REVIEWED BLD-BLD2022-0582+Structural_Calculations+5.6.2022_8.41.20_AM+2851868 (2)STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PORTLAND, OR I LIVERMORE, CA I SEATTLE, WA
503.641.8311 1 www.sfadg.com
5FA Design Group, LU
.�Faa
...............................................
REVIEWED
BY
STRUCTURAL CALCULATIONS :CITY 'OFEDMONDS
RECEIVED
May 19 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Peerand Residence Underpinning
1005 7th Ave S, 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. MFR21-217
May 5, 2022
BLD2022-0582
[� 5FA Design Group, LLc
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. (SHEET NO.
MFR21-217
PROJECT DATE
Peerand Residence Underpinning 5/5/2022
SUBJECT BY
Pin Pile & Stabilizer Design Requirements
MEK
IStructural Narrative
The structural calculations and drawings enclosed are in reference to the design of the retaining wall underpinning located in
Edmonds, 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 brick wall and concrete footing. Underpinning the retaining wall 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.
The structural calculations and drawings enclosed support the use of SafeBase Crawlspace Stabilizer for mitigation of observed
structural settlements, and support of the vertical loads tributary to it, at a residential property located in Edmonds, WA as
referenced on the coversheet. Crawlspace Stabilizer consist of a 3.5" square steel tube attached to a plate by a 1.25" diameter
adjustable threaded rod. This plate is attached to the bottom side of a supporting beam with (4) wood screws. The steel pipe sits in
a pre -fabricated base plate that bears on a pre -fabricated Lightfoot Stabilizer base filled with injected polyurethane foam.
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 AC1318-14. 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
Floor Dead Load
Interior Wall Dead Load
Brick Wall Dead Load
Concrete
15.0 psf
9.0 psf
78.0 psf
150.0 pcf
I Live Loads
Floor Live Load (Residential) 40.0 psf
[�
5FA Design Group, LLC
PROJECT NO. SHEET NO.
�] STRUCTURAL I GEOTECEWICAL I SPECIAL INSPECTIONS
IMFR21 -217
PROJECT
DATE
Peerand
5/5/2022
SUBJECT
BY
Proiect Lavout
MEK
Project Layout (See S2.1 for Enlarged Plan)
_ �78'-O"
12'-8" 1 7'-3"
(E)OAB GRADE ON
L - -J, ---
5' ~r POST & (E) BEAM
FTG TYR ABOVE TYR
I ; EQIEQI EQ I EQ EQ EQ EQ IEQ r, o
t: I
(E) CCNC SLAB
I`I ,.? ON GRADE Lo
I,L — — — -J
(E) CRAWL - - -
" SPACE TYR
'COLUMN
'PIER
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
IMFR21-217
PROJECT
DATE
Peerand Residence Underpinning
5/5/2022
SUBJECT
BY
Desiqn Loads
MEK
(Worst Case Vertical Design Loads (Retaining Wall)
Tributary Width To Pier = = 6.00 ft
Load Type Design Load Tributary Length Line Load
Dead Load 2.622 kips
Floor Live Load 0.000 kips
Brick WaIIDL = (78 psf) (48.00 in) = 312 plf Roof Snow Load 0.000 kips
FootingDL _ (150 pcf) (10.00 in) (12.00 in) = 125 plf Controlling ASD Load Combination:
D+L
Max Vertical Load to Worst Case Pier 2.622 kips
5FA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR21-217
PROJECT DATE
Peerand 5/5/2022
SUBJECT BY
Foundation Su000rtworks 2.375" in O Pin Pile Svstem MEK
Design Input
Pin Pile System Designation =
X-Strong, Sch 80
Vertical Load to Pier, PTL =
2.622 kips
< 4 kips, OK
Minimum Installation Depth, L =
10.000 ft
Unbraced Length, I =
0.500 ft
Eccentricity, e =
4.250 in
Friction Factor of Safety, FS =
2
Design Load (Vertical), PDL =
2.622 kips
Design Moment, MomentPlerDL =
11.144 kip -in
(Sleeve Property Input
Sleeve Length =
0.000 in
rYCAVATION
Design Sleeve OD =
2.822 in
Design Wall Thickness =
0.176 in
r =
0.937 in
_
A =
1.465 in
S =
0.912 in3
Note: Sleeve reduces bending stress on main
Z =
0.000 in
—
pier from eccentricty
I =
1.287 in°
V2
E =
29000 ksi
Fy =
50 ksi
4
CL/PILE/
REACTION
I (E)
PILE CAP -0 (E)
G I-
STEMWALL AND FOOTING
O I
_II
— —I FOUNDATION BRACKET
III— PNEUMATICALLY DRIVEN
III PILE & EXTERNAL
Pier Property Input
�� .I I
II-'
SLEEVE
F
Design Tube OD =
2.319 in
=I
--I
Design Wall Thickness =
0.190 in
I
I
k =
2.10
r =
0.756 in
IV
A =
1.272 in
Note: Design thickness of pier and sleeve
c =
1.160 in
based on 93% of nominal thickness per AISC
S =
0.3
in
}
and the ICC-ES AC358 based on a corrosion
Z =
0.865 65 in3
loss rate of 50 years for zinc -coated steel
REACTION AT LOAD
I =
0.727 in'
BEARING STRATUM
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/F )'5 =
103.55
§E3
modulous of pier and sleeve Fir =
58.554 ksi
§(E3-2 & E3-3)
Pn =
74.5 kips
§(E3-1)
Safety Factor for Compression, Dc =
1.67
Allowable Axial Compressive Strength, Pn/0, =
44.6 kips
§E1
Actual Axial Compressive Demand, Pr =
2.622 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/f2b =
31.1 kip -in
§F1
Actual Flexural Demand, Mr =
11.1 kip -in
Combined Axial & Flexure Check =
0.39
OK §(H1-1a & 1b)
IResults
Max Load To Pier = Design Load = 2622 lb
2.375" Diameter Pipe Pier with 0.154" Thick Wall
Minimum 10'-0" Installation Depth And Minimum 900 psi Installation Pressure
Drive Until Less Than 1" Movement Is Observed In a 1 min Time Span With
a 110LB (Or 140LB) Pneumatic Hammer
5FA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR21-217
PROJECT DATE
Peerand 5/5/2022
SUBJECT BY
Foundation Swoortworks FS238B Bracket MEK
Capacity of 5/8"0 GR137 (125ksi) Threaded Rod
11=11
D = 0.625 in
Ft = 125 ksi
At = 0.226 in
Capacity = 28.250 kips
Block Shear at %" Plate O and i0 to O
TBs = 0.3(58)(%)(6)+0.5(58)(%)(1)
= 50.025 kips
Capacity of 3/a" Plate
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 �/4 FATE
kI/r = 46.0
Fa = 20.350 ksi 3/ " tAT E
S = 0.431 in' 8
Fb = 27.000 ksi
RmAx = 7.714 kips t Limiting System Factor
Fv = 14.400 ksi
VALLow = 29.025 kips
Results
C
Capacity of System (2 Sides) = 7.71(2)=15.42kips (Bracket Only)
7
LATE 02
5FA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR21-217
PROJECT DATE
Peerand Residence Underpinning 5/5/2022
SUBJECT BY
Desiqn Loads MEK
(Worst Case Vertical Design Loads (Floor Stabilizer)
Tributary Width To Pier =
= 6.00 ft
Load Type
Design Load
Tributary Length
Line Load
Dead Load
0.684 kips
1stFloorDL _
(15 psf)
(4.75 ft)
= 71 plf
Floor Live Load
1.140 kips
1stFloor-L _
(40 psf)
(4.75 ft)
= 190 plf
Roof Snow Load
0.000 kips
InteriorWallDL _
(9 psf)
(4.75 ft)
= 43 plf
Controlling ASD Load Combination:
D+L
Max Vertical Load to Worst Case Pier
1.824 kips
SFA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR21-217
PROJECT DATE
Peerand Residence Underpinning 5/5/2022
SUBJECT BY
Safebase Crawlspace Stabilizer Svstem MEK
SB LF6-01009 PER
GENERAL NOTES
(E) INTERIOR
GRADE
(E) FLOOR SHEATHING
(E) FLOOR FRAMING TYP
(E) FLOOR BEAM
(41/2"W M'N)
SB LFO-01008 PER
GENERAL NOTES W/ (4)
bx3° WOOD SCREWS
SB LFO-011013
STABILIZER BASE
Note: Section above is a general representation of Stabilizer system, refer to plan for layout and project specific details.
(Tube Properties
Safebase Crawlspace Stabilizer System =
Pmax =
Maximum Tube Unbraced Length, dt =
Maximum Threaded Rod Unbraced Length, dtr =
Eccentricity, emax =
Moment =
Design Tube =
Design Wall Thickness =
k=
r=
A=
c=
S=
E_
Fy =
SB350
1.824
3.000
3.000
1.000
1.824
3.500
0.1196
1.00
1.380
1.261
1.750
1.373
2.402
29000
50
kips
ft
in
in
in -kips
in
in
in
in
in
in'
in
ksi
ksi
Tube Output
kl/r =
26.09
Cc =
107.00
F'e =
219.35
ksi
Fa =
27.62
ksi
fa =
1.45
ksi
Fb =
33.00
ksi
fb =
1.33
ksi
Cm =
1.00
fa/Fa =
0.05
Threaded Rod Properties
Threaded Rod Output
Bearing Capacity of LightFoot Base
l Results
Eq H1-1 NA
Eq H1-2 NA
Eq 1-11-3 0.09
Threaded Rod Dia. =
1.250
in
k =
1.00
r =
0.313
in
A =
1.227
in
c =
0.625
in
S =
0.192
in
1 =
0.120
in
E =
29000
ksi
Fy =
70
ksi
kl/r =
9.60
Cc =
90.43
F'e =
1619.74
ksi
Fa =
40.79
ksi
fa =
1.49
ksi
Fb =
46.20
ksi
fb =
9.51
ksi
Cm =
1.00
fa/Fa =
0.04
Eq H1-1 NA
Eq H1-2 NA
Eq 1-11-3 0.24
Footing Depth = 5.50 in
Footing Width = 18 in
Footing Length = 18 in
Soil Bearing Capacity = 1500 psf
Capacity = 3.375 k
Slenderness OK
Eq 1-11-3 may be used
Pier OK
Slenderness OK
Eq 1-11-3 may be used
101'TXilN
OK
MAX LOAD TO STABILIZER = 1824LB
3.5 IN DIAMETER SAFEBASE TUBE WITH 0.1196 IN. THICK WALL AND MAX HEIGHT OF 3FT
1.25 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN
18 IN SQR SAFEBASE LIGHT FOOT STABILIZER BASE
EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: Calcs.ec6
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(o_s740)
D 0.4370
i
L6x6x3/S
Span
i
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.4370 k/ft, Tributary Width = 1.0 ft
Point Load : D = 0.8740 k @ 1.50 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.273 : 1
Maximum Shear Stress Ratio =
0.053 :1
Section used for this span
L6x6x3/8
Section used for this span
L6x6x3/8
Ma: Applied
1.819 k-ft
Va : Applied
1.552 k
Mn / Omega: Allowable
6.670 k-ft
Vn/Omega : Allowable
29.102 k
Load Combination
D Only
Load Combination
D Only
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
0.000 in Ratio =
0
<600
Max Upward Transient Deflection
0.000 in Ratio =
0
<600
Max Downward Total Deflection
0.005 in Ratio =
7346
—600 Span: 1 : D Only
Max Upward Total Deflection
0.000 in Ratio =
0
<600
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
D Only 1 0.0049 1.500 0.0000 0.000
Vertical Reactions Support notation : Far left is #' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.552
Overall MINimum 0.931
D Only 1.552
+0.60D 0.931