REVIEWED BLD-BLD2022-0133+Structural_Calculations+2.2.2022_8.49.17_AM+2656173RECEIVED
2/7/2022
SFA Design Group, LLE CITY OF EDMONDS
DEVELOPMENT
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS SERVICES DEPARTMENT
PORTLAND, OR I LIVERMORE, CA I SEATTLE, WA
503.641 .831 1 www.sfadg.com REVIEWED
BY
CITY OF EDMONDS E
:.......,.B
STRUCTURAL CALCULATIONS
UILDING DEPARTMENT i
REVISION #1
Miller Residence Underpinning
8822 216th St SW, Edmonds, WA 98026
Matvey Foundation Repair, Inc.
EXPIRES: 12/24/22
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. MFR21-201
February 2, 2022
Revised: February 2, 2022
5FA Design Group, LLC
STRUCTURAL I GLOTLCHNICAL I SPECIAL INSPLCTIONS
PROJECT NO. (SHEET NO.
M FR21-201
PROJECT
DATE
Miller Residence Underpinning
2/2/2022
SUBJECT
BY
Stabilizer Design Requirements
IL
Structural Narrative
The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1-story
duplex 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.
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, , and concrete foundation. Underpinning the structure will remove lateral resistance provided by soil friction acting on the
concrete foundation. Lateral resistance will be provided by passive earth pressures acting on concrete backfills encasing piers and
soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the
buried footings perpendicular to the piered gridlines.
There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the
entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current
codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and
testing requirements per IBC 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 Snohomish County
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
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
5FA Design Group, LLC
JECT NO.
SHEET NO.
STRUCTURAL I GEOTEC INICAL I SPECIAL INSPECTIONS
OR21-201
PROJECT
DATE
Miller
2/2/2022
SUBJECT
BY
Push Pier and Stabalizer Layout
IL
Push Pier and Stabalizer Layout (See S2.1 for Enlarged Plan)
o B
47'-0"
(E) CRAWL
SPACE
O
9 3'-0"
C
6
LINE OF (E)
CONC PATIO DECK
i
(E) PIER TYP
(E) CRAWL
SPACE ACCESS
2 ---'
--7,-0- — — 7 -D„
— — — — (E) P05T &
FTC TYP
5'-6"
7_J —
— — 7�
HSS
5x3xl/4
---Lx�TYP
-------J:
L—EXX
6��
8'-8"
7'-0"
(E) BEAM
(E) CMU
ABOVE TYP
PIER
I
I
(E) CONC SLAB
..8.
...
6
—
9
ON GRADE
II
L6x6x3/8°x3'-0"
(E) CO IC PORCH &
I L
- -
STEPS (DEMO &
L---------
REPLACE PER 1/54.5
5 EQ SPACES 11EQ'D)
2'-0" 2'-L
(E) FDN/(N) PIER/STABILIZER/CARBON ARMOR LAYOUT PLA
Steel Beam Project File: Calcs.ec6
LIC# : KW-06015057, Build:20.21.12.16 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2021
DESCRIPTION: (N) Steel Beam
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
D(O.1361
Span = 1.0 ft Span = 7.0 ft I Span = 1.0 ft
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.0240, L = 0.040 ksf, Tributary Width = 5.670 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.152 : 1
Maximum Shear Stress Ratio =
0.035 : 1
Section used for this span
HSS5x3x1/4
Section used for this span
HSS5x3x1/4
Ma: Applied
2.041 k-ft
Va : Applied
1.270 k
Mn / Omega: Allowable
13.423 k-ft
Vn/Omega : Allowable
36.005 k
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
3.500ft
Location of maximum on span
7.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 2
Maximum Deflection
Max Downward Transient Deflection
0.036 in Ratio =
2,334
—360 Span: 3 : L Only
Max Upward Transient Deflection
-0.016 in Ratio =
1,530
—360 Span: 3 : L Only
Max Downward Total Deflection
0.058 in Ratio =
1459
—240. Span: 3 : +D+L
Max Upward Total Deflection
-0.025 in Ratio =
956
—240. Span: 3 : +D+L
Vertical Reactions Support notation : Far left is #' Values in KIPS
Load Combination
Support 1 Support 2
Support 3 Support 4
Overall MAXimum
1.633
1.633
Overall MINimum
-0.367
-0.367
D Only
0.612
0.612
+D+L
1.633
1.633
+D+0.750 L
1.378
1.378
+0.60D
0.367
0.367
L Only
1.021
1.021
General Beam Analysis Project File: Calcs.ec6
LIC# : KW-06015057, Build:20.21.12.16 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2021
DESCRIPTION: (E) Wood Beam
General Beam Pro
Elastic Modulus
Span #1
Span #2
Span #3
Span #4
Span #5
Span #6
Span #7
erties
29,000.0 ksi
Span Length =
Span Length =
Span Length =
Span Length =
Span Length =
Span Length =
Span Length =
6.0 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
3.410 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
4.170 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
4.170 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
3.670 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
6.50 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
5.250 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
x x x
x
- Span = 6.0 ft�pan Span = 4.170 fttSpan = 4.170 ft�pan = 3.670�Span = 6.50 ft Span = 5.250 ft
plied Loads Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D = 0.0630, L = 0.060 k/ft, Tributary Width = 11.50 ft
DESIGN SUMMARY
Maximum Bending =
5.278 k-ft
Maximum Shear =
5.018 k
Load Combination
+D+L
Load Combination
+D+L
Span # where maximum occurs
Span # 6
Span # where maximum occurs
Span # 1
Location of maximum on span
6.500 ft
Location of maximum on span
6.000 ft
Maximum Deflection
Max Downward Transient Deflection
0.004 in
17591
Max Upward Transient Deflection
0.000 in
0
Max Downward Total Deflection
0.008 in
8581
Max Upward Total Deflection
-0.001 in
38322
Vertical Reactions Support notation : Far left is #' Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Support 4
Support 5
Support 6
Support 7
Support 8
Overall MAXimum
3.469
8.538
3.847
6.631
4.527
7.646
9.553
2.708
Overall MINimum
D Only
1.777
4.373
1.970
3.396
2.319
3.916
4.893
1.387
+D+L
3.469
8.538
3.847
6.631
4.527
7.646
9.553
2.708
+D+0.750L
3.046
7.497
3.378
5.822
3.975
6.713
8.388
2.378
+0.60D
1.066
2.624
1.182
2.038
1.391
2.350
2.936
0.832
L Only
1.692
4.165
1.877
3.235
2.208
3.730
4.660
1.321
5FA Design Group, LLc
PROJECT NO. SHEET NO.
STRUCTURAL I GLOTECHNICAL I SPECIAL INSPECTIONS IMFR21-201
PROJECT DATE
Miller Residence Underpinning 2/2/2022
SUBJECT BY
Safebase Crawlspace Stabilizer Svstem IL
ALL -THREAD ROD PER
GENERAL NOTES (0'-3'
UAX UNBRACED
THREADED RDD LENGTH)
THREADED POST CAP
PER GENERAL NOTES
(E) INTERIOR GRADE
(E) FLOOR SHEATHING
(E) FLOOR FRAMING TYP
(E) FLOOR BEAM
(41/2V MIN)
TOP PLATE PER
GENERAL NOTES W/ (4)
#12x3" WOOD SCREWS
STABILIZER TUBE PER
GENERAL NOTES [CUT
TO RE4'D LENGTH]
BASE PLATE PER GENERAL
NOTES
LIGHT FOOT STABILIZER PER
GENERAL NOTES
Note: Section above is a general representation of smartjack system, refer to plan for layout and project specific details.
Tube Properties
Safebase Crawlspace Stabilizer System =
SB350
Pmax =
5.436
kips
Maximum Tube Unbraced Length, dt =
3.000
ft
Maximum Threaded Rod Unbraced Length, dtr =
3.000
in
Eccentricity, emax =
1.000
in
Moment =
5.436
in -kips
Design Tube OD =
3.500
in
Design Wall Thickness =
0.1196
in
k =
1.00
r =
1.380
in
A =
1.261
in
c =
1.750
in
S =
1.373
in
1 =
2.402
in
E =
29000
ksi
Fy =
50
ksi
Tube Output
kl/r =
26.09
Slenderness OK
Cc =
107.00
F'e =
219.35
ksi
Fa =
27.62
ksi
fa =
4.31
ksi
Fb =
33.00
ksi
fb =
3.96
ksi
Cm =
1.00
fa/Fa =
0.16
Eq 1-11-1 and Eq H1-2
Threaded Rod Properties
Threaded Rod Output
Bearing Capacity of LightFoot Base
l Results
Eq H1-1 0.27844 Tube OK
Eq H1-2 0.26367 Tube OK
Eq H1-3 NA
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
Slenderness OK
Cc =
90.43
F'e =
1619.74
ksi
Fa =
40.79
ksi
fa =
4.43
ksi
Fb =
46.20
ksi
fb =
28.35
ksi
Cm =
1.00
fa/Fa =
0.11
Eq 1-11-3 may be used
Eq H1-1 NA
Eq H1-2 NA
Eq H1-3 0.72 Tube OK
Footing Depth = 5.50 in
Footing Width = 24 in
Footing Length = 24 in
Soil Bearing Capacity = 1500 psf
Capacity = 6.000 k OK
MAX LOAD TO STABILIZER = 5436LB
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
24 IN SQR SAFEBASE LIGHT XL FOOT STABILIZER BASE
EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR21-201
PROJECT DATE
Miller Residence Underpinning 2/2/2022
SUBJECT BY
Design Loads IL
(Worst Case Vertical Design Loads (Gridline A)
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 3.396 kips
RoofSL =
(25 psf)
(4.00 ft)
= 100 plf
Floor Live Load 0.480 kips
1stFloorDL =
(15 psf)
(2.00 ft)
= 30 plf
Roof Snow Load 0.600 kips
1stFloon-L =
(40 psf)
(2.00 ft)
= 80 plf
Controlling ASD Load Combination:
InteriorWallDL _
(9 psf)
(2.00 ft)
= 18 plf
D+0.75L+0.75S
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in) (36.00 in)
= 225 plf
FootingDL _
(150 pcf)
(10.00 in) (12.00 in)
= 125 plf
Max Vertical Load to Worst Case Pier
4.206 kips
Max Unsupported Ftg Span from Arching Action
7.67 ft
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR21-201
PROJECT DATE
Miller Residence Underpinning 2/2/2022
SUBJECT BY
Desion Loads IL
(Worst Case Vertical Design Loads (Gridline 2)
Tributary Width To Pier =
= 6.00 ft
Load Type
Design Load
Tributary Length
Line Load
RoofDL =
(15 psf)
(14.00 ft)
= 210 plf
Dead Load 4.872 kips
RoofSL =
(25 psf)
(14.00 ft)
= 350 plf
Floor Live Load 1.440 kips
1stFloorDL =
(15 psf)
(6.00 ft)
= 90 plf
Roof Snow Load 2.100 kips
1stFloon-L =
(40 psf)
(6.00 ft)
= 240 plf
Controlling ASD Load Combination:
InteriorWallDL _
(9 psf)
(6.00 ft)
= 54 plf
D+0.75L+0.75S
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in) (36.00 in)
= 225 plf
FootingDL _
(150 pcf)
(10.00 in) (12.00 in)
= 125 plf
Max Vertical Load to Worst Case Pier
7.527 kips
Max Unsupported Ftg Span from Arching Action
7.67 ft
[� 5FA Design Group, LLr
PROJECT NO. SHEET NO.
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
IMFR21-201
PROJECT
DATE
Miller Residence Underpinning
2/2/2022
SUBJECT
BY
2.875 in O Push Pier System
IL
(�/PIER/
Design Input
REACTION
Pier System Designation =
2.875 in O
1
Pier Material =
Galvanized
I (E) WALL FRAMING
External Sleeve Material =
Galvanized
(E) SLAB
Vertical Load to Pier, PTL =
7.527 kips
PIER CAP WITH I ON GRADE
Minimum Installation Depth, L =
10.000 ft
THREADED RODS
a
Unbraced Length, I =
1.000 ft
I °
Eccentricity, e =
4.250 in
I
Design Load (Vertical), PDL =
7.527 kips
Design Moment, MomentPlerDL =
31.990 kip -in
° —I IN
Sleeve Property Input
BRACKET Pa
° 11111 II
Sleeve Length =
36.000 in
EXCAVATION ' I I El I
Design Sleeve OD =
3.444 in
III I I 1 II 1 II 111
Design Wall Thickness =
0.192 in
III I III I
r =
1.152 in
—III— 11=111—I 11
A -
1.962 in2
III —III— III —III —I I
III —III III —III—III—III—I
S =
1.512 in'
I —III III III III I
Note: Sleeve reduces bending stress on main Z=
2.034 in'
Z
III w l l� III III I I I
pier from eccentricty
I I w= I III III III I
=
2.603 in'
I—z III I II I II I
E =
29000 ksi
III o I II I II I II
I—� III III—III-1
Fy =
50 ksi
I
I I G�= III —III —I I I
1Pier Property Input
I 4 1 III I
III"'= I III —III —I I
Design Tube OD =
2.824 in
4 I III I
Design Wall Thickness =
0.162 in
I.Q III —III —I
k=
2.10
1- III F-IIIIIIIIII
r =
0.943 in
III —I I�I I III —I
A =
1.354 in
III ICI I PIER
Note: Design thickness of pier and sleeve c =
1.412 in
based on 93% of nominal thickness per AISC
S =
0.852 ins
REACTION AT LOAD
and the ICC-ES AC358 based on a corrosion
Z =
1.148 in'
BEARING STRATUM
I
loss rate of 50 years for zinc -coated steel
I =
1.203 in°
Note: Section above is a general representation of piering system,
E =
29000 ksi
refer to plan for layout and project specific details.
Fy = 50 ksi
Hyrdraulic Ram Area = 9.620 in
Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r =
26.73 OK, <200
§E2
Note: Flexural design capacity Fe =
400.512 ksi
§(E3-4)
based on combined plastic section 4.71-(E/F,,) 5 =
113.43
§E3
modulous of pier and sleeve Fcr =
47.454 ksi
§(E3-2 & E3-3)
Pn=
64.2kips
§(E3-1)
Safety Factor for Compression, Oc =
1.67
Allowable Axial Compressive Strength, Pn/flc =
38.5 kips
§E1
Actual Axial Compressive Demand, Pr =
7.527 kips
D/tli,r =
17.4 OK, <.45E/Fy
§F8
Mn=
159.1 kip -in
§(F8-1)
Safety Factor for Flexure, 4b =
1.67
Allowable Flexural Strength, Mn/f2b =
95.3 kip -in
§F1
Actual Flexural Demand, Mr =
32.0 kip -in
Combined Axial & Flexure Check =
0.43 OK
§(H1-la & 1 b)
Results
Max Load To Pier = Design Load = 7527 lb
2.875" Diameter Pipe Pier with 0.165" Thick Wall
3.5"Diameterx36" Long Pipe Sleeve With 0.216"ThickWall
Minimum 10'-0" Installation Depth And Minimum 2000 psi Installation Pressure
Minimum'/4' Foundation Lift During Installation
5FA Design Group, LLr
STRUCTURAL I CIVIL I LAND USE PLANNING
PROJECT
Miller Residence Undeminnina
SUBJECT
SafeBase-LID
I Capacity of 3/4"0 GRB7 (125ksi) Threaded Rod
Tj=11
D = 0.750 in
Ft = 125 ksi
At = 0.344 in
Capacity = 42.950 kips
Block Shear at 1/4" Plate OO
TBs= 0.3(58)(1/4)(4.625)+0.5(58)(1/4)(1)�
= 27.369 kips
Capacity of Weld i0
E70 Electrodes = 70 ksi
Size of Fillet = 0.188 in
Length of Weld = 6.000 in
Capacity of Per Inch of Fillet = 2.784 kli
Capacity of Fillet = 16.705 kips
Capacity of 3/s" PlateO
At = 1.125 in
Ft = 21.600 ksi
T = 24.300 kips
I = 0.844 in°
A = 1.125 in
r = 0.866 in
k = 1.00
I = 7.387 in
kl/r = 9.0
Fa = 20.350 ksi
S = 3.410 in
Fb = 27.000 ksi
RMAX = 30.857 kips
Fv = 14.400 ksi
VALLOW = 10.800 kips t Limiting System Factor
Results
PROJECT NO. ISHEET NO.
MFR21-201
10/2..
�'-2"
Capacity of System (2 Sides) = 10.800(2)=21.600kips (Bracket Only)
DATE
2/2/2022
BY
IL
5FA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR21-201
PROJECT DATE
Miller Residence Underpinning 2/2/2022
(Seismic Design Criteria
JIL
ASCE 7-16 Chapters 11 & 13
Soil Site Class = D
Tab. 20.3-1, (Default = D)
Response Spectral Ace. (0.2 sec) SS = 128.20%g = 1.282g
Figs. 22-1, 22-3, 22-5, 22-6
Response Spectral Ace.( 1.0 sec) St = 45.10%g = 0.451g
Figs. 22-Z 22-4, 22-5, 22-6
Site Coefficient Fa = 1.000
Tab. 11.4-1
Site Coefficient F = 1.850
Tab. 11.4-2
Max Considered Earthquake Ace. SMs = F,Ss = 1.282g
(11.4-1)
Max Considered Earthquake Ace. SM1= F,,.S1 = 0.834g
(11.4-2)
@ 5% Damped Design SDS = 2/3(SMs)
= 0.855g
(11.4-3)
SD1 = 2/3(SM1)
= 0.556g
(11.4-4)
Risk Category = 11, 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 =
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 = 14.0 ft Structural
Height Limit = 65.0 ft Tab. 12.2-1
Cu = 1.400 for SD1 of
0.556g Tab. 12.8-1
Approx Fundamental period, T. = Ct(h )" = 0.145
(12.8-7)
TL = 6 sec
Figs. 22-14 through 22-17
Calculated T shall not exceed <_ CuTa = 0.203
Use T = 0.14 sec
0.8Ts = 0.8(SD1/SDS) = 0.521
Exception of §11.6 does not apply
Is structure Regular & <_ 5 stories ? Yes
§12.8.1.3
Response Modification Coefficient R
Over Strength Factor Q.
Importance factor IB
Seismic Base Shear V
CS
or need not to exceed, Cs
or Cs
Min Cs
Use Cs
Design base shear V
E-W
= 6.5
2.5
= 1.00
= CsW
= S s = 0.131
R/IB
= S 1 = 0.591
(R/la)T
= S ,1 N/A
T2(R/la)
= 0.5S11JR N/A
= 0.131
= 0.131 W
Max S
ds <_ 1.09
N-S
6.5
2.5
1.00
CSW
Sn = 0.131
R/IB
Sr" = 0.591
(R/la)T
S T N/A
T2(R/IB)
0.5S1Ia/R N/A
0.131
0.131 W
Tab. 12.2-1
(foot note g)
Tab. 11.5.1
(12.8-1)
(12.8-2)
For T <_ TL (12.8-3)
For T > TL (12.8-4)
For S1 >_ 0.6g (12.8-6)
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS PROJECT NO. SHEET NO.
MFR21-201
PROJECT DATE
Miller Residence Underpinning 2/2/2022
SUBJECT BY
Wind Design Criteria IL
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
Topographic factor (26.8 8 Table 26.8-1)
K, =
1.00
Building height to eave
he =
9 ft
Building height to ridge
hr =
14 ft
Building length
L =
47 ft
Building width
B =
30 ft
Ground Elevation Above Sea Level
E =
428 ft
Velocity pressure
mph
Flat
r
m
c
L
1 B I
qh = 0.00256 Kh Kzt Kci Ke V^2 = 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
= 11.50 ft
< 60 ft, Satisfactory (ASCE 7-10 26.2.1)
Design pressures for MWFRS
p = qh [(G Cpf)-(G CPI A prrdn = 16 psf for wall area (28.3.4)
where: p = pressure in appropriate zone. (Eq. 28.3-1). pmin = 8 psf for roof area (28.3.4)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1)
G Cp i = product of gust effect factor and internal pressure coefficient. (Tab. 26.13-1, Enclosed Building)
0.18 or -0.18
a = width of edge strips, Fig 28.3-1, note 9, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 31 = 3.00 ft
INet Pressures (psf), Load Case A
Roof angle
6 = 18.43
G Cp f
Net Pressure with
Surface
(+GCp I)
(-GCp i )
1
0.52
9.98
4.82
2
-0.69
-7.31
-12.47
3
-0.47
-4.14
-9.29
4
-0.42
-3.37
-8.53
1 E
0.78
13.76
8.60
2E
-1.07
-12.76
-17.91
3E
-0.68
-7.22
-12.38
4E
-0.62
-6.28
-11.44
Roof angle 6 = 18.43
G Cp f
Net Pressure with
Surface
(+GCp i)
(-GCp i )
1
-0.45
-3.87
-9.03
2
-0.69
-7.31
-12.47
3
-0.37
-2.72
-7.88
4
-0.45
-3.87
-9.03
5
0.40
8.31
3.15
6
-0.29
-1.58
-6.74
1 E
-0.48
-4.30
-9.46
2E
-1.07
-12.76
-17.91
3E
-0.53
-5.02
-10.18
4E
-0.48
-4.30
-9.46
5E
0.61
11.32
6.16
6E
-0.43
-3.58
-8.74
s :
2E
5
�Ehtl UItl�S !�
Load Case A ( ransxerse) Load Case B (LongRudinol)
Basic Land Cases
J
[� SFA Design Group, LLC
PROJECT NO.
SHEET NO.
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
MFR21-201
PROJECT
DATE
Miller Residence Underpinning
2/2/2022
SUBJECT
BY
Existing Lateral Resistance Along Gridline 2
IL
Footing/Foundation Wall Section Properties
b
Foundation Width, b = 6 in
Foundation Depth, d = 46 in
Int Buried Footing Depth, df = 10 in
Ext Exposed Footing Depth, dexp = 28 in
AS OCCURS (NOT
Cross Sectional Area, A = 276 in'
CONSIDERED FOR
Section Modulus, Sx = 276 in'
MOMENT OR
SHEAR CAPACITY
Gross Moment of Inertia, Ig = 48668 in°
Assumed Cone, f� = 2000 psi
Footing/Foundation Wall Moment & Shear Capacity Per AC1318-14
0
Cone Modulus of Rupture, fr = 335 psi
§19.2.3.1
Cracking Moment, Mcr = S*fr = 7.7 k-ft
Flexure Reduction Factor, (� = 0.65
§21.2.2 a
Design Moment, (�Mcr = 5.0 k-ft
Shear Strength, Vc = 24686 Ibs
§22.5.5.1
Shear Reduction Factor, tp = 0.75
§21.2.1
Design Shear, 0.5(�Vc = 9257 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 = tanA2*(45+0'/2)
Kp = 2.88
Soil Unit Weight, y = 110 pcf
STEMWALL
*
Passive Pressure, Pp = KPY=317pcf
EXT GRADE
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft
—_ — -1 I
FOOTING ,-INT GRADE
Int Buried Soil Depth, di = df-12" = 0.0 ft
I =
A = Pp*(de) = 79 psf
B = Pp*(di) = 0 psf
v
wext= A*de/2 = 40 plf
RPext
=
t
_ - Rpint
A
taint = B*di/2 = 0 plf
' 1=11=1 = I = 1=1
11=
Footina/Foundation Wall Loadin
Note: Reference design Wext
loads page of calculation Note: Section about is a general representation of a
package for load concrete footing. Refer to plans for specific details
combinations.
NL
L
ZV
Exterior Length Due to Moment, Lext = �(8*�*fr*Igext/(Yt*WeM)/2 = 5.00 ft
Interior Length Due to Moment, Lint=A8*Vfr*Igint/(Yt*Wext)/2 = 0.00 ft
Exterior Length Due to Shear, Le,i = 0.50 /wet = 5.00 ft
Interior Length Due to Shear, Lint = 0.50dwint = 0.00 ft
RPext= Wext*Lext = 198 Ibs
RPint= Wint*Lint = 0 Ibs
Lateral Capacity, Rp= Rpext+Rpint = 198 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 13 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VRESisT= 975 Ibs
Footing Frictional Resistance Along Gridline 2
Unpiered Portion of Gridline 2 = No
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 13 ft
Dead Load Above = 566 pit
Soil Friction VRESisT= 0 Ibs
Total available resistance along Gridline 2 = 198lbs + 975lbs + Olbs + Olbs = 1173lbs
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR21-201
PROJECT DATE
Miller Residence Underpinning 2/2/2022
SUBJECT BY
Lateral Desian Loads Alona Gridline 2 111
Lind Base Shear Along Gridline 2
Loading Direction: Longitudinal
End Zone (5E+6E) = 16.0 psf
Tributary Width = 3.00 ft
Tributary Height = 9.00 ft
Design base shear VWIND =
ASD(60%) base shear VWIND =
Zone (5+6) =
Tributary Width =
Tributary Height =
a=
2448 Ibs
1469 Ibs Seismic Controls
.Y 3 s a
1E
iti Ei
1E 1 1E
EIIEI Od�IGt !O
�0 awtr N 2' 7f �EC70
Load Case A (ransvorse) Load Gape B (Longiludirlol)
Bnsia Load Cases
Seismic Base Shear Along Gridline 2
16.0 psf
9.00 ft
14.00 ft
3.00 ft
RoofDL =
(15 psf)
(14.00 ft)
= 210 plf Base shear = 0.131 W
1st FloorDL =
(15 psf)
(12.00 ft)
= 180 plf Trib Length = 47 ft
WaIIDL =
(12 psf)
(4.50 ft)
= 54 plf
StemwallDL =
(150 pcf)
(6.00 in)
(36.00 in) = 225 plf
FootingDL =
(150 pcf)
(10.00 in)
(12.00 in) = 125 plf
PerpWallsDL =
(12 psf)
(4.50 ft)
(24.00 ft) = 1296 lb
Design base shear VsEISMIC = 5077 Ibs
ASD(70%) base shear VSEIS = 3554 Ibs /Seismic Controls
Worst Case Lateral Load Along Gridline 2 = 3554 Ibs
Total Available Lateral Resistance Along Gridline 2 = 1173 Ibs
Additional Lateral Resistance of 2381 Ibs Required
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT
PROJECT NO. SHEET NO.
MFR21-201
DATE
SUBJECT BY
Existino Lateral Resistance Alono Gridline A IL
Footing/Foundation Wall Section Properties
Foundation Width, b = 6 in
Foundation Depth, d = 46 in
Int Buried Footing Depth, df = 10 in AS OCCi iRc rninr
Ext Exposed Footing Depth, dexp = 28 in CONSID
Cross Sectional Area, A = 276 in MOMI
Section Modulus, S. = 276 in SHEAR
Gross Moment of Inertia, Ig = 48668 in4
Assumed Conc, fc= 2000 psi
Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14
Conc Modulus of Rupture, fr = 335 psi
§19.2.3.1
Cracking Moment, Mcr = S*fr = 7.7 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2
Design Moment, (Mcr = 5.0 k-ft
Shear Strength, Ve = 24686 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.5(�Vc = 9257 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 A) T—�r-r
Effective Friction Angle = 29'
Passive Coefficient, Kip = tanA2*(45+0'/2)
Kip = 2.88
Soil Unit Weight, y = 110 pcf STEMWALL
p=
Passive Pressure, P KPY=317pcf
* EXT GRADE
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft 1II FOOTING INT GRADE
IIII = — —
Int Buried Soil Depth, d; = dr-12" = 0.0 ft —
A = Pp*(de) = 79 psf o -
B = Pp*(di) = 0 psf RPext R , Y'
p nt
wext= A*de/2 = 40 Of A = g
Wint = B*di/2 = 0 plf i 1=1 1=1 I=1 1=1 11=111=
Footina/Foundation Wall Loadin
Note: Reference design Wert
loads page of calculation
package for load - 1
combinations.
Wint
L
IV
Exterior Length Due to Moment, Lea _ �(8*�*fr*Igext/(yt*we)Q)/2 = 5.00 ft
Interior Length Due to Moment, Lint=A8*Vfr*Igint/(yt*w8,3)/2 = 0.00 ft
Exterior Length Due to Shear, LeA = 0.5(�Ve/we)d = 5.00 ft
Interior Length Due to Shear, Lint = 0.5" /Wint = 0.00 ft
Rpe,Q— wext*Lext = 198 Ibs
Rpint= Wint*Lint = 0 Ibs
Lateral Capacity, Rp= RpeM+Rp;nt = 198 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line = No
Coeficient of Soil Friction = 0.30
Footing Frictional Resistance Along Gridline A
Unpiered Portion of Gridline A = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 7 ft
Dead Load Above = 566 plf
Soil Friction VRESiST= 1189 Ibs
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline A=198lbs + Olbs + 1189lbs + Olbs=1387lbs
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR21-201
PROJECT DATE
Miller Residence Underpinning 2/2/2022
SUBJECT BY
Lateral Desian Loads Alona Gridline A III
Lind Base Shear Along Gridline A
Loading Direction:
Transverse
End Zone (1E+4E) =
16.0 psf
Tributary Width =
6.00 ft
Tributary Height =
9.00 ft
End Zone (2E+3E)
16.0 psf
Tributary Width =
6.00 ft
Tributary Height =
9.00 ft
Design base shear VwiND = 4104 Ibs
ASD(60%) base shear VwiND = 2462 Ibs
Zone (1+4) =
16.0 psf
Tributary Width =
11.00 ft
Tributary Height =
9.00 ft
Zone (2+3)
8.0 psf
Tributary Width =
11.00 ft
Tributary Height =
9.00 ft
a =
3.00 ft
/Wind Controls
j2E
1E
IOaD�i
Load Case A (Transverse) Load Case B (Longiludrnal)
Basic Lood Cases
Seismic Base Shear Along Gridline A
ROOfDL =
(15 psf)
(19.00 ft)
= 285 plf Base shear = 0.131 W
1 st FloorDL =
(15 psf)
(17.00 ft)
= 255 plf Trib Length = 24 ft
WaIIDL =
(12 psf)
(4.50 ft)
= 54 plf
StemwallDL =
(150 pcf)
(6.00 in)
(36.00 in) = 225 plf
FootingDL =
(150 pcf)
(10.00 in)
(12.00 in) = 125 plf
PerpWallsDL =
(12 psf)
(4.50 ft)
(34.00 ft) = 1836 lb
Design base shear VSEISMIC = 3220 Ibs
ASD(70%) base shear VSEIS = 2254 Ibs Wind Controls
Worst Case Lateral Load Along Gridline A = 2462 Ibs
Total Available Lateral Resistance Along Gridline A = 1387 Ibs
Additional Lateral Resistance of 1075 Ibs Required
Steel Beam Project File: Calcs.ec6
LIC# : KW-06015057, Build:20.21.12.16 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2021
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(0.9930) LrO.5250) L(0.480)
D(0.6620) Lr(0.350) L(0.320)
b b b b
L6x9x3/8
c.,�., - I sn rr
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.6620, Lr = 0.350, L = 0.320 k/ft, Tributary Width = 1.0 ft
Point Load : D = 0.9930, Lr = 0.5250, L = 0.480 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
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+L
+D+Lr
+D+0.750Lr+0.750L
+D+0.750L
+D+0.750Lr
+0.60D
Lr Only
L Only
0.592 : 1
Maximum Shear Stress Ratio =
0.121 : 1
L6x6x3/8
Section used for this span
L6x6x3/8
3.947 k-ft
Va : Applied
3.516 k
6.670 k-ft
Vn/Omega : Allowable
29.102 k
+D+0.750Lr+0.750L
Load Combination
+D+0.750Lr+0.750L
0.000ft
Location of maximum on span
0.000 ft
Span # 1
Span # where maximum occurs
Span # 1
0.003 in Ratio = 11,480
—600
0.000 in Ratio =
0
<600 Span: 1 : Lr Only
0.010 in Ratio =
3439
—600 Span: 1 : +D+0.750Lr+0.750L
0.000 in Ratio =
0
<600
Support 1 Support 2
-0.960
2.008
2.968
3.058
3.516
2.728
2.796
1.205
1.050
0.960
Support notation : Far left is #' Values in KIPS