REVIEWED BLD2023-1271+Structural_Analysis_or_Calculations+10.12.2023_8.43.43_AM+3836828BLD2023-1271
5 FA
E�sign Group
STRUCTURAL ENGINEERING
STRUCTURAL CALCULATIONS
RECEIVED
Oct 13 2023 Kovacic Residence Underpinning
CITY O MF EDMONDS
DEVEENTSERVICES 750 Northstream Ln., Edmonds, WA 98020
DEPARTMENT
...........REVIEWED..........
BY
CITY OF EDMONDS
BUILDING DEPARTMENT;
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. MFR23-192
October 11, 2023
[� 5FA Design GMUP. LLC
®� STRUCTURAL I GEOTECHNICAL [ SPECIAL INSPECTIONS
PROJECT NO. (SHEET NO.
MFR23-192
PROJECT
DATE
Kovacic Residence Underpinning
10/11/2023
SUBJECT
BY
Push Pier Design Requirements
JB
I Structural Narrative
The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 2-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. By inspection, 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 ACI318-14. 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)
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
Floor Live Load (Residential)
Soil Parameters
Reference Standards
Allowable Foundation Pressure (Assumed)
25.0 psf
40.0 psf
Conform to IBC Chapter 18
"Soils & Foundations".
1500 psf
Deflections
Total Load Deflection Limit L/240
Live Load Deflection Limit L/360
5FA Design Group, LLE
JECT NO. SHEET NO.
STRUCTURAL I CEOTECHNICAL I SPECIAL INSPECTIONS
OR23_192
PROJECT
DATE
Kovacic Residence Underpinning
10/11/2023
SUBJECT
BY
Proiect Lavout
JB
Project Layout (See S2.1 for Enlarged Plan)
(E) CRAWL I
SPACE
60'-7%4"
22'-G" 1O'-11 4"
• — -Lj___ LINE OF (E)
J DECK TYP
7'-0" 1-6
(E) I
I
(E) WOOD L
BEAM TYP —
1 2 F
I 1 ,I to
b'
I : I-----------� (E) BRICK
I
CHIMNEY TYP _
I
I`I I
' - LMx 3/pY-D% 1YP
(E) CONC SLAB
ON GRADE I
-------,
'I
I I I l i l I.I I:I
I I I
I L L I. L — — — — — — -J I
L---- L--------J
(E) FOUNDATION/(N) PIER, TIE -BACK, &
STABILIZER LAYOUT PLAN
I�
I to
I, 1
6'-0" i i 3'-0"
5FA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR23-192
PROJECT DATE
Kovacic Residence Underpinning 10/11/2023
SUBJECT BY
Desion Loads JB
(Worst Case Vertical Design Loads (Gridline E)
Tributary Width To Pier =
= 6.83 ft
Load Type
Design Load
Tributary
Length
Line Load
RoOfDL =
(15 psf)
(4.00 ft)
= 60 plf
RoofSL =
(25 psf)
(4.00 ft)
= 100 plf
1stFloorDL =
(15 psf)
(2.92 ft)
= 44 plf
1 stFloor-L =
(40 psf)
(2.92 ft)
= 117 plf
1 stFloor Point LoadDL =
(24 psf)
(3.92 ft)
(8.00 ft)
= 752 lb
1 stFloor Point LoadLL =
(40 psf)
(3.92 ft)
(8.00 ft)
= 1253 lb
DeckDL =
(12 psf)
(2.00 ft)
= 24 plf
DeckLL =
(60 psf)
(2.00 ft)
= 120 plf
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in)
(18.00 in)
= 113 plf
FootingDL =
(150 pcf)
(6.00 in)
(26.00 in)
= 163 plf
Dead Load 4.242 kips
Floor Live Load 2.871 kips
Roof Snow Load 0.683 kips
Controlling ASD Load Combination:
D+L
Max Vertical Load to Worst Case Pier 7.113 kips
Max Unsupported Ftg Span from Arching Action 4.00 ft
5FA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR23-192
PROJECT DATE
Kovacic Residence Underpinning 10/11/2023
SUBJECT BY
Design Loads JB
(Worst Case Vertical Design Loads (Gridline 3)
Tributary Width To Pier =
= 8.00 ft
Load Type
Design Load
Tributary Length
Line Load
1stFloorDL =
(15 psf)
(3.17 ft)
= 48 plf
1 stFloor-L =
(40 psf)
(3.17 ft)
= 127 plf
InteriorWallDL _
(9 psf)
(3.17 ft)
= 29 plf
StemwallDL _
(150 pcf)
(6.00 in) (18.00 in)
= 113 plf
FootingDL =
(150 pcf)
(6.00 in) (26.00 in)
= 163 plf
Dead Load 2.808 kips
Floor Live Load 1.013 kips
Roof Snow Load 0.000 kips
Controlling ASD Load Combination:
D+L
Max Vertical Load to Worst Case Pier 3.822 kips
Max Unsupported Ftg Span from Arching Action 4.00 ft
5FA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR23-192
PROJECT DATE
Kovacic Residence Underpinning 10/11/2023
SUBJECT BY
Design Loads JB
(Worst Case Vertical Design Loads (Gridline 5)
Tributary Width To Pier =
= 6.00 ft
Load Type
Design Load
Tributary Length
Line Load
RoOfDL =
(15 psf)
(15.75 ft)
= 236 plf
RoofSL =
(25 psf)
(15.75 ft)
= 394 plf
1stFloorDL =
(15 psf)
(2.00 ft)
= 30 plf
1 stFloor-L =
(40 psf)
(2.00 ft)
= 80 plf
InteriorWallDL _
(9 psf)
(2.00 ft)
= 18 plf
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in) (18.00 in)
= 113 plf
FootingDL =
(150 pcf)
(6.00 in) (26.00 in)
= 163 plf
Dead Load 4.004 kips
Floor Live Load 0.480 kips
Roof Snow Load 2.363 kips
Controlling ASD Load Combination:
D+S
Max Vertical Load to Worst Case Pier 6.366 kips
Max Unsupported Ftg Span from Arching Action 4.00 ft
Steel Beam Project File: KOVACIC.ec6
LIC# : KW-06015057, Build:20.23.08.01 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2023
DESCRIPTION: Steel Angle
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 36.0 ksi
Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Vertical Leg Up
D(2.120) L(1
i, -pan aXb13C1F33 ft
lied Loads
Beam self weight NOT internally calculated and added
Loads on all spans...
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans : D = 0.6210, L = 0.420, S = 0.10 k/ft
Load(s) for Span Number 1
Point Load : D = 2.120, L = 1.435, S = 0.3420 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
0.668 : 1
Maximum Shear Stress Ratio =
L6x6x3/8
Section used for this span
4.461 k-ft
Va : Applied
6.675 k-ft
Vn/Omega : Allowable
+D+L
Load Combination
Location of maximum on span
Span # 1
Span # where maximum occurs
0.003 in Ratio = 9,860 -600. Span: 1 : L Only
0 in Ratio = 0 <600.0 n/a
0.007 in Ratio = 3980 >=600. Span: 1 : +D+L
0 in Ratio = 0 <600.0 n/a
Support notation : Far left is #'
Values in KIPS
0.161
L6x6x3/8
4.682 k
29.102 k
+D+L
1.083 ft
Span # 1
Load Combination Support 1
Support 2
Max Upward from all Load Conditions
4.682
0.724
Max Upward from Load Combinations
4.682
0.724
Max Upward from Load Cases
2.793
0.724
Max Downward from all Load Conditions (Resi:
0.724
Max Downward from Load Combinations (Resi
0.724
Max Downward from Load Cases (Resisting UI
0.724
D Only
2.793
0.724
+D+L
4.682
0.724
+D+S
3.243
0.724
+D+0.750L
4.210
0.724
+D+0.750L+0.750S
4.548
0.724
+0.60D
1.676
0.724
L Only
1.890
0.724
S Only
0.450
0.724
[� 5FA Design Group, LLE
PROJECT NO. SHEET NO.
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
MFR23-192
PROJECT
DATE
Kovacic Residence Underpinning
10/11/2023
SUBJECT
BY
2.875 in 0 Push Pier Svstem
JB
Design Input
O/PIER/
Pier System Designation =
2.875 in 0
REACTION
Pier Material =
Galvanized
External Sleeve Material =
Galvanized
(E) wALL FRAYINC
Vertical Load to Pier, PTL =
7.154 kips
(E) SLAB
Minimum Installation Depth, L =
10.000 ft
PIER CAP WITH j
ON GRADE
Unbraced Length, I =
1.000 ft
THREADED RODS j
Eccentricity, e =
4.250 in
j
Friction Factor of Safety, FS =
2
Normal Surface Force, Fn =
3.577 kips
IIIII
Design Load (Vertical), PDL =
7.154 kips
Design Moment, MomentPierDE =
30.406 kip -in
BRACKET
P.q
Sleeve Property Input
Sleeve Length =
36.000 in
ExcavanaN
=1 1=
Design Sleeve OD =
3.444 in
Design Wall Thickness =
0.192 in
—
-III
III
r =
1.152 in
A =
1.962 in2
III
S =
1.512 in'
III z-
Note: Sleeve reduces bendingstress on main
Z =
2.034 in'=III—III—
pier from eccentricty
=
2.603 in°
z
�IIIIII1111
E =
29000 ksi—III—I
Fy =
50 ksi
=:
III —
Pier Property Input
�=
Design Tube OD =
2.827 in
w_
III
II II
Design Wall Thickness =
0.141 in
II
k =
2.10
r =
0.951 in
-I hI-I
III
A =
1.189 in2
�—PIER
Note: Design thickness of pier and sleeve c =
1.413 in
based on 93% of nominal thickness per A1SC
S =
0.761 in,
REACTION AT LOAD
and the ICC-ES AC358 based on a corrosion
Z =
1.018 in'
BEARING STRATUM
loss rate of 50 years for zinc -coated steel
=
1.075 in°
Note: Section above is a general representation of piering system, refer
E =
29000 ksi
to plan for layout and project specific details.
Fy =
50 ksi
Hyrdraulic Ram Area =
9.620 in'
lPier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r =
26.50
OK, <200 §E2
Note: Flexural design capacity Fe =
407.406 ksi
§(E3-4)
based on combined plastic section 4.71 "(E/Fy) 5 =
113.43
§E3
modulous of pier and sleeve For =
47.496 ksi
§(E3-2 & E3-3)
Pn =
56.5 kips
§(E3-1)
Safety Factor for Compression, Q, =
1.67
Allowable Axial Compressive Strength, Pn/0, =
33.8 kips
§E1
Actual Axial Compressive Demand, Pr =
7.154 kips
D/tP1eY =
20.1
OK, <.45E/Fy §F8
Mn =
152.6 kip -in
§(F8-1)
Safety Factor for Flexure, Ob =
1.67
Allowable Flexural Strength, Mn/fib =
91.4 kip -in
§F1
Actual Flexural Demand, Mr =
30.4 kip -in
Combined Axial & Flexure Check =
0.51
OK §(H1-la & 1b)
Results
Max Load To Pier = Design Load = 7154 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 %" Foundation Lift During Installation
5FA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR23-192
PROJECT DATE
Kovacic Residence Underpinning 10/11/2023
(Seismic Design Criteria
JJB
ASCE 7-16 Chapters 11 & 13
Soil Site Class = D (Default)
Tab. 20.3-1, (Default = D)
Response Spectral Ace. (0.2 sec) SS = 129.30%g = 1.293g
Figs. 22-1, 22-3, 22-5, 22-6
Response Spectral Ace.( 1.0 sec) St = 45.60%g = 0.456g
Figs. 22-Z 22-4, 22-5, 22-6
Site Coefficient Fa = 1.200
Tab. 11.4-1
Site Coefficient F = 1.845
Tab. 11.4-2
Max Considered Earthquake Ace. SMs = F,Ss = 1.552g
(11.4-1)
Max Considered Earthquake Ace. SM1= F,,.S1 = 0.841g
(11.4-2)
@ 5% Damped Design SDS = 2/3(SMs)
= 1.034g
(11.4-3)
SD1 = 2/3(SM1)
= 0.561g
(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 = 12.0 ft Structural
Height Limit = 65.0 ft Tab. 12.2-1
Cu = 1.400 for SD1 of
0.561 g Tab. 12.8-1
Approx Fundamental period, T. = Ct(h )" = 0.129
(12.8-7)
TL = 6 sec
Figs. 22-14 through 22-17
Calculated T shall not exceed <_ CuTa = 0.181
Use T = 0.13 sec
0.8Ts = 0.8(SD1/SDs) = 0.434
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
= Sn = 0.159
R/IB
= Snl = 0.669
(R/IjT
= SSn 1 N/A
T2(R/Ij
= 0.5S11JR N/A
= 0.159
= 0.159 W
Max S
ds <_ 1.09
N-S
6.5
2.5
1.00
CSW
Sn = 0.159
R/IB
Sr" = 0.669
(R/I jT
SSr TN/A
T2(R/IB)
0.5S118/R N/A
0.159
0.159 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, uu
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS PROJECT NO. SHEET NO.
UC
MFR23-192
PROJECT DATE
Kovacic Residence Underpinning 10/11/2023
SUBJECT BY
Wind Desian Criteria IR
Wind Analysis for Low-rise Building, Based on ASCE 7-16 1
INPUT DATA
Exposure category (26.7.3)
B
Basic wind speed (26.5.1)
V =
97 mph
Topographic factor (26.8 8 Table 26.8-1)
KA =
1.00 Flat
Building height to eave
he =
9 ft r
d
Building height to ridge
hr =
15 ft `
Building length
L =
61 ft
Building width
B =
58 ft
Ground Elevation Above Sea Level
E =
39 ft
Velocity pressure
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
= 12.00 ft
< 60 ft, Satisfactory (ASCE 7-10 26.2.1)
Design pressures for MWFRS
p = qh [(G Cpf)-(G CP; A Amin = 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 = 4.80 ft
INet Pressures (psf), Load Case A
Roof angle
0 = 11.79
G Cp f
Net Pressure with
Surface
(+GCp i)
(-GCp i )
1
0.46
9.16
4.00
2
-0.69
-7.31
-12.47
3
-0.42
-3.44
-8.60
4
-0.35
-2.48
-7.64
1 E
0.70
12.55
7.39
2E
-1.07
-12.76
-17.91
3E
-0.66
-6.84
-12.00
4E
-0.53
-4.94
-10.10
Roof angle 0 = 11.79
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 (LongRudinal)
Basic Land Cases
[� 5FA Design Group, LLC PROJECT NO. SHEET NO.
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR23-192
PROJECT IDATE
SUBJECT
Existing Lateral Resistance Along Gridline E
BY
JB
Footing/Foundation Wall Section Properties
b
Foundation Width, b = 6 in
Foundation Depth, d = 24 in
Int Buried Footing Depth, df = 6 in
OCCURS (NOT
Ext Exposed Footing Depth, dexp = 6 in
COO NSIDERED FOR
Cross Sectional Area, A = 144 in2
MOMENT
Section Modulus, S. = 144 in'
SHEAR CAPACITY
Gross Moment of Inertia, Ig = 6912 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 = 4.0 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2 ri
Design Moment, (Mer = 2.6 k-ft
Shear Strength, Ve = 12880 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.5tpVc = 4830 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 E)
Effective Friction Angle = 29'
Passive Coefficient, Kip = tan^2*(45+0'/2)
Kip = 2.88
Soil Unit Weight, y = 110 pcf
STEMWALL
*
Passive Pressure, P KPY=317pcf
p=
EXT GRADE
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft
FOOTING INT GRADE
Int Buried Soil Depth, di = df-12" = 0.0 ft
11
A = Pp*(de) = 79 psf
a — — —
B = Pp*(di) = 0 psf
_ Y' a
weA= A*de/2 = 40 Of
RPext R pr
g
wint = B*dI/2 = 0 plf
1L—i ITT 1=1 I=1 1=1 11=111=''
Footina/Foundation Wall Loadiri
Note: Reference design Wert
loads page of calculation
package for load
combinations.
_I
Wint
;I
L
f
Exterior Length Due to Moment, Lea = �(8*�*fr*IgeA/(yt*we)Q)/2 = 5.00 ft
Interior Length Due to Moment, Lint=A8*Vfr*Iglnt/(yt*weM)/2 = 0.00 ft
Exterior Length Due to Shear, LeA = 0.5(�V"/we)d = 5.00 ft
Interior Length Due to Shear, Lint = 0.& /wint = 0.00 ft
Rpext= wext*Lext = 198 Ibs
RRI wins*Lint = 0 Ibs
Lateral Capacity, Rp= Rpet+RPInt = 198 Ibs
Footing Frictional Resistance Along Gridline E
Unpiered Portion of Gridline E = No
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 14 ft
Dead Load Above = 0 plf
Soil Friction VRESIST= 0lbs
(Helical Tieback Resistance Along Gridline
Number of Tiebacks Along Gridline = 0
Total Tieback Capacity VPIERS = 0 Ibs
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline E = 198lbs + Olbs + Olbs + Olbs + Olbs = 198lbs
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR23-192
PROJECT
DATE
Kovacic Residence Underpinning
10/11/2023
SUBJECT
BY
IJB
Lateral Desian Loads Alona Gridline E
Wind Base Shear Along Gridline E
Loading Direction:
Transverse
End Zone (1E+4E) =
16.0 psf
Tributary Width =
9.60 ft
Tributary Height =
9.00 ft
End Zone (2E+3E)
16.0 psf
Tributary Width =
9.60 ft
Tributary Height =
6.00 ft
Zone (1+4) =
16.0 psf
Tributary Width =
3.98 ft
Tributary Height =
9.00 ft
Zone (2+3)
8.0 psf
Tributary Width =
3.98 ft
Tributary Height =
6.00 ft
a =
4.80 ft
Design base shear VWIND = 3069 Ibs
ASD(60%) base shear VWIND = 1841 Ibs /Wind Controls
VWIND + Vsf + Vsa = 1841 Ibs
2E
s
1I 1 1E
E
�1DItI 4de� !O�
UNDO LTl.7N a° IM MIRY
Load Case A (Transverse) Laud Use B (Longiludinal)
Basic Load Cwe
Seismic Base Shear Along Gridline E
RoofDL = (15 psf) (15.58 ft) = 234 plf
WallDL = (12 psf) (4.50 ft) = 54 plf
PerpWallsDL = (12 psf) (4.50 ft) (27.17 ft) = 1467 lb
SoilSeismicEL _ (8.00 ft) (0.00 ft) = 0 lb
Design base shear VSEISMIC = 1493 Ibs
ASD(70%) base shear VSEIS = 1045 Ibs Wind Controls
VSEIS + Vsf + Vsa = 1045 Ibs
Base shear = 0.159 W
Trib Length = 28 ft
Worst Case Lateral Load Along Gridline E = 1841 Ibs
Total Available Lateral Resistance Along Gridline E = 180 Ibs
Additional Lateral Resistance of 1661 Ibs Required
SFA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO.
MFR23-192
SHEET NO.
PROJECT
Kovacic Residence Underpinning
DATE
10/11/2023
SUBJECT
Concrete Backfill(s) Alona Gridline E
BY
JB
Concrete Backfill Dimensions
Effective Friction Angle =
26*
Passive Coefficient, Kp =
tan A2*(45+0'/2)
Shama l
Kp =
2.57
nNIl 111111E
Passive Pressure, Pp =
2.57 * 100 = 257 pcf
z
F
Cohesion,c'=
1500psf
Soil Unit Weight, y =
100 pcf
Depth of Backfill, d =
2.0 fttu
III—II�II�III-11
III—I_I�II�III—
oo inc
Width of Backfill, w =
1.5 ft
o`
—II�III—III
—
} f •.
I- II�III—
Depth to Backfill, r =
2.0 ft
x
Soil Neglected =
1.0 ft
f
Backfill Depth Below Grade =
4.0 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure at Base, crp' = Pp*(d+r)
256.8pcf * (4 ft) = ap' = 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 ner Pier
k = (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 =
7.5 ft (5B)
P-Multiplier 1st Backfill =
1.00 Per AASHTO TABLE BELOW
P-Multiplier 2nd Backfill =
0.85 (INTERPOLATION OK)
P-Multiplier Other Backfills =
N/A
Number of Piers to Be Backfilled =
2 pier(s)
Lateral Resistance of 1st Backfill =
1 * 2311 Ibs = 2311 Ibs
Lateral Resistance of 2nd Backfill =
0.85 * 2311 Ibs = 1964 Ibs
Lateral Resistance of Other Backfills =
N/A
Table W.L4-1—Pile P-Mabliplilms, Pam, for Muhiple How Shading (averaged From Hannigan ct at. 2006)
Pile CTCspacing OR the dimedon of
loading)
P-Muhiphers. P.
Row 1
Row 2
Raw 3 and higher
3B
0.8
0A
0.3
5B
1.0
0.85
0.7
Total Lateral Resistance of Piering System
Lateral Resistance = 1st Backfill + 2nd Backfill + Other Backfills + Slab + Unpiered + Passive Pressure on Footing + Pier Passive + Tiebacks
Total Lateral Resistance = 2311 Ibs + 1964 Ibs + 0
Ibs + 0 Ibs + 0 Ibs + 198 Ibs + 0 Ibs + 0 Ibs = 4473 Ibs
Factor of Safety =
1.1
Allowable Resistance =
4067 Ibs >1842 Ibs OK
Polyurethane Foam Capacity
Compressive Strength of Foam =
67.0 psi
Diameter of Pier =
2.875 in O
Area of Pier Bearing on Foam =
69.00 in'
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 PROJECT NO. SHEET NO.
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR23-192
PROJECT IDATE
SUBJECT
Existing Lateral Resistance Along Gridline 2 & 3
BY
JB
Footing/Foundation Wall Section Properties
b
Foundation Width, b = 6 in
Foundation Depth, d = 24 in
Int Buried Footing Depth, df = 6 in
OCCURS (NOT
Ext Exposed Footing Depth, dexp = 6 in
COO NSIDERED FOR
Cross Sectional Area, A = 144 in2
MOMENT
Section Modulus, S. = 144 in'
SHEAR CAPACITY
Gross Moment of Inertia, Ig = 6912 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 = 4.0 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2 ri
Design Moment, (Mer = 2.6 k-ft
Shear Strength, Ve = 12880 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.5tpVc = 4830 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 & 3)
Effective Friction Angle = 29'
Passive Coefficient, Kip = tan^2*(45+0'/2)
Kip = 2.88
Soil Unit Weight, y = 110 pcf
STEMWALL
*
Passive Pressure, P KPY=317pcf
p=
EXT GRADE
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft
FOOTING INT GRADE
Int Buried Soil Depth, di = df-12" = 0.0 ft
11
A = Pp*(de) = 79 psf
a — — —
B = Pp*(di) = 0 psf
_ Y' a
weA= A*de/2 = 40 Of
RPext R pr
g
wint = B*dI/2 = 0 plf
1L—i ITT 1=1 I=1 1=1 11=111=''
Footina/Foundation Wall Loadiri
Note: Reference design Wert
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.
_I
Wint
;I
L
T
Exterior Length Due to Moment, Led = �(8*�*fr*IgeA/(yt*we)Q)/2 = 5.00 ft
Interior Length Due to Moment, Lint=A8*Vfr*Iglnt/(yt*weM)/2 = 0.00 ft
Exterior Length Due to Shear, LeA = 0.5(�Vn/we)d = 5.00 ft
Interior Length Due to Shear, Lint = 0.5VAint = 0.00 ft
Rpext= wext*Lext = 198 Ibs
RRI wins*Lint = 0 Ibs
Lateral Capacity, Rp= Rpet+Rpint = 198 Ibs
Footing Frictional Resistance Along Gridline 2 & 3
Unpiered Portion of Gridline 2 & 3 = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 9 ft
Dead Load Above = 701 plf
Soil Friction VRESIST= 1858lbs
(Helical Tieback Resistance Along Gridline
Number of Tiebacks Along Gridline = 0
Total Tieback Capacity VPIERS = 0 Ibs
Total available resistance along Gridline 2 & 3 = 198lbs + Olbs + 1858lbs + Olbs + Olbs = 2056lbs
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR23-192
PROJECT
DATE
Kovacic Residence Underpinning
10/11/2023
SUBJECT
BY
IJB
Lateral Desian Loads Alona Gridline 2 & 3
Wind Base Shear Along Gridline 2 & 3
Loading Direction:
Transverse
End Zone (1E+4E) =
16.0 psf
Tributary Width =
9.60 ft
Tributary Height =
9.00 ft
End Zone (2E+3E)
16.0 psf
Tributary Width =
9.60 ft
Tributary Height =
6.00 ft
Zone (1+4) =
16.0 psf
Tributary Width =
7.15 ft
Tributary Height =
9.00 ft
Zone (2+3)
8.0 psf
Tributary Width =
7.15 ft
Tributary Height =
6.00 ft
a =
4.80 ft
Design base shear VWIND = 3677 Ibs
ASD(60%) base shear VWIND = 2206 Ibs Seismic Controls
VWIND + Vsf + Vsa = 2206 Ibs
SE # x S
2E SE
s
1I 1 1E
E
�1DItI 4de� !O�
UNDO LTl.7N a° IM MIRY
Load Case A (Transverse) Laud Use B (Longiludinal)
Basic Load Cwe
Seismic Base Shear Along Gridline 2 & 3
ROofDL = (15 psf) (16.75 ft) = 251 plf Base shear = 0.159 W
WallDL = (12 psf) (4.50 ft) = 54 plf Trib Length = 61 ft
PerpWallsDL = (12 psf) (4.50 ft) (33.50 ft) = 1809 lb
SoilSeismicEL _ (8.00 ft) (0.00 ft) = 0 lb
Design base shear VsEisMIC = 3231 Ibs
ASD(70%) base shear VSEIS = 2262 Ibs /Seismic Controls
VSEIS + Vsf + Vsa = 2262 Ibs
Worst Case Lateral Load Along Gridline 2 & 3 = 2262 Ibs
Total Available Lateral Resistance Along Gridline 2 & 3 = 1869 Ibs
Additional Lateral Resistance < 500 Ibs, OK By Inspection
SFA Design Group, LLC
PROJECT NO.
SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
MFR23-192
PROJECT
DATE
Kovacic Residence Underpinning
10/11/2023
SUBJECT
BY
Existing Lateral Resistance Along Gridline 5 & 6
JB
Footing/Foundation Wall Section Properties
b
Foundation Width, b = 6 in
Foundation Depth, d = 24 in
Int Buried Footing Depth, df = 6 in
Ext Exposed Footing Depth, dexp = 6 in
AS OCCURS (NOT
Cross Sectional Area, A = 144 in'
CONSIDERED FOR
Section Modulus, Sx = 144 in'
MOMENT OR
SHEAR CAPACITY
Gross Moment of Inertia, Ig = 6912 in'
Assumed Cone, f� = 2000 psi
Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14
v
Cone Modulus of Rupture, fr = 335 psi
§19.2.3.1
Cracking Moment, Mcr = S*fr = 4.0 k-ft
Flexure Reduction Factor, (� = 0.65
§21.2.2 a
Q-
Design Moment, (�Mcr = 2.6 k-ft
Shear Strength, Vc = 12880 Ibs
§22.5.5.1
Shear Reduction Factor, tp = 0.75
§21.2.1
Design Shear, 0.5(�Vc = 4830 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 5 & 6)
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 I1, 14
FOOTING -INT GRADE
Int Buried Soil Depth, di = df-12" = 0.0 ft
I =
A = Pp*(de) = 79 psf
B = Pp*(di) = 0 psf
weM= A*de/2 = 40 plf
Rpext ,... .a. ._,...,
=
_ - Rpint-j
A
B
Wint = B*di/2 = 0 plf
1=1 1=1 1=1 11=1 1=1
11 _
1=
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.
Wint
L
ZV
Exterior Length Due to Moment, Lext = �(8*�*fr*6xt/(Yt*Wext)/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 = 22 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VRESisT= 1650 Ibs
Footing Frictional Resistance Along Gridline 5 & 6
Unpiered Portion of Gridline 5 & 6 = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 11 ft
Dead Load Above = 643 plf
Soil Friction VRESisT= 2170 Ibs
Total available resistance along Gridline 5 & 6 = 198lbs + 1650lbs + 2170lbs + Olbs + Olbs = 4018lbs
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR23-192
PROJECT
DATE
Kovacic Residence Underpinning
10/11/2023
SUBJECT
BY
IJB
Lateral Desian Loads Alona Gridline 5 & 6
Wind Base Shear Along Gridline 5 & 6
Loading Direction:
Transverse
End Zone (1E+4E) =
16.0 psf
Tributary Width =
9.60 ft
Tributary Height =
9.00 ft
End Zone (2E+3E)
16.0 psf
Tributary Width =
9.60 ft
Tributary Height =
6.00 ft
Design base shear VWIND = 4013 Ibs
ASD(60%) base shear VWIND = 2408 Ibs
Zone (1+4) =
16.0 psf
Tributary Width =
8.90 ft
Tributary Height =
9.00 ft
Zone (2+3)
8.0 psf
Tributary Width =
8.90 ft
Tributary Height =
6.00 ft
a =
4.80 ft
Seismic Controls
j2E
3I1E
10�'I
sob{i/LLTRiI 26 0% 01axlKN
L-oad Case A (Transverse)
Basic Load
Load Case B (Longiludinol)
CcaeS
Seismic Base Shear Along Gridline 5 & 6
RoofDL = (15 psf)
(20.50 ft)
= 308 plf Base shear = 0.159 W
WallDL = (12 psf)
(4.50 ft)
= 54 plf Trib Length = 61 ft
PerpWallsDL = (12 psf)
(4.50 ft) (37.00 ft)
= 1998 lb
Design base shear VsEiSMiC =
3808 Ibs
ASD(70%) base shear VSEIS =
2666 Ibs /Seismic Controls
Worst Case Lateral Load Along Gridline 5 & 6 = 2666 Ibs
Total Available Lateral Resistance Along Gridline 5 & 6 = 3653 Ibs
No Additional Lateral Resistance Required
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR23-192
PROJECT DATE
Kovacic Residence Underpinning 10/11/2023
SUBJECT BY
Foundation Supportworks Helical Tieback System IJB
1L;
(E) GRADES �(E) SLAB ON GRADE
LRHA150 LATERAL
RESTRAINT SYSTEM
SADDLE BEAM —
LRHA150 LATERAL RESTRAINT
SYSTEM THREADED ROD J
- - (E) FOOTI
LRHA150 LATERAL
RESTRAINT SYSTEM
ADAPTER BEAM
II
� R1 — FSI HA150TRAA THREADED
-III= ROD ADAPTER
FOUNDATION BRACKET
PIPE SLEEVE
PIER
FSI HA15D SQUARE
SHAFT PIER
FSI HA150 SQUARE
SHAFT COUPLER
Design Input
Depth to Centerline of Anchor, Pv =
1.000 ft
Tieback Installation Depth, AT =
20.000 ft
Angle of Tieback Downward from Horizontal, a =
30'
Soil Unit Weight, y =
110 pcf
Angle of Internal Soil Friction, (V =
29'
Tension Load to Anchor, TR =
5.872 kips
HA150 Square Shaft Pier
Ft =
90.000 ksi
Square Shaft Size, Wshaft =
1.500 in
A =
2.196 in'
ft =
2.674 ksi
Ft =
54.000 ksi OK
HA150 Square Shaft Coupler
Bolt diameter =
0.750 in
Bolt Grade =
SAE Grade 8
Double Shear Capacity =
40.200 kips OK
HA150TRAA Threaded Rod Adaptor
J
Ft =
120.000 ksi
Threaded Rod Diameter =
1.000 in
A =
0.606 in
ft =
9.690 ksi
Ft =
72.000 ksi OK
LRHA150 Lateral Restraint System Threaded Rod
Ft =
125.000 ksi
Threaded Rod Diameter =
0.625 in
A =
0.307 in
ft =
9.563 ksi
Ft =
75.000 ksi
OK
LRHA150 Lateral Restraint System Saddle Beam
Design Tube OD =
2.875 in
Design Wall Thickness =
0.203 in
A =
1.704 in
S =
1.064 in'
Fy =
60.000 ksi
MAPPLIED =
5.000 kip -in
MALLOW =
38.305 kip -in
OK
VAPPLIED =
5.000 kips
VALLOW =
61.346 kips
OK
LRHA150 Lateral Restraint System Adapter Beam
Width of Plate, b =
0.380 in
Depth of Plate, d =
3.500 in
A =
1.330 in
S =
0.776 in'
Fy =
36.000 ksi
MAPPLIED =
2.202 kip -In
(2) Plates MALLOW =
33.516 kip -in
OK
VAPPLIED =
2.936 kips
(2) Plates VALLOW =
57.456 kips
OK
Helix Properties and Capacity
Fyn =
50 ksi
Fbh = 0.75*Fyh =
37.500 ksi
D1 =
8 in
Al = 7u*D12/4-Tc*(Wshaft)2/4 =
ti =
0.375 in
S, = 1*t,2/6 =
Q1 = Al*wl =
8.1 kips
W1 =
D2 =
10 in
A2 = 7E*D22/4-Tc*(Wshaft)2/4 =
t2 =
0.375 in
S2 = 1 *t22/6 =
Q2 = A2*W2 =
7.5 kips
W2 =
D3 =
0 In
A3 = 7u*D32/4-Tc*(Wshaft)2/4 =
t3 =
0.375 in
S3 = 1*t32/6 =
Q3 = A3*W3 =
0.0 kips
W3 =
EQ =
15.5 kips
OK
Helix Weld to Pier Capacity
E70 Electrodes =
70 ksi
Size of Fillet Both Sides =
0.250 in
Capacity of Fillet Both Sides =
7.424 kli
Ri =
0.541 kli
Weld OK
R2 =
0.414 kli
Weld OK
R3 =
-2.344 kli
Weld OK
48.5 in
0.023 in'
0.166 ksi
76.8 in
0.023 in'
0.097 ksi
0.0 in
0.023 in'
3.125 ksi
Soil - Individual Bearing Method - Cohesive
Factor of Safety =
2.0
Blow Count, N =
12 Ref Table A-1
EAh = Al+A2+A3 =
0.9 ft2
Cohesion, c =
1.500 ksf
Nc =
9
Q,, =Y,Ah(cN,,) =
11.744 kips
Qa, compression/tension = Qu/FS = 5.872 kips
Soil - Individual Bearing Method - Non -Cohesive
Factor of Safety, FS = 2.0
[Soil -
OK 4 Cohesive Controls
y =
110 pcf
0 =
29' Ref Table 3-4
Failure Plane Wedge Angle, 6 =
31'
Lead Helix Horizontal Length, Ah =
17.321 ft
Depth of Helix, Di =
9.750 ft
Depth of Helix, D2 =
8.750 ft
Depth of Helix, D3 =
0.000 ft
q'i = y*Dl =
1072.5 psf
q'2 = v*D2 =
962.5 psf
q'3 = v*D3 =
0.0 psf
Nq = 1+0.56(12*0)0154 =
13.98 (for 0 =29°)
Q1,=Al(q'lNq) =
5.048 kips
Q2,=A2(q'2Nq) =
7.171 kips
Q3,=A3(q'3Nq) =
0.000 kips
Qa, compression/tension = YQu/FS =
6.110 kips OK
Torque Correlation Method - Verification
Results
Factor of Safety, FS =
2.0
Emperical Torque Correleation Factor, Kt =
10 ft-'
Final Installation Torque, T =
1500 lb-ft
Ultimate Pile Capacity, Qu =
15.000 kips
Allowable Pile Capacity, Qa =
7.500 kips OK
Max Load To Tieback = Design Load = 5872 lb
1.5" Solid Square Shaft Tieback Installed at a 30 Degree Angle
0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier
Minimum 20'-0" Installation Depth And 1500 ft-lb Installation Torque
Steel Beam Project File: KOVACIC.ec6
LIC# : KW-06015057, Build:20.23.08.01 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2023
DESCRIPTION: Supplemental Steel Beam
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Vertical Leg Up
D(0.2280) L(0.380) D(0.1220) L(0.2030)
HSS5x3xl/4
Span = 3.0 ft
lied Loads
Beam self weight NOT internally calculated and added
Load for Span Number 1
HSS5x3xl /4
Span = 9.0 ft
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.2280, L = 0.380 k/ft, Tributary Width = 1.0 ft
Load for Span Number 2
Uniform Load : D = 0.1220, L = 0.2030 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.204: 1 Maximum Shear Stress Ratio =
Section used for this span HSS5x3x1/4 Section used for this span
Ma: Applied 2.736 k-ft Va : Applied
Mn / Omega: Allowable 13.423 k-ft Vn/Omega : Allowable
Load Combination +D+L Load Combination
Location of maximum on span
Span # where maximum occurs Span # 1 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.049 in
Ratio = 2,186
—360
Span: 2
: L Only
Max Upward Transient Deflection
-0.002 in
Ratio = 35,295
—360
Span: 2
: L Only
Max Downward Total Deflection
0.079 in
Ratio = 1365
—240.
Span: 2
: +D+L
Max Upward Total Deflection
-0.003 in
Ratio = 21880
—240.
Span: 2
: +D+L
Vertical Reactions
Support notation
: Far left is #'
0.051
HSS5x3x1/4
1.824 k
36.005 k
+D+L
3.000 ft
Span # 1
Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Max Upward from all Load Conditions
3.591
1.159
Max Upward from Load Combinations
3.591
1.159
Max Upward from Load Cases
2.244
0.724
D Only
1.347
0.435
+D+L
3.591
1.159
+D+0.750L
3.030
0.978
+0.60D
0.808
0.261
L Only
2.244
0.724
5FA Design Group, LLE
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR23-192
PROJECT DATE
Kovacic Residence Underpinning 10/11/2023
SUBJECT BY
Foundation Surmortworks Lightfoot Smart Jack Svstem JB
(E) FLOOR SHEATHING
(E) FLOOR FRAMING TYP
HSS BEAM PER PLAN &
GENERAL NOTES
BEAM CRADLE PER
GENERAL NOTES
THREADED ROD PER
GENERAL NOTES
THREADED CAP PER
GENERAL NOTES
AGAIN THEE PER
GENERAL NOTES
BASE R PER GENERAL
NOTES
LIGHTFOOT FOOTING PER
& GENERAL NOTES
(E) INTERIOR
GRADE
NOTES:
1. FILL PLAN FOR LAYOUT & INSTALLATION REVS
2. INSTALL PER MFR RECOMMENDATIONS
SAFEBASE STABILIZER IN CRAWLSPACE
SCALE INTO
Note: Section above is a general representation of smartjack system, refer to plan for layout and project specific details.
Tube Properties
Base Type =
Soil Type =
Pmax =
Maximum Tube Unbraced Length, dt =
Maximum Threaded Rod Unbraced Length, dtr =
Eccentricity, emax =
Moment =
Design Tube OD =
Design Wall Thickness =
k=
r=
A=
c=
S=
E_
Fy =
Lightfoot
Native Soil
2.318 kips
6.00 ft
3.000 in
1.000 in
2.318 kip -in
3.500 in
0.188 in
1.00
1.173 in
1.951 in
1.750 in
1.534 in'
2.685 in
29000 ksi
50 ksi
Tube Output
Threaded Rod Properties
Threaded Rod Output
Bearing Capacity of 16in x 36in Plate Footing
kl/r =
61.38 Slenderness OK
Cc =
107.00
F'e =
39.62 ksi
Fa =
22.48 ksi
fa =
1.19 ksi
Fb =
33.00 ksi
fb =
1.51 ksi
Cm =
1.00
fa/Fa =
0.05 Eq 1-11-3 may be used
Eq H1-1
NA
Eq H1-2
NA
Eq 1-11-3
0.10
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
9.60
Slenderness OK
kl/r =
Cc =
90.43
F'e =
1619.74 ksi
Fa =
40.79 ksi
fa =
1.89 ksi
Fb =
46.20 ksi
fb =
12.09 ksi
Cm =
1.00
fa/Fa =
0.05
Eq H1-3 may be used
Eq H1-1
NA
Eq H1-2
NA
Eq 1-11-3
0.31
Tube OK
Footing Length =
18 in
Footing Width =
18 in
Soil Bearing Capacity =
1500 psf
Capacity =
3.375 kips OK
Results
MAX LOAD TO SMART JACK = 2318LB
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
21 IN SO BASE WITH 18 IN SO POLY FILL
EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT
5FA Design Group, LLE
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR23-192
PROJECT DATE
Kovacic Residence Underpinning 10/11/2023
SUBJECT BY
Foundation Surmortworks Biafoot Smart Jack Svstem JB
(E) FLOOR SHEATHING
(E) FLOOR FRAMING TYP
HSS BEAM PER PLAN &
GENERAL NOTES
BEAM CRADLE PER
GENERAL NOTES
THREADED ROD PER
GENERAL NOTES
THREADED CAP PER
GENERAL NOTES
AGAIN THEE PER
GENERAL NOTES
BASE R PER GENERAL
NOTES
LIGHTFOOT FOOTING PER
& GENERAL NOTES
(E) INTERIOR
GRADE
NOTES:
1. FILL PLAN FOR LAYOUT & INSTALLATION REVS
2. INSTALL PER MFR RECOMMENDATIONS
SAFEBASE STABILIZER IN CRAWLSPACE
SCALE INTO
Note: Section above is a general representation of smartjack system, refer to plan for layout and project specific details.
Tube Properties
Base Type =
Soil Type =
Pmax =
Maximum Tube Unbraced Length, dt =
Maximum Threaded Rod Unbraced Length, dtr =
Eccentricity, emax =
Moment =
Design Tube OD =
Design Wall Thickness =
k=
r=
A=
c=
S=
E_
Fy =
Bigfoot
Native Soil
3.591 kips
6.00 ft
3.000 in
1.000 in
3.591 kip -in
3.500 in
0.188 in
1.00
1.173 in
1.951 in'
1.750 in
1.534 in'
2.685 in
29000 ksi
50 ksi
Tube Output
Threaded Rod Properties
Threaded Rod Output
Bearing Capacity of 16in x 36in Plate Footing
Results
kl/r =
61.38 Slenderness OK
Cc =
107.00
F'e =
39.62 ksi
Fa =
22.48 ksi
fa =
1.84 ksi
Fb =
33.00 ksi
fb =
2.34 ksi
Cm =
1.00
fa/Fa =
0.08 Eq 1-11-3 may be used
Eq H1-1
NA
Eq H1-2
NA
Eq 1-11-3
0.15
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
9.60
Slenderness OK
kl/r =
Cc =
90.43
F'e =
1619.74 ksi
Fa =
40.79 ksi
fa =
2.93 ksi
Fb =
46.20 ksi
fb =
18.73 ksi
Cm =
1.00
fa/Fa =
0.07
Eq H1-3 may be used
Eq H1-1
NA
Eq H1-2
NA
Eq 1-11-3
0.48
Tube OK
Footing Length = 24 in
Footing Width = 24 in
Soil Bearing Capacity = 1500 psf
Capacity = 6.000 kips
OK
MAX LOAD TO SMART JACK = 3591 LB
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 SO BASE WITH 24 IN SO POLY FILL
EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT