REVIEWED-BLD2022-1231+Structural_Calculations+9.15.2022_1.21.49_PM+3110957RECEIVED
Sep 19 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
SFA 1]esign Group, LLC DEPARTMENT
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS BLD2022-1231
PORTLAND, OR I LIVERMORE, CA I SEATTLE, WA
503.641 .831 1 1 www.sfadg.com
,...,.,....
REVIEWED
BY
STRUCTURAL CALCULATIONS IBUILIDNOF EDMONDS
GDEPARTMENT
Peterson Residence Underpinning
10116 241st PI SE, Edmonds, WA 98020
Matvey Foundation Repair, Inc.
EXPIRES: 04/04/24
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. MFR22-162
September 7, 2022
5FA Design Group, LLC
STRUCTURAL I GLOTLCHNICAL I SPECIAL INSPLCTIONS
PROJECT NO. (SHEET NO.
M FR22-162
PROJECT DATE
Peterson Residence Underpinning 9/7/2022
SUBJECT BY
Pin Pile Design Requirements MEK
I 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 Seattle, 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. Pin Piles are driven until less then 1 inch movement is observed in a one minute time span using a 110LB (or
140LB) pneumatic hammer. The piles are required to resist vertical loading from the concrete slab. Underpinning the concrete slab
will remove lateral resistance provided by soil friction acting on the concrete foundation. By Inspection, lateral resistance will be
provided by soil friction acting on the unpiered portions of the concrete footing 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 2018 have been included. Axial and bending capacities of the external sleeve, analysis of the retrofit
foundation bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC
360-10. Concrete foundation span capacities have been analyzed per ACI318-14. Bracket fabrication welding has been
performed. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2.
General
Building Department City of Edmonds
Building Code Conformance (Meets Or Exceeds Requirements)
2018 International Building Code (IBC)
2018 International Residential Code (IRC)
2018 Washington Building Code
2018 Washington Residential Code
Dead Loads
Roof Dead Load
15.0 psf
Floor Dead Load
15.0 psf
Wood Wall Dead Load
12.0 psf
Concrete
150.0 pcf
[Live Loads
Roof Snow Load
25.0 psf
Floor Live Load (Residential)
40.0 psf
5FA Design Group, LLC
STRUCTURAL I GEOTEC INICAL I SPECIAL INSPECTIONS
PROJECT NO. SHEET NO.
MFR22-162
PROJECT DATE
Peterson 9/7/2022
SUBJECT BY
Proiect Lavout MEK
Project Layout (See S2.1 for Enlarged Plan)
c
I
5FA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR22-162
PROJECT DATE
Peterson Residence Underpinning 9/7/2022
SUBJECT BY
Design Loads MEK
(Worst Case Vertical Design Loads (Gridline D)
Tributary Width To Pier =
= 5.34 ft
Load Type
Design Load
Tributary
Length
Line Load
RoofDL =
(15 psf)
(9.17 ft)
= 138 plf
RoofSL =
(25 psf)
(9.17 ft)
= 229 plf
ConcFloorDL =
(150 pcf)
(4.00 in)
(48.00 in)
= 200 plf
ConcFloorLL =
(40 psf)
(4.00 ft)
= 160 plf
InteriorWallDL _
(9 psf)
(4.00 ft)
= 36 plf
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(8.00 in)
(18.00 in)
= 150 plf
FootingDL =
(150 pcf)
(10.00 in)
(18.00 in)
= 188 plf
Dead Load 4.374 kips
Floor Live Load 0.854 kips
Roof Snow Load 1.224 kips
Controlling ASD Load Combination:
D+0.75L+0.75S
Max Vertical Load to Worst Case Pier 5.933 kips
Max Unsupported Ftg Span from Arching Action 4.67 ft
5FA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR22-162
PROJECT
DATE
Peterson
9/7/2022
SUBJECT
BY
Foundation Supportworks 2.375" in O Pin Pile System
IMEK
(Design Input
Pin Pile System Designation =
X-Strong, Sch 80
Vertical Load to Pier, PTL =
5.933 kips
CL/PILE/
Minimum Installation Depth, L =
10.000 ft
REACTION
Unbraced Length, I =
0.500 ft
`
(E) sTEMWALL AND FOOTING
Eccentricity, e =
4.250 in
Friction Factor of Safety, FS =
2
(E) GRADE
Design Load (Vertical), PDL =
5.933 kips
PILE CAP
Design Moment, MomentPierDL =
25.214 kip -in
EXCAVATION
— -
Sleeve Property Input
�—
Sleeve Length =
0.000 in
Design Sleeve OD =
2.822 in
I
Design Wall Thickness =
0.176 in
I—
r =
0.937 in
I —III
0
III
A =
1.465 inz
71 I
S=
0.912 in'-
I
I
FOUNDATION BRACKET
Note: Sleeve reduces bending stress on main Z -
0.000 in'
I I
pier from eccentricty
I =
1.287 ID ,
a z
PNEUMATICALLY DRIVEN
E=
29000 ksi
o I—
I I
I I I
PILE & EXTERNAL
SLEEVE
Fy =
50 ksi
.I
(Pier Property Input
711
— —I
Design Tube OD =
2.319 in
I
I
Design Wall Thickness =
0.190 in
iI
_I 1
k =
2.10
r =
0.756 in
A =
1.in
`
Note: Design thickness of pier and sleeve
c =
1.160 60 in
r
based on 93% of nominal thickness per
p S =
0.627 in'
REACTION AT LOAD
and the ICC-ES AC358 based on a corrosion
Z =
0.in3
BEARING STRATUM
loss rate of 50 years for zinc -coated steel
I =
0.72727 in
E =
29000 ksi
Note: Section above is a general representation of pin pile system,
Fy =
60 ksi
refer to plan for layout and project specific details.
Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r =
16.67
OK, <200 §E2
Note: Flexural design capacity Fe =
1029.434 ksi
§(E3-4)
based on combined plastic section 4.71 `(E/Fy) 5 =
103.55
§E3
modulous of pier and sleeve Fcr =
58.554 ksi
§(E3-2 & E3-3)
Pn =
74.5 kips
§(E3-1)
Safety Factor for Compression, nc =
1.67
Allowable Axial Compressive Strength, Pn/Oc =
44.6 kips
§E1
Actual Axial Compressive Demand, Pr =
5.933 kips
D/tpief =
12.2
OK, <.45E/Fy §F8
Mn =
51.9 kip -in
§(F8-1)
Safety Factor for Flexure, ob =
1.67
Allowable Flexural Strength, Mn/f2y =
31.1 kip -in
§F1
Actual Flexural Demand, Mr =
25.2 kip -in
Combined Axial & Flexure Check =
0.88
OK §(H1-la & 1b)
Results
Max Load To Pier = Design Load = 5933 Ib
2.375" Diameter Pipe Pier with 0.154" Thick Wall
Minimum 10'-0" Installation Depth And Minimum 1900 psi Installation Pressure
Drive Until Less Than 1" Movement Is Observed In a 1 min Time Span With
a 110LB (Or 1401-13) Pneumatic Hammer
5FA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. (SHEET NO.
MFR22-162
PROJECT DATE
Peterson 9/7/2022
SUBJECT BY
Foundation Supportworks FS238B Bracket MEK
I Capacity of 5/8"0 GRB7 (125ksi) Threaded Rod
T1=11
D = 0.625 in
Ft = 125 ksi
At = 0.226 in
Capacity = 28.250 kips
Block Shear at %" Plate i0 and i0 to i0
TBs = 0.3(58)(%)(6)+0.5(58)(%)(1)
= 50.025 kips
Capacity of 3/s" Plate D
At = 1.781 in
Ft = 21.600 ksi
T = 38.475 kips
I = 0.004 in
A = 0.188 in
r = 0.144 in
k = 1.00
I = 6.563 in 1/4 RATE
kl/r = 46.0
Fa = 20.350 ksi 3�8" RATE
S = 0.431 in
Fb = 27.000 ksi
RMAx = 7.714 kips t Limiting System Factor
Fv = 14.400 ksi
VAt_t_ow = 29.025 kips
IResults
Capacity of System (2 Sides) = 7.71(2)=15.42kips (Bracket Only)
RATE �2
Steel Beam
Description : Steel Angle Calcs
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
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(0.9989) Lr0.245) L(0.2)
D(0.799) Lr(0.196) L(0.16)
i
i
i
i L6x6x3/8
�. Span = 150 ft .I
Applied Loads -
Beam self weight calculated and added to loading
Uniform Load : D = 0.7990, Lr = 0.1960, L = 0.160 k/ft,
Service loads entered. Load Factors will be applied for calculations.
Tributary Width = 1.0 ft
Point Load : D = 0.9989, Lr = 0.2450, L = 0.20 k @ 1.50 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Ma: Applied
Mn / Omega: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.425: 1 Maximum Shear Stress Ratio =
L6x6x3/8
Section used for this span
3.215 k-ft
Va : Applied
7.566 k-ft
Vn/Omega : Allowable
+D+0.750Lr+0.750L
Load Combination
0.000ft
Location of maximum on span
Span # 1
Span # where maximum occurs
0.002 in Ratio =
23,328>=600
0.000 in Ratio =
0 <600
0.008 in Ratio =
4270 >=600
0.000 in Ratio =
0 <600
0.102
L6x6x3/8
2.954 k
29.102 k
+D+0.750Lr+0.750L
0.000 ft
Span # 1
Vertical Reactions A Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MINimum
0.440
D Only
2.220
+D+L
2.660
+D+Lr
2.759
+D+0.750Lr+0.750L
2.954
+D+0.750L
2.550
+D+0.750Lr
2.624
+0.60D
1.332
Lr Only
0.539
L Only
0.440