REVIEWED BLD BLD2024-0740+Structural_Analysis_or_Calculations+6.3.2024_10.41.34_AM+42959705FA
Design Group
STRUCTURAL ENGINEERING
STRUCTURAL CALCULATIONS
Chien -Nguyen Residence Underpinning
717 15th St SW, Edmonds, WA 98020
Matvey Foundation Repair, Inc.
EXPIRES: 12/24/24
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. MFR24-103
May 29, 2024
[� 5FA Design Group, LLC
�7] STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. (SHEET NO.
MFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Push Pier Design Requirements BM
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 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, 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 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
by Behlen Mfg Co. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2.
In addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS.
(General
Building Department City of Edmonds
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
IDead 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
Concrete
150.0 pcf
Live Loads
Roof Snow Load 25.0 psf
Floor Live Load (Residential) 40.0 psf
[� 5FA Design Group, LLC PROJECT NO. SHEET NO.
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/31/2024
SUBJECT BY
Project Layout IBM
(Project Layout (See S2.1 for Enlarged Plan)
2'-0"SQx12"DP
CONC FTG W/ (3)
#4 EA WAY TYP —
1'-7"
,E) CMU CHIMNEY -
70'-0"
26'-0"
5'-0" 8'-10" 2'-g"
��Ilifll
UP , ,,— L6x6x3/8x3'-o" NP
\I z
z
M.
J
`Wy1
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Design Loads BM
Worst Case Vertical Design Loads (Gridline B)
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 5.982 kips
RoofSL =
(25 psf)
(4.00 ft)
= 100 plf
Floor Live Load 1.560 kips
1StFloorDL =
(15 psf)
(2.50 ft)
= 38 plf
Roof Snow Load 0.600 kips
1StFloorLL =
(40 psf)
(2.50 ft)
= 100 plf
Controlling ASD Load Combination:
ConcFloorDL =
(150 pcf)
(4.00 in)
(48.00 in)
= 200 plf
D+0.75L+0.75S
ConcFloon-L =
(40 psf)
(4.00 ft)
= 160 plf
InteriorWaIIDL =
(9 psf)
(6.50 ft)
= 59 plf
ExteriorWallDL _
(12 psf)
(18.00 ft)
= 216 plf
StemwallDL _
(150 pcf)
(6.00 in)
(54.00 in)
= 338 plf
FootingDL =
(150 pcf)
(6.00 in)
(14.00 in)
= 88 plf
Max Vertical Load to Worst Case Pier 7.602 kips
Max Unsupported Ftg Span from Arching Action 10.00 ft
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Design Loads BM
Worst Case Vertical Design Loads (Gridline C)
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 4.785 kips
RoofSL =
(25 psf)
(4.00 ft)
= 100 plf
Floor Live Load 1.440 kips
1StFloorDL =
(15 psf)
(2.00 ft)
= 30 plf
Roof Snow Load 0.600 kips
1StFloorLL =
(40 psf)
(2.00 ft)
= 80 plf
Controlling ASD Load Combination:
ConcFloorDL =
(150 pcf)
(4.00 in)
(48.00 in)
= 200 plf
D+0.75L+0.75S
ConcFloon-L =
(40 psf)
(4.00 ft)
= 160 plf
InteriorWaIIDL =
(9 psf)
(6.00 ft)
= 54 plf
ExteriorWallDL _
(12 psf)
(18.00 ft)
= 216 plf
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 6.315 kips
Max Unsupported Ftg Span from Arching Action 5.00 ft
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Design Loads BM
Worst Case Vertical Design Loads (Gridline 1 (B-C))
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 6.657 kips
RoofSL =
(25 psf)
(14.00 ft)
= 350 plf
Floor Live Load 2.310 kips
1StFloorDL =
(15 psf)
(5.63 ft)
= 84 plf
Roof Snow Load 2.100 kips
1StFloorLL =
(40 psf)
(5.63 ft)
= 225 plf
Controlling ASD Load Combination:
ConcFloorDL =
(150 pcf)
(4.00 in)
(48.00 in)
= 200 plf
D+0.75L+0.75S
ConcFloon-L =
(40 psf)
(4.00 ft)
= 160 plf
InteriorWaIIDL =
(9 psf)
(9.63 ft)
= 87 plf
ExteriorWallDL _
(12 psf)
(18.00 ft)
= 216 plf
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 9.965 kips
Max Unsupported Ftg Span from Arching Action 7.00 ft
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Design Loads BM
Worst Case Vertical Design Loads (Gridline 3)
Tributary Width To Pier =
= 1.00 ft
Load Type
Design Load
Tributary Length
Line Load
RoofDL _
(15 psf)
(16.00 ft)
= 240 plf
Dead Load 0.372 klf
RoofSL =
(25 psf)
(16.00 ft)
= 400 plf
Floor Live Load 0.040 klf
1StFloorDL =
(15 psf)
(1.00 ft)
= 15 plf
Roof Snow Load 0.400 klf
1StFloorLL =
(40 psf)
(1.00 ft)
= 40 plf
Controlling ASD Load Combination:
InteriorWaIIDL =
(9 psf)
(1.00 ft)
= 9 plf
D+S
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
Max Vertical Load to Worst Case Pier 0.772 kif
Max Unsupported Ftg Span from Arching Action 1.00 ft
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Design Loads BM
Worst Case Vertical Design Loads (Gridline 2 Push P 3)
Tributary Width To Pier =
= 7.50 ft
Load Type
Design Load
Tributary
Length
Line Load
Pt Load from EnercalcDL =
= 1760 lb
Dead Load 9.988 kips
Pt Load from EnercalCLL =
= 2730 lb
Floor Live Load 4.200 kips
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
Roof Snow Load 0.000 kips
ConcFloorDL =
(150 pcf)
(4.00 in)
(48.00 in)
= 200 plf
Controlling ASD Load Combination:
ConcFloorLL =
(40 psf)
(4.00 ft)
= 160 plf
D+L
StemwallDL _
(150 pcf)
(6.00 in)
(54.00 in)
= 338 plf
FootingDL =
(150 pcf)
(6.00 in)
(14.00 in)
= 88 plf
Max Vertical Load to Worst Case Pier 14.188 kips
Max Unsupported Ftg Span from Arching Action 10.00 ft
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Design Loads BM
Worst Case Vertical Design Loads (Gridline 3 Pin Pile 2)
Load Type Design Load Tributary Length Line Load
Pt Load from EnercalCDL = = 2980 lb Dead Load 3.300 kips
Pt Load from EnercalcLL = = 320 lb Floor Live Load 6.200 kips
Pt Load from EnercalCSL = = 3200 lb Roof Snow Load 0.000 kips
Controlling ASD Load Combination:
D+L
Max Vertical Load to Worst Case Pier 6.500 kips
Max Unsupported Ftg Span from Arching Action 0.00 ft
Project Title:
Engineer:
Project ID:
Project Descr:
General Beam Analysis
Project File: Chie-Nguyen Residence Calcs.ec6
LIC# : KW-06015057, Build:20.23.08.01 SFA ENGINEERING LLC
DESCRIPTION: (E) Cantilever Edge Beam Analysis (For Load Generation Only)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length = 4.0 ft Area = 10.0 in"2
N
a
Span = 4.0 ft
(c) ENERCALC INC 1983-2023
Moment of Inertia =
100.0 in"4
�X�
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D = 0.3720, L = 0.040, S = 0.40 k/ft, Tributary Width = 4.0 ft
DESIGN SUMMARY
Maximum Bending =
Load Combination
Span # where maximum occurs
Location of maximum on span
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Vertical Reactions
Load Combination Support 1
Overall MAXimum 6.176
Overall MINimum
D Only 2.976
+D+L 3.296
+D+S 6.176
+D+0.750L 3.216
+D+0.750L+0.750S 5.616
+0.60D 1.786
L Only 0.320
S Only 3.200
6.176 k-ft
Maximum Shear =
+D+S
Load Combination
Span # 1
Span # where maximum occurs
2.000 ft
Location of maximum on span
Support 2
6.176
2.976
3.296
6.176
3.216
5.616
1.786
0.320
3.200
0.003 in 14984
0.000 in 0
0.006 in 7763
0.000 in 1691774
Support notation : Far left is #
Values in KIPS
6.176 k
+D+S
Span # 1
0.000 ft
Project Title:
Engineer:
Project ID:
Project Descr:
General Beam Analysis
LIC# : KW-06015057, Build:20.23.08.01 SFA ENGINEERING LLC
DESCRIPTION: (E) Garage Beam/Joist Analysis (For Load Generation Only)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length = 2.250 ft Area = 10.0 in"2
Span #2 Span Length = 13.0 ft Area = 10.0 in"2
D(0.108)
X X
Span = 2.250 ft
Span = 13.0 ft
Project File: Chie-Nguyen Residence Calcs.ec6
(c) ENERCALC INC 1983-2023
Moment of Inertia = 100.0 in"4
Moment of Inertia = 100.0 in"4
a
X
<X
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D = 0.0240, L = 0.040 k/ft, Tributary Width = 4.0 ft
Load for Span Number 1
Uniform Load : D = 0.0120 ksf, Tributary Width = 9.0 ft
DESIGN SUMMARY
Maximum Bending =
Load Combination
Span # where maximum occurs
Location of maximum on span
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Vertical Reactions
4.644 k-ft Maximum Shear =
+D+L Load Combination
Span # 1 Span # where maximum occurs
2.250 ft Location of maximum on span
0.018 in 8833
0.000 in 0
0.028 in 5533
-0.001 in 32272
Support notation : Far left is #
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
-1.655
4.495
1.307
Overall MINimum
-1.107
D Only
-0.547
1.765
0.490
+D+L
-1.655
4.495
1.307
+D+0.750L
-1.378
3.812
1.102
+0.60D
-0.328
1.059
0.294
L Only
-1.107
2.730
0.817
Values in KIPS
2.474 k
+D+L
Span # 1
2.250 ft
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. SHEET NO.
M F R24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
2.875 in O Push Pier System BM
(Design Input
Pier System Designation =
2.875 in 0
Pier Material =
Galvanized
External Sleeve Material =
Galvanized
Vertical Load to Pier, PTL =
14.188 kips
Minimum Installation Depth, L =
10.000 ft
Unbraced Length, I =
1.000 ft
Eccentricity, e =
4.250 in
Friction Factor of Safety, FS =
2
Normal Surface Force, Fn =
7.094 kips
Design Load (Vertical), PDL =
14.188 kips
Design Moment, MomentPlerDL =
60.297 kip -in
Sleeve Property Input
Sleeve Length =
36.000 in
Design Sleeve OD =
3.444 in
Design Wall Thickness =
0.192 in
r=
1.152in
A =
1.962 in2
S =
1.512 in'
Note: Sleeve reduces bending stress on main
Z =
2.in s
pier from eccentricty
I =
2.60303 in'
E =
29000 ksi
F, =
65 ksi
(�/PIER/
REACTION
(E) WALL FRAMING
(E) SLAB
PIER CAP WITH I ON GRADE
THREADED RODS i
°IIIIIIII
• I I-111
' I—III=1
BRACKET P. - II II II
EXCAVATIONS
Pier Property Input I �': I I I� � III I I� � III I
Design Tube OD = 2.824 in
Design Wall Thickness = 0.162 in
III 1=III—III
k = 2.10 1= I=1 I
r = 0.943 in III=1 III=1
A = 1.357 in 2 III— — I PIER
Note: Design thickness of pier and sleeve I�=1
C = 1.412 in
based on 93% of nominal thickness per S — 0.854 854
p in' REACTION AT LOAD
and the ICC-ES AC358 based on a corrosion BEARING STRATUM
loss rate of 50 years for zinc -coated steel Z = 1.151 in ' I
I = 1.206 in Note: Section above is a general representation of piering system, refer
E = 29000 ksi to plan for layout and project specific details.
Fy = 65 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 = 400.361 ksi §(E3-4)
based on combined plastic section 4.71 *(E/Fy) 5 = 99.49 §E3
modulous of pier and sleeve Fcr = 60.730 ksi §(E3-2 & E3-3)
Pn = 82.4 kips §(E3-1)
Safety Factor for Compression, Qc = 1.67
Allowable Axial Compressive Strength, Pr,/nc = 49.4 kips §E1
Actual Axial Compressive Demand, Pr = 14.188 kips
D/tP1 r = 17.4 OK, <.45E/Fy §F8
Mr, = 207.0 kip -in §(F8-1)
Safety Factor for Flexure, f)b = 1.67
Allowable Flexural Strength, Mr,/f2b = 124.0 kip -in §F1
Actual Flexural Demand, Mr = 60.3 kip -in
Combined Axial & Flexure Check = 0.72 OK §(H1-la & 1 b)
Resu Its
Max Load To Pier = Design Load = 14188 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 3000 psi Installation Pressure
Minimum'/4' Foundation Lift During Installation
5FA Design Group, LLE
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
2.375" in O Pin Pile Svstem BM
Design Input
Pin Pile System Designation =
X-Strong, Sch 80
Vertical Load to Pier, PTA =
6.500 kips
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), PDT =
6.500 kips
Design Moment, MomentPieEDL =
27.625 kip -in
Sleeve Property Input
Sleeve Length =
36.000 in
Design Sleeve OD =
2.822 in
Design Wall Thickness =
0.176 in
r =
0.937 in
A =
1.465 in
S =
.912 in3
Note: Sleeve reduces bending stress on main Z=
1 235 in
pier from eccentricty
I =
.
1.28787 in°
E =
29000 ksi
Fy =
50 ksi
Pier Property Input
Design Tube OD =
2.319 in
Design Wall Thickness =
0.190 in
k =
2.10
r =
0.756 in
A =
1.272 in
Note: Design thickness of pier and sleeve c =
1.160 in
based on 93% of nominal thickness per AISC
S =
0.627 in'
and the ICC-ES AC358 based on a corrosion
Z =
0.865 in'
loss rate of 50 years for zinc -coated steel
I =
0.727 in4
(E) POSI PER PLAN
SINP ABN POST BASE
Y", 5/e 0K8' ENE'
ANCHOR MET
/A nE$ AT 2' OC
IN TOP 8- AND I
OC FOR REMAINDER
(E) EXTERIOR CRAOE_ to
CONC PIIF CAP
(Yc=2500P51)
I
(4) VERT #< TW
CLR
TTP
(E) CONIC SLAB • I i ' I
ON CRAOE —
SECTION A -A
SAFEBASE PIN PILE w/
NM BRACKET PER PLAN
(E) POST TO CONIC PILE CAP & PIN PILE DETAIL.
SCALE r_r-o'
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 For = 58.554 ksi §(E3-2 & E3-3)
Pn = 74.5 kips §(E3-1)
Safety Factor for Compression, UE = 1.67
Allowable Axial Compressive Strength, PER/nc = 44.6 kips §E1
Actual Axial Compressive Demand, Pr = 6.500 kips
D/tPIBE = 12.2 OK, <.45E/Fy §F8
Mn = 126.0 kip -in §(F8-1)
Safety Factor for Flexure, C)b = 1.67
Allowable Flexural Strength, Mn/IZb = 75.4 kip -in §F1
Actual Flexural Demand, Mr = 27.6 kip -in
Combined Axial & Flexure Check= 0.44 OK §(H1-1a & 1b)
l Resu Its
Max Load To Pier = Design Load = 6500 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 2100 psi Installation Pressure
Minimum'/4" Foundation Lift During Installation
5FA Design Group, LLE
STRUCTURAL I CIVIL I LAND USE PLANNING
PROJECT
Chien-Nguven Residence Underpinning
SUBJECT
SafeBase-LD
Capacity of 3/4" 0 GRB7 (125ksil Threaded Rod
T) = 11
D = 0.750 in
Ft = 125 ksi
At = 0.344 in
Capacity = 42.950 kips
Block Shear at 1/4" Plate O
TBs= 0.3(58)(1/4)(4.625)+0.5(58)(1/4)(1)
= 27.369 kips
Capacity of Weld 02
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 %- Plate OO
At = 1.125 in
Ft = 21.600 ksi
T = 24.300 kips
1 = 0.844 in`
Results
C
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
PROJECT NO. ISHEET NO.
MFR24-103
10%2..
V-2"
Capacity of System (2 Sides) = 10.800(2)=21.600kips (Bracket Only)
DATE
5/29/2024
BY
BM
5FA Design Group, LLC
S I RUCTURAL I GFOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT IBY
(Seismic Design Criteria IBM I
ASCE 7-16 Chapters 11 & 13
Soil Site Class = D (Default) Tab. 20.3-1, (Default = D)
Response Spectral Acc. (0.2 sec) SS = 128.10%g = 1.281g Figs. 22-1, 22-3, 22-5, 22-6
Response Spectral Acc.( 1.0 sec) S, = 45.00%g = 0.450g Figs. 22-2, 22-4, 22-5, 22-6
Site Coefficient Fa = 1.200 Tab. 11.4-1
Site Coefficient F = 1.850 Tab. 11.4-2
Max Considered Earthquake Acc. SMs = F,Ss = 1.537g (11.4-1)
Max Considered Earthquake Acc. SM, = F,.S, = 0.833g (11.4-2)
@ 5% Damped Design SDs = 2/3(SMs) = 1.025g (11.4-3)
SD1 = 2/3(SMl) = 0.555g (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 =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 h = 24.0 ft Structural Height Limit = 65.0 ft Tab. 12.2-1
C� = 1.400 for SD1 of 0.555g Tab. 12.8-1
Approx Fundamental period, T. = Ct(hn)x = 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 = 0.22 sec
0.8Ts = 0.8(SD1/SDs) = 0.433 Exception of §11.6 does not apply
Is structure Regular & <_ 5 stories ? Yes §12.8.1.3
Response Modification Coefficient R
Over Strength Factor 12,
Importance factor le
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
= CS W
= Snc = 0.158
R/le
= Sn, = 0.394
(R/le)T
Sr"T' N/A
T2(R/le)
= 0.5S,1e/R N/A
0.158
0.158 W
Max
Sds <_ 1.0
N-S
6.5
2.5
1.00
CS W
Snc = 0.158
R/le
Sn' = 0.394
(R/Ie)T
Sn+Ti N/A
T2(R/Ie)
0.5S,1e/R N/A
0.158
0.158 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 S, > 0.6g (12.8-6)
5FA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
MFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Wind Design Criteria BM
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)
K,f =
1.00 Flat
Building height to eave
he =
18 ft
Building height to ridge
hr =
24 ft
Building length
L =
70 ft
Building width
B =
25 ft
Ground Elevation Above Sea Level
E =
286 ft
Velocity pressure
qh = 0.00256 Kh Kzt Kd Ke VA = 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 )] Pmin = 16 psf for wall area (28.3.4)
where: p = pressure in appropriate zone. (Eq. 28.3-1). Pmin = 8 psf for roof area (28.3.4)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1)
G Cp i = product of gust effect factor and internal pressure coefficient. (Tab. 26.13-1, Enclosed Building)
0.18 or -0.18
a = width of edge strips, Fig 28.3-1, note 9, MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 2.80 ft
INet Pressures (psf), Load Case A
Roof angle
0 = 25.64
G Cpf
Net Pressure with
Surface
(+GCpi)
(-GCpi)
1
0.55
10.42
5.26
2
-0.18
-0.03
-5.19
3
-0.45
-3.90
-9.05
4
-0.40
-3.10
-8.26
1E
0.74
13.16
8.00
2E
-0.31
-1.92
-7.08
3E
-0.56
-5.39
-10.55
4E
-0.55
-5.30
-10.46
Roof angle 0 = 25.64
G Cpf
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
Load Case A (Transverse) Load Case B (LongNudinal)
Basic Load Cases
[� SFA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
tOJECTNO. SHEET NO.
FR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Existinq Lateral Resistance Alonq Gridline B BM
Footing/Foundation Wall Section Properties
b
Foundation Width, b = 6 in
Foundation Depth, d = 60 in
Int Buried Footing Depth, df = 6 in
Ext Exposed Footing Depth, dexp = 54 in
AS OCCURS (NOT
CONSIDERED FOR
Cross Sectional Area, A = 360 ins
MOMENT OR
Section Modulus, S. = 360 in'
SHEAR CAPACITY
Gross Moment of Inertia, Ig = 108000 in°
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 = 10.1 k-ft
Flexure Reduction Factor, (p = 0.65
§21.2.2
a
Design Moment, (�Mcr = 6.5 k-ft
Shear Strength, Vc = 32199 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.54)Vc = 12075 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 B)
Effective Friction Angle = 29'
Passive Coefficient, Kp = tan A2*(45+0'/2)
Kp = 2.88
Soil Unit Weight, y = 110 pcf
Passive Pressure, Pp = Kp*y = 317 pcf
Ext Buried Soil Depth, de = d-12"-dexp = 0.0 ft
Int Buried Soil Depth, di = df-12" = 0.0 ft
A = Pp*(de) = 0 psf
B = Pp*(di) = 0 psf
wext = A*de/2 = 0 plf
Wint = B*di/2 = 0 plf
Footina/Foundation Wall Loadin
Note: Reference design Wext
loads page of calculation
package for load
combinations.
fftffftffl
Wint
L
?V
Exterior Length Due to Moment, Lext = �(8*�*fr*Ige)</(yt*%xt)/2 = 0.00 ft
Interior Length Due to Moment, Lint=�(8*t$t*fr*Igint/(yt*wext)/2 = 0.00 ft
Exterior Length Due to Shear, Lext = 0.5(oVjwexi = 0.00 ft
Interior Length Due to Shear, Lint = 0.54�Ve/wint = 0.00 ft
Rpext= wext*Lett = 0 Ibs
RP!nt= wint*Lint = 0 Ibs
Lateral Capacity, Rp= Rpe%t+Rp;nt = 0 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 25 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VRESiST = 1875 Ibs
Footing Frictional Resistance Along Gridline B
Unpiered Portion of Gridline B = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 21 ft
Dead Load Above = 997 plf
Soil Friction VRESiST = 6281 Ibs
EXT GRADE I ,' ,a
STEMWALL
FOOTING DINT GRADE
5.
tn�
E�11�
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline B = Olbs + 1875lbs + 6281lbs + Olbs + Olbs = 8156lbs
[� 5FA Design Group, LLC
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Lateral Design Loads Along Gridline B BM
Wind Base Shear Along Gridline B
Loading Direction:
Transverse
End Zone (1 E+4E) =
16.0 psf
Zone (1+4) =
16.0 psf
Tributary Width =
5.60 ft
Tributary Width =
29.40 ft
Tributary Height =
18.00 ft
Tributary Height =
18.00 ft
End Zone (2E+3E)
16.0 psf
Zone (2+3)
8.0 psf
Tributary Width =
5.60 ft
Tributary Width =
29.40 ft
Tributary Height =
6.00 ft
Tributary Height =
6.00 ft
a =
2.80 ft
Design base shear VwiND = 12029 Ibs
ASD(60%) base shear VWIND = 7217 Ibs /Wind Controls
2 =
a .II
MJDtGKt C(1t1R tE
t t tE S
IODDft
�!U UtLOM 4' AMC DwLnm
Load Case A (Transverse) Load Case B (Longitudinal)
Basic Load Cases
Seismic Base Shear Along Gridline B
RoofDL =
(15 psf)
(35.00 ft)
= 525 plf
1st FloorDL =
(15 psf)
(35.00 ft)
= 525 plf
WaIIDL =
(12 psf)
(18.00 ft)
= 216 plf
StemwallDL =
(150 pcf)
(6.00 in)
(54.00 in) = 338 plf
FootingDL =
(150 pcf)
(6.00 in)
(14.00 in) = 88 plf
PerpWallsDL _
(12 psf)
(18.00 ft)
(70.00 ft) = 15120 lb
Design base shear VsEISMIC = 9049 Ibs Base shear =
ASD(70%) base shear VSEis = 6334 Ibs Wind Controls Trib Length =
Worst Case Lateral Load Along Gridline B = 7217 Ibs
Total Available Lateral Resistance Along Gridline B = 7415 Ibs
No Additional Lateral Resistance Required
0.158 W
25 ft
5FA Design Group, LLC
PROJECT NO.
SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
MFR24-103
PROJECT
DATE
Chien -Nguyen Residence Underpinning
5/29/2024
SUBJECT
BY
Existing Lateral Resistance Along Gridline C
BM
Footing/Foundation Wall Section Properties
b
Foundation Width, b = 6 in
Foundation Depth, d = 30 in
Int Buried Footing Depth, df = 12 in
AS OCCURS (NOT
Ext Exposed Footing Depth, dexp = 18 in
CONSIDERED FOR
Cross Sectional Area, A = 180 in'
MOMENT OR
Section Modulus, S. = 180 in'
SHEAR CAPACITY
Gross Moment of Inertia, I9 = 13500 in°
Assumed Conc, fc= 2000 psi
Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14
0
Conc Modulus of Rupture, fr = 335 psi
§19.2.3.1
Cracking Moment, Mcr = S*fr = 5.0 k-ft
Flexure Reduction Factor, (0 = 0.65
§21.2.2 n
Design Moment, 4)Mcr = 3.3 k-ft
Shear Strength, Vc = 16100 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.54)Vc = 6037 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 C)
Effective Friction Angle = 29°
Passive Coefficient, Kp = tan A2*(45+0'/2)
Kp = 2.88
Soil Unit Weight, y = 110 pcf
EXT GRADE
P=
Passive Pressure, P KPY=317pcf
*
Ext Buried Soil Depth, de = d-12"-dexp = 0.0 ft IT
Int Buried Soil Depth, di = df-12" = 0.0 ft
A = Pp*(de) = 0 psf
B = Pp*(di) = 0 psf
RPext
W.= A*de/2 = 0 plf A
4
Wlnt = B*di/2 = 0 plf
Footina/Foundation Wall Loadin
Note: Reference design Wext
loads page of calculation
package for load
combinations.
f'�f�ffff
Wlnt
_ L
�V
Exterior Length Due to Moment, Le,, = �(8*�*fr*I9e,t/(yt*we)d)/2 = 0.00 ft
Interior Length Due to Moment, Lint=�(8*�*fr*I9int/(yt*we,Q)/2 = 0.00 ft
Exterior Length Due to Shear, Le,, = 0.5¢V /%A = 0.00 ft
Interior Length Due to Shear, Lint = 0.50dwint = 0.00 ft
Rpe)t= wext*Lext = 0 Ibs
RPint= Wint*Lint = 0 Ibs
Lateral Capacity, Rp= Rpe,n+Rpint = 0 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 25 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VRESIST= 1875lbs
Footing Frictional Resistance Along Gridline C
Unpiered Portion of Gridline C = No
Soil Friction VRESisT= 0lbs
li
STEMWALL
I FOOTING DINT GRADE
tn�
10
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline C = Olbs + 1875lbs + Olbs + Olbs + Olbs = 1875lbs
[� 5FA Design Group, LLC
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Lateral Desian Loads Alona Gridline C BM
Wind Base Shear Along Gridline C
Loading Direction:
Transverse
End Zone (1 E+4E) =
16.0 psf
Zone (1+4) =
16.0 psf
Tributary Width =
5.60 ft
Tributary Width =
7.40 ft
Tributary Height =
18.00 ft
Tributary Height =
18.00 ft
End Zone (2E+3E)
16.0 psf
Zone (2+3)
8.0 psf
Tributary Width =
5.60 ft
Tributary Width =
7.40 ft
Tributary Height =
6.00 ft
Tributary Height =
6.00 ft
a =
2.80 ft
Design base shear VwiND = 4637 Ibs
ASD(60%) base shear VWIND = 2782 Ibs Seismic Controls
2 =
a aE
"VMM UwIQ t
tE
t t E S
IODDft
�!U Dputm 4' AMC DwLnm
Load Case A (Transverse) Load Case B (Longitudinal)
Basic Load Cases
Seismic Base Shear Along Gridline C
RoofDL =
(15 psf)
(15.00 ft)
= 225 plf
1st FloorDL =
(15 psf)
(13.00 ft)
= 195 plf
WaIIDL =
(12 psf)
(18.00 ft)
= 216 plf
StemwallDL _
(150 pcf)
(6.00 in)
(24.00 in) = 150 plf
FootingDL =
(150 pcf)
(6.00 in)
(14.00 in) = 88 plf
PerpWalISDL _
(12 psf)
(18.00 ft)
(26.00 ft) = 5616 lb
Design base shear VsEISMIC = 4328 Ibs Base shear =
ASD(70%) base shear VSEis = 3030 Ibs /Seismic Controls Trib Length =
Worst Case Lateral Load Along Gridline C = 3030 Ibs
Total Available Lateral Resistance Along Gridline C = 1705 Ibs
Additional Lateral Resistance of 1325 Ibs Required
0.158 W
25 ft
SFA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Concrete Backfill(s) Alono Gridline C BM
Backfill Type = Polyurethane Foam
Concrete Backfill Dimensions
Effective Friction Angle =
26°
Passive Coefficient, Kp =
tan^2*(45+()'/2) g
'57E t
Kp =
2.57
nNISH cwn¢
Passive Pressure, Pp =
2.57 * 100 = 257 pcf
8
Cohesion, c' =
1500 psf
IIEI
II
Soil Unit Weight, =
100 pcf
Depth of Backfill, d =
2.0 ft
III=IIE IE I=11 III—IIEIIEI
II= 007ING
111--%-11 EEW
Width of Backfill, w =
1.5 ft o
J—II�III—III
f l" ,.1=
IIEIII—
Depth to Backfill, r =
2.0 ft
Soil Neglected =
1.0 it
(. f' •:
Backfill Depth Below Grade =
4.0 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure at Base, ap' = Pp*(d+r)
256.8pcf * (4 ft) = crp' = 1027 psf
Lateral Capacity/Pier, Rp = ((A+B)/2)*d
Rp=((A+B)/2)*d=((770 plf+1541 plf)/2)*2 ft = 2311 Ibs
1ftNEGLECTED
Depth to Backfill - 1 ft = 1 ft
Depth of Backfill d = 2 ft
Lateral Resistance per Pier
t = (Kp*y*r)*w = 770 plf
Rp = 2311 Ibs
3 = (Kp*y*(r+d))*w = 1541 plf
isf
LOADING DIAGRAM PER PIER
Concrete Backfill Spacing = 0.0 ft (OB)
P-Multiplier 1st Backfill = 1.00 Per AASHTO TABLE BELOW
P-Multiplier 2nd Backfill = N/A (INTERPOLATION OK)
P-Multiplier Other Backfills = N/A
Number of Piers to Be Backfilled = 1 pier(s)
Lateral Resistance of 1st Backfill = 1 * 2311 Ibs = 2311 Ibs
Lateral Resistance of 2nd Backfill = N/A
Lateral Resistance of Other Backfills = N/A
Table 10.7.G4-1—Pile P•Mekiphem P.. for Multiple Row Shading (averaged from Hannigan et at. 2006)
Pile CTCspacing (in the direction of
loading)
P-Multi liers. P,a
Row I
Row 2
Row 3 and higher
3B
0.8
1 0.4
0.3
5B
1.0
1 0.85
0.7
[Total Lateral Resistance of Piering System
I—
Lateral Resistance = 1st Backfill + 2nd Backfill + Other Backfills + Slab + Unpiered + Passive Pressure on Footing + Pier Passive + Tiebacks
Total Lateral Resistance = 2311 Ibs + Olbs + Olbs +
1875 Ibs + 0 Ibs + 0 Ibs + 0 Ibs + 0 Ibs = 4186 Ibs
Factor of Safety =
1.1
Allowable Resistance =
3805 Ibs >3030 Ibs OK
Polyurethane Foam Capacity
—
Compressive Strength of Foam =
67.0 psi
Diameter of Pier =
2.875 in fd
Area of Pier Bearing on Foam =
69.00 in2
Bearing Strength of Pier on Foam =
4623 lb
Factor of Safety =
2.0
Bearing Strength of Pier on Foam =
2312 lb OK, Soil Bearing Controls
® 5FA Design Group, LLC
PROJECTNO.
SHEET NO.
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
MFR24-103
PROJECT
DATE
Chien -Nguyen Residence Underpinning
5/29/2024
SUBJECT
BY
Existing Lateral Resistance Along Gridline 1
BM
Footing/Foundation Wall Section Properties
b
Foundation Width, b = 6 in
Foundation Depth, d = 42 in
Int Buried Footing Depth, df = 18 in
Ext Exposed Footing Depth, dexp = 24 in
AS OCCURS (NOT
CONSIDERED FOR
Cross Sectional Area, A = 252 ins
MOMENT OR
Section Modulus, S. = 252 in'
SHEAR CAPACITY
Gross Moment of Inertia, Iy = 37044 in"
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 = 7.0 k-ft
Flexure Reduction Factor, (ft= 0.65
§21.2.2
a
a
Design Moment, (�Mcr = 4.6 k-ft
Shear Strength, Vc = 22540 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.54)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 1)
Effective Friction Angle = 29'
Passive Coefficient, Kp = tanA2`(45+0'/2)
Kp = 2.88
Soil Unit Weight, y = 110 pcf
Passive Pressure, Pp = Kp'y = 317 pcf
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft
Int Buried Soil Depth, di = df-12" = 0.5 ft
A = Pp*(de) = 79 psf
B = Pp*(di) = 79 psf
wext = A*de/2 = 40 pit
want = B*di/2 = 40 pit
Footina/Foundation Wall Loadin
Note: Reference design Wext
loads page of calculation
package for load -�
combinations.
Wlnt
L
Exterior Length Due to Moment, Lext = �(8*�*fr'I9e)</(yt`%xt)/2 = 5.00 ft
Interior Length Due to Moment, Lint=�(8`t$t'fr`Igint/(yt`wext)/2 = 5.00 ft
Exterior Length Due to Shear, Lext = 0.5(OVu/we,3 = 5.00 ft
Interior Length Due to Shear, Lint = 0.50u/wint = 5.00 ft
RPext= wext'Le. = 198 Ibs
RPInt= wint*Lint = 198 Ibs
Lateral Capacity, Rp= Rpe%t+Rpint = 396 Ibs
,Slab on Grade Frictional Resistance
Slab Along This Line = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 26 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VRESiST = 1950 Ibs
Footing Frictional Resistance Along Gridline 1
Unpiered Portion of Gridline 1 = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 61 ft
Dead Load Above = 1110 plf
Soil Friction VRESiST= 20313 Ibs
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline 1 = 396lbs + 1950lbs + 20313lbs + Olbs + Olbs = 22659lbs
[� 5FA Design Group, LLC
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Lateral Design Loads Along Gridline 1 BM
Wind Base Shear Along Gridline 1
Loading Direction:
Transverse
End Zone (1 E+4E) =
16.0 psf
Zone (1+4) =
16.0 psf
Tributary Width =
5.60 ft
Tributary Width =
6.90 ft
Tributary Height =
18.00 ft
Tributary Height =
18.00 ft
End Zone (2E+3E)
16.0 psf
Zone (2+3)
8.0 psf
Tributary Width =
5.60 ft
Tributary Width =
6.90 ft
Tributary Height =
6.00 ft
Tributary Height =
6.00 ft
a =
2.80 ft
Design base shear VwiND = 4469 Ibs
ASD(60%) base shear VWIND = 2681 Ibs Seismic Controls
2 =
a aE
"VMM UwIQ t
tE
t t E S
NYWIM
�!U Dputm 4' AMC DwLnm
Load Case A (Transverse) Load Case B (Longitudinal)
Basic Load Cases
Seismic Base Shear Along Gridline 1
RoofDL =
(15 psf)
(14.50 ft)
= 218 plf
1st FloorDL =
(15 psf)
(12.50 ft)
= 188 plf
WaIIDL =
(12 psf)
(18.00 ft)
= 216 plf
StemwallDL _
(150 pcf)
(6.00 in)
(36.00 in) = 225 plf
FootingDL =
(150 pcf)
(6.00 in)
(14.00 in) = 88 plf
PerpWalISDL _
(12 psf)
(18.00 ft)
(25.00 ft) = 5400 lb
Design base shear VsEISMIC = 11154 Ibs Base shear =
ASD(70%) base shear VSEIS = 7808 Ibs /Seismic Controls Trib Length =
Worst Case Lateral Load Along Gridline 1 = 7808 Ibs
Total Available Lateral Resistance Along Gridline 1 = 20599 Ibs
No Additional Lateral Resistance Required
0.158 W
70 ft
® 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
tOJECTNO. SHEET NO.
FR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Existinq Lateral Resistance Alonq Gridline 2 BM
Footing/Foundation Wall Section Properties
b
Foundation Width, b = 6 in
Foundation Depth, d = 42 in
Int Buried Footing Depth, df = 18 in
Ext Exposed Footing Depth, dexp = 24 in
AS OCCURS (NOT
CONSIDERED FOR
Cross Sectional Area, A = 252 ins
MOMENT OR
Section Modulus, S. = 252 in'
SHEAR CAPACITY
Gross Moment of Inertia, Iy = 37044 in"
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 = 7.0 k-ft
Flexure Reduction Factor, (p = 0.65
§21.2.2
a
Design Moment, (�Mcr = 4.6 k-ft
Shear Strength, Vc = 22540 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.54)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, y = 110 pcf
Passive Pressure, Pp = Kp'y = 317 pcf
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft
Int Buried Soil Depth, di = df-12" = 0.5 ft
A = Pp*(de) = 79 psf
B = Pp*(di) = 79 psf
wext = A*de/2 = 40 pit
want = B*di/2 = 40 pit
Footina/Foundation Wall Loadin
Note: Reference design Wext
loads page of calculation
package for load -�
combinations.
Wint
L
Exterior Length Due to Moment, Lext = �(8*�*fr'I9e)</(yt`%xt)/2 = 5.00 ft
Interior Length Due to Moment, Lint=�(8`t$t'fr`Igint/(yt`wext)/2 = 5.00 ft
Exterior Length Due to Shear, Lext = 0.5(OVu/we,3 = 5.00 ft
Interior Length Due to Shear, Lint = 0.50u/Wtint = 5.00 ft
RPext= wext'Le. = 198 Ibs
RPInt= Wtint*Lint = 198 Ibs
Lateral Capacity, Rp= Rpe%t+Rpint = 396 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 26 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VRESiST = 1950 Ibs
Footing Frictional Resistance Along Gridline 2
Unpiered Portion of Gridline 2 = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 46 ft
Dead Load Above = 1332 plf
Soil Friction VRESiST= 18382 Ibs
EXT GRADE IIIII ,a
STEMWALL
FOOTING DINT GRADE
5.
tn�
E�11�
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline 2 = 396lbs + 1950lbs + 18382lbs + Olbs + Olbs = 20728lbs
[� 5FA Design Group, LLC
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Lateral Design Loads Along Gridline 2 BM
Wind Base Shear Along Gridline 2
Loading Direction:
Transverse
End Zone (1 E+4E) =
16.0 psf
Zone (1+4) =
16.0 psf
Tributary Width =
5.60 ft
Tributary Width =
6.90 ft
Tributary Height =
18.00 ft
Tributary Height =
18.00 ft
End Zone (2E+3E)
16.0 psf
Zone (2+3)
8.0 psf
Tributary Width =
5.60 ft
Tributary Width =
6.90 ft
Tributary Height =
6.00 ft
Tributary Height =
6.00 ft
a =
2.80 ft
Design base shear VwiND = 4469 Ibs
ASD(60%) base shear VWIND = 2681 Ibs Seismic Controls
2 =
a aE
"VMM UwIQ t
tE
t t E S
NYWIM
�!U Dputm 4' AMC DwLnm
Load Case A (Transverse) Load Case B (Longitudinal)
Basic Load Cases
Seismic Base Shear Along Gridline 2
RoofDL =
(15 psf)
(14.50 ft)
= 218 plf
1st FloorDL =
(15 psf)
(12.50 ft)
= 188 plf
WaIIDL =
(12 psf)
(18.00 ft)
= 216 plf
StemwallDL _
(150 pcf)
(6.00 in)
(54.00 in) = 338 plf
FootingDL =
(150 pcf)
(6.00 in)
(14.00 in) = 88 plf
PerpWalISDL _
(12 psf)
(18.00 ft)
(25.00 ft) = 5400 lb
Design base shear VsEISMIC = 12395 Ibs Base shear =
ASD(70%) base shear VSEIS = 8677 Ibs /Seismic Controls Trib Length =
Worst Case Lateral Load Along Gridline 2 = 8677 Ibs
Total Available Lateral Resistance Along Gridline 2 = 18844 Ibs
No Additional Lateral Resistance Required
0.158 W
70 ft
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
Design Loads BM
Worst Case Vertical Design Loads (Gridline B)
Tributary Width To Pier =
= 1.00 ft
Load Type
Design Load
Tributary Length
Line Load
1StFloorDL =
(15 psf)
(10.33 ft)
= 94 lb
Dead Load 0.187 kips
1stFloorLL =
(40 psf)
(10.33 ft)
= 250 lb
Floor Live Load 0.250 kips
InteriorWaIIDL =
(9 psf)
(10.33 ft)
= 93 plf
Roof Snow Load 0.000 kips
Controlling ASD Load Combination:
D+L
Max Vertical Load to Worst Case Pier 0.437 kips
[� 5FA Design Group, LLC PROJECT NO. SHEET NO.
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR24-103
PROJECT DATE
Chien -Nguyen Residence Underpinning 5/29/2024
SUBJECT BY
SafeBasements CIP Floor Stabilizer Svstem BM
(E) COMPETENT N
NATNE SOIL
(E) FLOOR SHEATHING
(E) FLOOR FRAMING
(E) BEAM
-TOP PLATE PER GENERAL
NOTES W/ (a) #9*3"
WOOD SCREWS
THREADED ROD PER
GENERAL NOTES
THREADED CAP PER
GENERAL NOTES
STABILIZER TUBE PER
GENERAL NOTES
STABILIZER BASE PER
GENERAL NOTES W/ %"0.8'
EMBED ANCHOR BOLT
Note: Section above is a general representation of smartjack system, refer to plan for layout and project specific details.
Tube Properties
Base Type =
CIP
Soil Type =
Native Soil
Pmax =
4.100 kips
Maximum Tube Unbraced Length, dL =
6.00 ft
Maximum Threaded Rod Unbraced Length, dLr =
3.000 in
Eccentricity, emax =
0.500 in
Moment =
2.050 kip -in
Design Tube OD =
3.500 in
Design Wall Thickness =
0.1196 in
k =
1.00
r=
1.380in
A =
1.540 in
c =
1.750 in
S =
1.660 in
1 =
2.900 in'
E =
29000 ksi
Fy =
42 ksi
Tube Output
Threaded Rod Properties
Threaded Rod Output
l Resu Its
kl/r =
52.17
Slenderness OK
Cc =
116.75
F'e =
54.84 ksi
Fa =
20.74 ksi
fa =
2.66 ksi
Fb =
27.72 ksi
fb =
1.23 ksi
Cm =
1.00
fa/Fa =
0.13
Eq H1-3 may be used
Eq H1-1
NA
Eq H1-2
NA
Eq H1-3
0.17
Pier OK
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 =
3.34 ksi
Fb =
46.20 ksi
fb =
10.69 ksi
Cm =
1.00
fa/Fa =
0.08
Eq H1-3 may be used
Eq H1-1
NA
Eq H1-2
NA
Eq H1-3
0.31
Tube OK
MAX LOAD TO SMART JACK = 4100LB
3.5 IN SQUARE TUBE WITH 11 GA (0.1196 IN) THICK WALL AND MAX HEIGHT OF 6FT
1.25 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN
27 IN SQ BASE WITH 24 IN SQ POLY FILL
EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam
LIC# : KW-06015057, Build:20.23.08.01 SFA ENGINEERING LLC
DESCRIPTION: Steel Beam Calculations REVISED
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
Vertical Leg Up
HSS5x3x1 /4
Span = 10.0 ft
Applied Loads
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.1870, L = 0.250 k/ft
K,
Project File: Chie-Nguyen Residence Calcs.ec6
(c) ENERCALC INC 1983-2023
Fy : Steel Yield : 50.0 ksi
E: Modulus: 29,000.0 ksi
H SS 5x3x 1 /4
Span = 2.50 ft
Service loads entered. Load Factors will be applied for calculations.
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.358 : 1
Maximum Shear Stress Ratio =
0.064
Section used for this span
HSS5x3x1 /4
Section used for this span
HSS5x3x1 /4
Ma: Applied
4.801 k-ft
Va : Applied
2.322 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
10.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.155 in Ratio =
773
—360 Span: 2 : L Only
Max Upward Transient Deflection
-0.102 in Ratio =
588
—360 Span: 2 : L Only
Max Downward Total Deflection
0.271 in Ratio =
442
—240. Span: 2 : +D+L
Max Upward Total Deflection
-0.178 in Ratio =
337
—240. Span: 2 : +D+L
Vertical Reactions Support notation : Far left is #' Values in KIPS
Load Combination
Support 1
Support 2 Support 3
Max Upward from all Load Conditions
2.048
3.414
Max Upward from Load Combinations
2.048
3.414
Max Upward from Load Cases
1.172
1.953
D Only
0.877
1.461
+D+L
2.048
3.414
+D+0.750L
1.755
2.926
+0.60D
0.526
0.877
L Only
1.172
1.953
General Footing
LIC# : KW-06015057, Build:20.23.08.01
DESCRIPTION: Concrete Ftg End
Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties
fc : Concrete 28 day strength =
fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
Concrete Density =
(P Values Flexure =
Shear =
Analysis Settings
Min Steel % Bending Reinf. _
Min Allow % Temp Reinf. _
Min. Overturning Safety Factor =
Min. Sliding Safety Factor =
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
Width parallel to X-X Axis =
Length parallel to Z-Z Axis =
Footing Thickness =
Pedestal dimensions...
px : parallel to X-X Axis =
pz : parallel to Z-Z Axis =_
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars
Reinforcing Bar Size = #
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size = #
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
D
P : Column Load = 1.460
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
2.0 ft
2.0 ft
12.0 in
3.0 in
3.0
4
3.0
4
n/a
n/a
n/a
Project Title:
Engineer:
Project ID:
Project Descr:
SFA ENGINEERING LLC
Soil Design Values
3.0 ksi Allowable Soil Bearing =
60.0 ksi Soil Density =
3,122.0 ksi Increase Bearing By Footing Weight =
145.0 pcf Soil Passive Resistance (for Sliding) _
0.90 Soil/Concrete Friction Coeff. _
0.750 Increases based on footing Depth
Footing base depth below soil surface =
Allow press. increase per foot of depth =
0.00180 when footing base is below =
1.0:1
1.0 : 1 Increases based on footing plan dimension
Yes Allowable pressure increase per foot of depth
Yes =
No when max. length or width is greater than
No
Project File: Chie-Nguyen Residence Calcs.ec6
(c) ENERCALC INC 1983-2023
X
0
N
3-#4Bars
Co - �!
X-X Section Looking to +Z
Lr L S
1.950
Z
X
0
a)
m
LU
w
1.0 ksf
110.0 pcf
No
250.0 pcf
0.30
ft
ksf
ft
ksf
ft
3-#4Bars q
co
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam
LIC# : KW-06015057, Build:20.23.08.01 SFA ENGINEERING LLC
DESCRIPTION: Steel Angle Calcualtion GL 1
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
Vertical Leg Up
D(3.220) L('I.
Applied Loads
Beam self weight NOT internally calculated and added
Loads on all spans...
Project File: Chie-Nguyen Residence Calcs.ec6
(c) ENERCALC INC 1983-2023
Fy : Steel Yield : 36.0 ksi
E: Modulus: 29,000.0 ksi
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans : D = 1.111, L = 0.3850, S = 0.350 k/ft
Load(s) for Span Number 1
Point Load : D = 3.220, L = 1.116, S = 1.015 k @ 0.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.928 : 1
Maximum Shear Stress Ratio =
Section used for this span
L6x6x3/8
Section used for this span
Ma: Applied
6.195 k-ft
Va : Applied
Mn / Omega: Allowable
6.675 k-ft
Vn/Omega : Allowable
Load Combination
+D+0.750L+0.750S
Load Combination
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.002 in Ratio = 12,435
—360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0
<360 n/a
Max Downward Total Deflection
0.009 in Ratio =
2880
—240. Span: 1 : +D+0.750L+0.750S
Max Upward Total Deflection
0 in Ratio =
0
<240.0 n/a
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+L
+D+S
+D+0.750L
+D+0.750L+0.750S
+0.60D
L Only
S Only
0.227
L6x6x3/8
6.619 k
29.102 k
+D+0.750L+0.750S
1.083 ft
Span # 1
Support notation : Far left is #' Values in KIPS
Support 1 Support 2
6.619
6.619
4.424
4.424
5.957
5.818
5.573
6.619
2.654
1.533
1.394
Steel Beam
LIC# : KW-06015057, Build:20.23.08.01
DESCRIPTION: Steel Angle Calcualtion GL 2
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
Vertical Leg Up
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: Chie-Nguyen Residence Calcs.ec6
SFA ENGINEERING LLC (c) ENERCALC INC 1983-2023
D(4.995 L(2.10)
D(1.332) L(0.560)
-SPah(iXW-AW33 ft-1
Applied Loads
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 1.332, L = 0.560 k/ft
Load(s) for Span Number 1
Point Load : D = 4.995, L = 2.10 k @ 0.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Ma: Applied
Mn / Omega: Allowable
Load Combination
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
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+L
+D+0.750L
+0.60D
L Only
Fy : Steel Yield : 36.0 ksi
E: Modulus: 29,000.0 ksi
Service loads entered. Load Factors will be applied for calculations.
0.668 : 1
Maximum Shear Stress Ratio =
L6x6x3/8
Section used for this span
4.460 k-ft
Va : Applied
6.680 k-ft
Vn/Omega : Allowable
+D+L
Load Combination
Location of maximum on span
Span # 1
Span # where maximum occurs
0 in Ratio =
0
<360 n/a
0 in Ratio =
0
<360 n/a
0.002 in Ratio =
7268
—240. Span: 1 : +D+L
0 in Ratio =
0
<240.0 n/a
Support notation : Far left is #
Support 1 Support 2
8.199
8.199
5.772
5.772
8.199
7.592
3.463
2.427
Values in KIPS
0.282 : 1
L6x6x3/8
8.199 k
29.102 k
+D+L
0.583 ft
Span # 1
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam
LIC# : KW-06015057, Build:20.23.08.01 SFA ENGINEERING LLC
DESCRIPTION: Steel Angle Calcualtion GL C
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
Vertical Leg Up
D(1 .328)
L(0.3990) S(0.1660)
D 0.7980 L 0.240 S 0.10
SpanL6x6x30/83 ft
= 1
Applied Loads
Beam self weight NOT internally calculated and added
Loads on all spans...
Project File: Chie-Nguyen Residence Calcs.ec6
(c) ENERCALC INC 1983-2023
Fy : Steel Yield : 36.0 ksi
E: Modulus: 29,000.0 ksi
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans : D = 0.7980, L = 0.240, S = 0.10 k/ft
Load(s) for Span Number 1
Point Load : D = 1.328, L = 0.3990, S = 0.1660 k @ 0.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.377 : 1 Maximum Shear Stress Ratio =
Section used for this span L6x6x3/8 Section used for this span
Ma: Applied 2.516 k-ft Va : Applied
Mn / Omega: Allowable 6.675 k-ft Vn/Omega : Allowable
Load Combination +D+0.750L+0.750S Load Combination
Location of maximum on span
Span # where maximum occurs Span # 1 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
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+L
+D+S
+D+0.750L
+D+0.750L+0.750S
+0.60D
L Only
S Only
0 in Ratio = 0 <360
0 in Ratio = 0 <360
0.004 in Ratio = 7260 —240.
0 in Ratio = 0 <240.0
Support notation
Support 1 Support 2
2.892
2.892
2.192
2.192
2.851
2.467
2.687
2.892
1.315
0.659
0.274
n/a
n/a
Span: 1 : +D+0.750L+0.750S
n/a
0.099
L6x6x3/8
2.892 k
29.102 k
+D+0.750L+0.750S
1.083 ft
Span # 1
Far left is #' Values in KIPS
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing
Project File: Chie-Nguyen Residence Calcs.ec6
LIC# : KW-06015057, Build:20.23.08.01
SFA ENGINEERING LLC
(c) ENERCALC INC 1983-2023
DESCRIPTION: Concrete Ftg End
DESIGN SUMMARY
- •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.9975
Soil Bearing
0.9975 ksf
1.0 ksf
+D+L about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.05182
Z Flexure (+X)
0.6090 k-ft/ft
11.753 k-ft/ft
+1.20D+1.60L
PASS 0.05182
Z Flexure (-X)
0.6090 k-ft/ft
11.753 k-ft/ft
+1.20D+1.60L
PASS 0.05182
X Flexure (+Z)
0.6090 k-ft/ft
11.753 k-ft/ft
+1.20D+1.60L
PASS 0.05182
X Flexure (-Z)
0.6090 k-ft/ft
11.753 k-ft/ft
+1.20D+1.60L
PASS 0.03294
1-way Shear (+X)
2.707 psi
82.158 psi
+1.20D+1.60L
PASS 0.03294
1-way Shear (-X)
2.707 psi
82.158 psi
+1.20D+1.60L
PASS 0.03294
1-way Shear (+Z)
2.707 psi
82.158 psi
+1.20D+1.60L
PASS 0.03294
1-way Shear (-Z)
2.707 psi
82.158 psi
+1.20D+1.60L
PASS 0.07830
2-way Punching
12.866 psi
164.317 psi
+1.20D+1.60L
General Footing
LIC# : KW-06015057, Build:20.23.08.01
DESCRIPTION: Concrete Ftg Mid
Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties
fc : Concrete 28 day strength =
fy : Rebar Yield =
Ec : Concrete Elastic Modulus = 3,1
Concrete Density = 1
T Values Flexure =
Shear = 0
Analysis Settings
Min Steel % Bending Reinf. _
Min Allow % Temp Reinf. _
Min. Overturning Safety Factor =
Min. Sliding Safety Factor =
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
Width parallel to X-X Axis = 2.50 ft
Length parallel to Z-Z Axis = 2.50 ft
Footing Thickness = 12.0 in
Pedestal dimensions...
px : parallel to X-X Axis = in
pz : parallel to Z-Z Axis in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars -
4.0
Reinforcing Bar Size = #
4
Bars parallel to Z-Z Axis
Number of Bars =
4.0
Reinforcing Bar Size = #
4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
Project Title:
Engineer:
Project ID:
Project Descr:
SFA ENGINEERING LLC
Project File: Chie-Nguyen Residence Calcs.ec6
(c) ENERCALC INC 1983-2023
Soil Design Values
ksi Allowable Soil Bearing =
i ksi Soil Density =
1 ksi Increase Bearing By Footing Weight =
pcf Soil Passive Resistance (for Sliding) _
Soil/Concrete Friction Coeff. _
Increases based on footing Depth
Footing base depth below soil surface =
Allow press. increase per foot of depth =
0.00180 when footing base is below =
1.0:1
1.0 : 1 Increases based on footing plan dimension
Yes Allowable pressure increase per foot of depth
Yes
No when max. length or width is greater than
No
X
4-#4Bars
M
X-X Section Looking to +Z
Z
1.0 ksf
110.0 pcf
No
250.0 pcf
0.30
ft
ksf
ft
ksf
ft
4-#4Bars
M
Z-Z Section Looking -to +X
D Lr L S W E H
P : Column Load = 1.760 2.340 k
OB : Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = k
V-z = k
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing
Project File: Chie-Nguyen Residence Calcs.ec6
LIC# : KW-06015057, Build:20.23.08.01
SFA ENGINEERING LLC
(c) ENERCALC INC 1983-2023
DESCRIPTION: Concrete Ftg Mid
DESIGN SUMMARY
- •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.8010
Soil Bearing
0.8010 ksf
1.0 ksf
+D+L about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.05852
Z Flexure (+X)
0.7320 k-ft/ft
12.508 k-ft/ft
+1.20D+1.60L
PASS 0.05852
Z Flexure (-X)
0.7320 k-ft/ft
12.508 k-ft/ft
+1.20D+1.60L
PASS 0.05852
X Flexure (+Z)
0.7320 k-ft/ft
12.508 k-ft/ft
+1.20D+1.60L
PASS 0.05852
X Flexure (-Z)
0.7320 k-ft/ft
12.508 k-ft/ft
+1.20D+1.60L
PASS 0.05280
1-way Shear (+X)
4.338 psi
82.158 psi
+1.20D+1.60L
PASS 0.05280
1-way Shear (-X)
4.338 psi
82.158 psi
+1.20D+1.60L
PASS 0.05280
1-way Shear (+Z)
4.338 psi
82.158 psi
+1.20D+1.60L
PASS 0.05280
1-way Shear (-Z)
4.338 psi
82.158 psi
+1.20D+1.60L
PASS 0.1001
2-way Punching
16.447 psi
164.317 psi
+1.20D+1.60L