—li that haseen al btared.'NOTE:Structural engineering shall / \
supersede Mason County"Typical'notes for structural(tams."'
\
\\ \ W
\ \ U
(E) DRIVEWAY/ PRIMARY Q
SITE PLAN NOTES \ :; _ CONSTRUCTION ACCESS C/)
1. All work and material shall conform to the requirements of the City of Belfair
design standards.
SITE PLAN
2. The Contractor shall obtain all required permits and licenses before starting
construction.
'::,•c:=.; "s;:s>;; l \ \ REVISIONS
3. The Contractor shall notify the Engineer, City of Belfair 24 hours before starting
construction or resuming work after shutdowns, except for normal resumption i-:'. ;:.,�•;��; •:.:... \
of work following Sundays or holidays.
4. The Contractor shall assist the Engineer in preparing as—constructed drawings.
5. Contractor to specify exact locations of utility stubs. The Contractor assumes all ±"Y %"'°"=�`='' '`` = ��4�•,.,.�ti,.`;w,..zrr.: PROJECT NO:
�.y.
liability and responsibility for all utility pipes, conduits or structures shown and �'t ` °,' .�� 11215
MFR24-242
','a"= ' :`' �^ DESIGNED BY:
not shown on these drawings and is req'd to take due precautionary measuressl
to protect the utility lines on site. \ `� ' °� Q�� DRAWN BY:
GF
6. All excavation req'd for pier installation shall be completed by hand. CHECKED BY:
JLD
�� DATE:
7. All construction vehicles shall remain on the paved street, driveway, or 2024.11.12
authorized travel path.
D' 40' 80' 120' ol SHEET NO:
8. No proposed horizontal or vertical expansion. INE O
Reviewed for Code Compliance ® Joshua Luck
Mason County Building SCALE: 1 =40 —0
Department =V" Approved for Issuance
Mason County Permit Document
GENERAL REQUIREMENTS BLD2024-01485 IMG PUSH PIERS/PIN PILES S. F
Refer tct subsequent plan and detail notes for variations and requirements specific to referenced project. MATERIALS:
Bracket Plates — ASTM A572 Grade 50
NOTE PRIORITIES: Notes on the individual drawings govern over notes on this sheet. (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) Kra
Pier Tubes — ASTM A500 Grade B OR C
SPECIFICATIONS: Refer to the specifications for information in addition to that contained in these notes Min Yield Stress, Fy = 50 ksi Min Tensile Stress, Fu = 55 ksi sFA Design Group, uc
and the structural drawings. External Sleeve — ASTM A500 Grade B �4074�
• 50 ksi / Min Tensile Stress, Fu = 62 ksi) IS
= '�S� TER��
STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of (Min Yield Stress,Pier Cap — ASTM Fy Fy Grade 50 is
E
the project. They are not intended to show all details of the work. Details noted "typical" apply to (Min Yield Stress, Fy = 50 ksi / Min Tensile Stress, Fu = 65 ksi)
similar work throughout the project unless noted separately. Coil Rod — ASTM A1035 OR A1045 EXPIRES: 12/24/24
(Min Yield Stress, Fy = 105 ksi / Min Tensile Stress, Fu = 125 ksi) z
STRUCTURAL RESPONSIBILITIES: The structural engineer is responsible for the strength and stability of the Steel Angle Shapes — ASTM A36 z
primary structure in its completed form. (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) Z
CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction WELDING NOTES: 12
and all job related safety standards (i.e. OSHA or Federally approved State plan). The contractor is Conform to AWS D1.1. Welders shall be certified in accordance with AWS requirements. Use E70 cc
responsible for the strength and stability of the structure during construction. The contractor shall electrodes of type required for materials to be welded. W CD
o
provide temporary shoring, bracing and other elements required to maintain stability until the structure is Q r
complete. It is the contractor's responsibility to be familiar with the work required in the construction CORROSION PROTECTION: z UJ 00
documents and the requirements for executing it properly. The contractor shall at his discretion employ LO
Sacrificial Design Thickness — Capacities include a scheduled loss in steel thickness due to corrosion for :D co
an Washington State registered structural engineer for design of temporary bracing and shoring. It is the black, uncoated steel. Anchors are designed for 50—year scheduled sacrificial thickness loss in O M
contractor's responsibility to contact the Engineer—of—Record to schedule applicable Structural accordance with ICC—ES AC358. U W
Observations.
INSTALLATION: z Q
DISCREPANCIES: In case of discrepancies between the specifications, reference standards and the System to be installed per manufacturers recommendations. Minimum installation pressure is to be W 1' Q
governing code, the Engineer will determine which shall govern. Discrepancies shall be brought to the determined by the following equation: ILL
attention of the Engineer before proceeding with the work. 9 W W
Push Pier Installation Pressure (psi): [DESIGN LOAD] X 2 / [AREA OF HYDRAULIC RAM]. W m
SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between Ccproceeding with the work. 00
the drawings and actual site conditions shall be brought to the attention of the Engineer before Minimum installation depth is 10'-0"f uno. r
IN
LOADS: Loads on the structure during construction shall not exceed the design loads as Notify engineer if minimum installation conditions cannot be achieved. SITE LJJ
noted in DESIGN REQUIREMENTS below or the capacity of partially completed construction. _
EXISTING UTILITY LINES: COPY U
ALTERNATES: Alternates for specified items may be submitted to the Engineer for review. Contractor to repair utility lines that may be damaged during installation. z
DESIGN CRITERIA PUSH PIER SPLICING: <
Piles are to be gravity spliced with fitting couplers. Building weight will ensure joints do not separate.
Building Code Conformance (meets or exceeds requirements): TESTING & INSPECTION
2021 International Building Code (IBC) Continuous special inspection is required during installation of push piers & pin piles per 2021 IBC GENERAL NOTES
2021 International Residential Code (IRC) SECTION 1810.4.12. The special inspector is responsible for verifying and recording the following:
2021 Washington State Building Code
2021 Washington State Residential Code PROVIDE ALL REQUIRED . Project description (address, installation date, permit number) REVISIONS
SPECIAL INSPECITON REPORTS • Pile and bracket configuration
DEAD LOADS: TO THE MASON COUNTY • Part description (product manufacturer, bracket type, pier type, pier outside diameter, pier wall
Roof Dead Load 15 PSF BUILDING DEPARTMENT UPON thickness)
Floor Dead Load 15 PSF a Pier inclination, location, depth, and installation pressure achieved
Deck Dead Load 12 PSF COMPLETION.
Wood Wall Dead Load 12 PSF Load testingshall be performed in accordance with ASTM Method D1143
Interior Wood Wall Dead Load 9 PSF p me (QUICK METHOD) ON 20% of PROJECT NO:
piers and will be selected by the special inspector. An alignment load (AL) Shall be applied to the pile MFR24-242
Concrete 150 PCF DESIGNED BY:
prior to setting the deflection measuring equipment to zero or a reference position. The AL shall be no Si
LIVE LOADS: more than 10% of the design load. Incremental loading shall be in accordance with the following DRAWN BY:
schedule. GF
Roof Snow Load 25 PSF CHECKED BY:
Deck Live Load 60 PSF JLD
DATE:
Floor Live Load (residential) 40 PSF 2024.11.12
DEFLECTIONS: Total Load Deflection Limit L/240 SHEET NO:
Live Load Deflection Limit L/360 �c.�,, S1 .
MUST COMPLY WITH PERMIT Reviewed for Code Compliance �' Joshua Luck
CONDITIONS Mason County Building �- Approved for Issuance
Department
TESTING & INSPECTION CONT. Mason County Permit Document
BLD2024-01485
TEST LdADING SCHEDULE HOLD TIME MAX DEFLECTION �oF 1YASkIj?'�,�
AL (.10 DL MAX) 0 Minutes
0.25 DL Until Stable
0.50 DL Until Stable
0.75 DL Until Stable sFA Design Group, ue
1.00 DL Until Stable .o�0 40740
• 1.25 DL Until Stable
1.50 DL Hold for Creep Test (see below) 0.04 inches SSIDNAL ��G
1.25 DL Until Stable 0
1.00 DL Until Stable EXPIRES: 12/24/24
0.75 DL Until Stable z
0.50 DL Until Stable z
0.25 DL Until Stable z
SITE �
Load testing creep acceptance criteria shall be no greater than 0.04 inches within a 10 minute period. COPY 0-
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 W o
abandoned and replaced with a new pier. If the load test is to be held the pier movements shall be T-
measured at 15, 20, 30, 40, 50, and 60 minutes. The creep versus the logarithm of time shall be z W �
plotted. If the creep rate is less than 0.080 inches between 6 and 60 minutes, the load test shall be � 00
considered successful. W p o)
Q
Push Pier/Pin Pile Test Pressure (psi): [DESIGN LOAD] X 1.5 / [AREA OF HYDRAULIC RAM]. U L
W 0Q
DO NOT PLACE PIERS W W
THIS ZONE W/O DIRECTION Cn m
DO NOT PLACE PIERS _--'— FROM ENGINEER
Cc 00
THIS ZONE W/O DIRECTION J CONTRACTOR TO NOTIFY T-
FROM ENGINEER FOR IF (E) FOUNDATION W
CRACK IS PRESENT IN THE
^'TU U V SPAN BETWEEN FOUNDATION =
BRACKETS U
z
Q
NO PIER PLACEMENT ZONE Cn
SCALE: NTS 1
GENERAL NOTES
REVISIONS
PROJECT NO:
M FR24-242
DESIGNED BY:
SI
DRAWN BY:
GF
CHECKED BY:
JLD
DATE:
2024.11.12
SHEET NO:
MUST COMPLY WIT
H PERMIT Reviewed for Code Compliance Joshua Luck
Mason County Building
CONDITIONS Department Approved for Issuance
(E) FDN/(N) PUSH PIER/PIN PILE LAYOUT PLAN NOTES: Mason County Permit Document
BLD2024-01485 s F
1. RLFERENCE S1.1 & S1.2 FOR GENERAL REQUIREMENTS 8. IF HEEL OR TOE OF BASEMENT WALL FOOTING EXTENDS 12" OR MORE
A�
2• CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES FROM FACE OF WALL, CONTACT ENGINEER OF RECORD PRIOR TO �� c�,y
BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS INSTALLING PIERS. a
PRIOR TO WORK TYP 9. PIER SPACING SHALL BE AS INDICATED ON PLAN
SFA Design Group. uc
3. INDICATES (E) CONC STEM WALL ON (E) CONC FOOTING 10. PIERS SHALL BE PLACED AT CENTERLINE OF (E) POST/COLUMN LINO. 4q 1P40740 „ M_ ""�" "
(CONTRACTOR TO VERIFY 6"Wx4'-0"H (E) CONC STEM WALL AND 11. MAX UNSUPPORTED FOUNDATION SPAN SHALL BE 9'-0 ' +SSoIsT>
1'-2"Wx6"DP (E) CONC FOOTING MIN TYP (NOTIFY ENGINEER OF 12. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK Nam'
RECORD IF FIELD CONDITIONS DIFFER IN THE AREA OF WORK)) IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS (�
EXPIRES: 12/24/24 z
4. INDICATES (E) WOOD POST/COLUMN 13. ALL FASTENERS AND HARDWARE IN CONTACT W/ PT WOOD, CONCRETE OR
MASONRY SHALL BE HOT-DIPPED ZINC-COATED GALVANIZED STEEL OR z
5. �- SECTION CUT - DETAIL NUMBER/SHEET NUMBER STAINLESS STEEL z
X/SX.X 14. FILL ALL VISIBLE CRACKS IN THE FOUNDATION WALL WITH HYDRAULIC SITE
6. INDICATES LOCATION OF IMG PP21617-34 PUSH PIER & BRACKET CEMENT OR EPDXY COPY oC
SYSTEM PER DETAIL(S) ON S4.1 ((10) TOTAL) 15. ALL CONSTRUCTION MATERIALS IN THESE DOCUMENTS ARE (N) UNO W CD
cD
PUSH PIER INSTALLATION NOTES: 0
T
• DESIGN LOAD = 15,306 LBS A z W CO
• 2.875"0 PIPE PILE W/ 0.165" THICK WALL A � O LO
• 3.5"Ox48" LONG PIPE SLEEVE W/ 0.216" WALL
40'-6"
• MINIMUM 10'-0" INSTALLATION DEPTH U LU
• MINIMUM 2,200 PSI INSTALLATION PRESSURE »
MINIMUM 1/4" FOUNDATION LIFT DURING INSTALLATION 10'-6 30'-0" z
• Q
INDICATES LOCATION OF IMG PIN PILE & BRACK SYSTEM PER W
7. WNDETAIL(S) ON S4.1 ((5) TOTAL) N ( N �QJ
2'-0" 5'-0" ILa � a a
U) T W
PIN PILE INSTALLATION NOTES: �z z �z z �z Ln CO
• DESIGN LOAD = 6168 LBS w _w j Li M - w w I W �
00
• 2.375"0 PIPE PILE W/ 0.154" THICK WALL o I o a o � o
• 3.5"0x36" LONG PIPE SLEEVE W/ 0.220" WALL �' " �' " " " U N
• MINIMUM 10'-0" INSTALLATION DEPTH 4 5 1 2 3 4 5 W
• DRIVE UNTIL LESS THAN 1" MOVEMENT IS OBSERVED IN 1 _ r 1 � i _ — _ _ _ — _ _ L- _ _
A 1 MIN TIME SPAN W/ A 110 LB PNEUMATIC HAMMER -
o I 1 3 I z
(� D1110 N i N I L6x6x /gx3'-0" Q
T T T AREA
I of �f°-' .- ' I I � ' I 6�P" 2'-6" (�
WORK I I I I I
-L----
I _ 2 _ � I III (E) ER/PIN)PUSH
6 7 8 9 10 -I I PIER/PIN PILE
L 1 S4.3 TYP I ��� LAYOUT PLAN
L �' I I 0-
_
o I m L
IF
REVISIONS
c� < >I I`I
--- — ---- I I � " I I-1 I N < I I
1 1 I I 1 (E) BRICK CHIMNEY �1 I :
1 1 IIL <1(E) BASEMENT mlSLAB ON � I PROJECT 42MFR24-242(—I I`.?I DESIGNED BY:
LTJ sI
...._..___..._—_..........._— DRAWN BY:
GF
CHECKED BY:
JLD
a-- ---- DATE:
2024.1 1.12
KEY PLAN PARTIAL (E) FDN/(N) PUSH PIER/PIN PILE LAYOUT PLAN SHEET NO:
SCALE: NTS Reviewed for Code Compliance Joshua Luck
SCALE: 1/8"=1'-0" S2' 1
MUST COMPLY WITH PERMIT MWCONDITIONS Mason County Building Approved for Issuance
Department
n County Permit
Docu
MATERIALS LIST MasoBLD 024-01485 meet
S. Fj
ITEM # PART DESCRIPTION (BRACKET ASSY) R0.25" R1.125" �OF IiASI�IA.
1 A572 GR. 50 BENT BASE R% W/ (2) 5/8" SLOTTED HOLES IN VERT LEG R4" R4P R4" TYP �� �� Kra
2 A572 GR. 50 UPPER TUBE BRACE It%" W/ (2) 1.1"0 HOLES
SFA Design Group, u.c
00
3 A572 GR. 50 GUSSET It W/ HAND HOLD CUT OUTis
4 A572 GR. 50 LOWER TUBE BRACE t% W/ 1.1"0 HOLE - QTY (2) R1.125"
3
5 A36 OR A572 SAND R1/ 2 8 3" _ a ^1/ 0
6 A513 4"0x0.188"x11.5" DOM TUBE BODY* ?° �2
7 EXPIRES: 12/24/24 z
_
7 A500 GR. B S40 1.66"xO.140"x2.125" TUBE SPACER* 3�8" z
z_
ITEM # PART DESCRIPTION (CAP PLATE ASSY)
8 A572 R1x4x0'-9" W/ (2) 1.1" HOLES
r LJJ
9 A500 S40 3.5"0xO.216"xO.75" PIPE* Q o
NOTES: Y" 11" O z H 00
1. * DIMENSIONS GIVEN AS OUTER DIAMETER x WALL 00
00
THICKNESS x LENGTH 9" �/O/O/O7 /HOLES � TYP 1 0O rn
2. IF GALVANIZED, HOT DIP GALVANIZE PER ASTM 123 1 U uc <
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/4-7 DATE:
BACK TOP BOTTOM BOTTOM 2024.11.12
PP21617-34B & PP21617-34CAP DETAILS SAND R REMOVED FOR CLARITY SHEET NO:
1 S4. 1
MUST COMPLY WITH PERMIT Reviewed for Code Compliance JIM Joshua Luck SCALE: 1 1/2"=1'-O"
CONDITIONS Mason County Building Approved for Issuance
Department
MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01485 S.
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MFR24-24242
I COUNTY BUILDING DEPARTMENT I I DESIGNED BY:
I I I I DRAWN BY:
GF
CHECKED BY:
61 JLD
NOTE: NOTE: DATE:
2024.1 1.12
REF PLAN FOR LAYOUT & INSTALLATION REVS REF PLAN FOR LAYOUT & INSTALLATION REQ'S
SHEET NO:
N PUSH PIER TO E PORCH FDN DETAIL 1 N PUSH PIER TO E FOUNDATION DETAIL 2 S4.2
Reviewed for Code Compliance SCALE: 1"=1'-0" Joshua Luck SCALE: 1"=1'—O"
Mason County Building
Department Approved for Issuance
,
'
MUST COMPLY WITH PERMIT Mason County Permit Document
CONDITIONS BLD2024-01485 S.
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DRAWN BY:
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CHECKED BY:
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NOTE:
REF PLAN FOR LAYOUT & INSTALLATION REQ'3
(N) PIN PILE TO (E) FOUNDATION DETAIL SHEET NO:
SCALE: 1^~1'—O^ ��� "sx""Luck
Mason County BuildingDepartment
Approved for Issuance
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Mp,lSON COUNTY
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Date