BLD2021-0890+Structural_Analysis_or_Calculations+6.25.2021_9.35.32_AM+2269362SFA 17esign Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PORTLAND, OR I LIVERMORE, CA I SEATTLE, WA
503.641 .831 1 1 www.sfadg.com
STRUCTURAL CALCULATIONS
Reisner Residence Underpinning
9135 184th St SW, Edmonds, WA 98026
Matvey Foundation Repair, Inc.
LIMITATIONS
ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED
UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR
ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE
ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.
Project No. MFR21-083
June 22, 2021
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. (SHEET NO.
M FR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Push Pier Design Requirements MEK
Structural Narrative
The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1-story
duplex located in Edmonds, WA as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize
and/or lift settling foundations. The bottom and back portion of the bracket is securely seated against the existing concrete footing.
Using the weight of the existing structure, pier sections are continuously hydraulically driven through the foundation bracket and
into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a
starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed, they are
simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization
and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the roof framing, wall framing, floor
framing, concrete slab on grade, and concrete foundation. Underpinning the structure will remove lateral resistance provided by
soil friction acting on the concrete foundation. Lateral resistance will be provided by passive earth pressures acting on concrete
backfills encasing piers and soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive
pressure acting on the buried footings perpendicular to the piered gridlines.
There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the
entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current
codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and
testing requirements per IBC 2018 have been included. Axial and bending capacities of the external sleeve, analysis of the retrofit
foundation bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC
360-10. Concrete foundation span capacities have been analyzed per AC1318-14. Bracket fabrication welding has been
performed. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2.
General
Building Department 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
Concrete
150.0 pcf
(Live Loads
Roof Snow Load
Floor Live Load (Residential)
25.0 psf
40.0 psf
5FA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR21-083
PROJECT DATE
Reisner 6/22/2021
SUBJECT BY
Pier Lavout MEK
Pier Layout (See S2.1 for Enlarged Plan)
0
N
czi L6x6.%.3'-0" TYPE v v
6'-0" o 6'-0" 2'-0"
E CK LINE ABOVE �
TYP rLE)—DE---------� w_�— NP o
�4� 5 6 7 8 �9uji � 15 16 1 (18� N
— — _ — o TYP r
i M 1 12 — 13 141 m M 19/
CD CL
ICD
E GARAGE o o 0 /
CONC SLAB i i
N GRADE
ICI I I I;I /
(E) CRAWL I 24" SQ LIGHTFOOT X4
SPACE I STABILIZER BASE FTG I
(E) BEAM PER GENERAL NOTES
III I ABOVE TYP I I TYP
III
I°?I I I I?I I it •-_ _._ .. ,� I -:
III 11----�— I•
JA
I`I I I
I;I I II
I;I I I•I
'�
5
5FA Design Group, LLr
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Desion Loads MEK
(Worst Case Vertical Design Loads (Gridline F)
Tributary Width To Pier =
= 7.00 ft
Load Type
Design Load
Tributary Length
Line Load
RoofDL =
(15 psf)
(11.50 ft)
= 173 plf
Dead Load 5.080 kips
RoofSL =
(25 psf)
(11.50 ft)
= 288 plf
Floor Live Load 1.330 kips
1stFloorDL =
(15 psf)
(4.75 ft)
= 71 plf
Roof Snow Load 2.013 kips
1stFloon-L =
(40 psf)
(4.75 ft)
= 190 plf
Controlling ASD Load Combination:
InteriorWallDL _
(9 psf)
(4.75 ft)
= 43 plf
D+0.75L+0.75S
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in) (33.00 in)
= 206 plf
FootingDL _
(150 pcf)
(10.00 in) (12.00 in)
= 125 plf
Max Vertical Load to Worst Case Pier
7.587 kips
Max Unsupported Ftg Span from Arching Action
7.17 ft
5FA Design Group, LLr
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Desion Loads MEK
(Worst Case Vertical Design Loads (Gridline 1, AB)
Tributary Width To Pier =
= 6.00 ft
Load Type
Design Load
Tributary
Length
Line Load
RoofDL =
(15 psf)
(15.50 ft)
= 233 plf
Dead Load 5.447 kips
RoofSL =
(25 psf)
(15.50 ft)
= 388 plf
Floor Live Load 0.960 kips
ConcFloorDL =
(150 pcf)
(4.00 in)
(48.00 in)
= 200 plf
Roof Snow Load 2.325 kips
ConcFloorLL =
(40 psf)
(4.00 ft)
= 160 plf
Controlling ASD Load Combination:
InteriorWallDL _
(9 psf)
(4.00 ft)
= 36 plf
D+0.75L+0.75S
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in)
(33.00 in)
= 206 plf
FootingDL _
(150 pcf)
(10.00 in)
(12.00 in)
= 125 plf
Max Vertical Load to Worst Case Pier
7.910 kips
Max Unsupported Ftg Span from Arching Action
7.17 ft
5FA Design Group, LLr
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Desion Loads MEK
(Worst Case Vertical Design Loads (Gridline 1, BF)
Tributary Width To Pier =
= 6.00 ft
Load Type
Design Load
Tributary Length Line Load
RoofDL =
(15 psf)
(15.50 ft) = 233 plf
Dead Load 4.319 kips
RoofSL =
(25 psf)
(15.50 ft) = 388 plf
Floor Live Load 0.480 kips
1stFloorDL =
(15 psf)
(2.00 ft) = 30 plf
Roof Snow Load 2.325 kips
1stFloon-L =
(40 psf)
(2.00 ft) = 80 plf
Controlling ASD Load Combination:
InteriorWallDL _
(9 psf)
(2.00 ft) = 18 plf
D+S
ExteriorWallDL _
(12 psf)
(9.00 ft) = 108 plf
StemwallDL _
(150 pcf)
(6.00 in) (33.00 in) = 206 plf
FootingDL _
(150 pcf)
(10.00 in) (12.00 in) = 125 plf
Max Vertical Load to Worst Case Pier
6.644 kips
Max Unsupported Ftg Span from Arching Action
7.17 ft
5FA Design Group, LLE
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
MFR21-083
PROJECT
DATE
Reisner Residence Underpinning
6/22/2021
SUBJECT
BY
2.875 in 0 Push Pier Svstem
MEK
Design Input
Z/PIER/
Pier System Designation =
2.875 in 0
REACTION
Pier Material =
Black Steel
External Sleeve Material =
Black Steel
(E) WALL FRAMING
Vertical Load to Pier, PTL =
7.910 kips
(E) SLAB
Minimum Installation Depth, L =
10.000 ft
PIER CAR WITH j
ON GRADE
Unbraced Length, I =
1.000 ft
THREADED RODS
j
Eccentricity, e =
4.250 in
Friction Factor of Safety, FS =
2
Normal Surface Force, Fn =
3.955 kips
Design Load (Vertical), PAL =
7.910 kips
—I
Design Moment, MomentPierDL =
33.619 kip -in
BRACKET
Po,'a, a I I I
Sleeve Property Input
EXCAVATION
T
Sleeve Length =
48.000 in
111
III
Design Sleeve OD =
3.397 in
Design Wall Thickness =
0.169 in
I—
III —III —I
r =
1.143 in
III
�I
A =
1.710 in2
U I I=1
I —III —I
—III
S=
1.315in'
I —III.
I—
I
III III II
11=1 1 1—I 11
Note: Sleeve reduces bendingstress on main
Z=
1.759 in'
_z
I I 1 �=
I
=1 _
III III III I
pier from eccentricty
=
2.234 in°
z
I I I o
III
III=III—I I I
E =
29000 ksi
Fy =
50 ksi
1�=
Pier Property Input
w:
III=1=1
Design Tube OD =
2.777 in
Design Wall Thickness =
0.138 in
4
k=
2.10
r =
0.934 in
hI
A =
1.147 in2
PIER
—
Note: Design thickness of pier and sleeve c =
1.388 in
based on 93% of nominal thickness perA1SC
S =
0.721 ins
REACTION AT LOAD
and the ICC-ES AC358 based on a corrosion
Z =
0.964 in'
BEARING STRATUM
loss rate of 50 years for zinc -coated steel
=
1.001 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'
(Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r =
26.98
OK, <200 §E2
Note: Flexural design capacity Fe =
393.103 ksi
§(E3-4)
based on combined plastic section 4.71 "(E/Fy) 5 =
113.43
§E3
modulous of pier and sleeve For =
47.408 ksi
§(E3-2 & E3-3)
Pn =
54.4 kips
§(E3-1)
Safety Factor for Compression, Q, =
1.67
Allowable Axial Compressive Strength, Pn/0, =
32.6 kips
§E1
Actual Axial Compressive Demand, Pr =
7.910 kips
D/tP1eY =
20.1
OK, <.45E/Fy §F8
Mn =
136.2 kip -in
§(F8-1)
Safety Factor for Flexure, Ob =
1.67
Allowable Flexural Strength, Mn/fib =
81.5 kip -in
§F1
Actual Flexural Demand, Mr =
33.6 kip -in
Combined Axial & Flexure Check =
0.61
OK §(H1-la & 1b)
Results
Max Load To Pier = Design Load = 7910 lb
2.875" Diameter Pipe Pier with 0.165" Thick Wall
3.5"Diameterx48" 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, LLr
STRUCTURAL I CIVIL I LAND USE PLANNING
PROJECT
Reisner Residence Underpinning
SUBJECT
SafeBase-LID
I Capacity of 3/4"0 GRB7 (125ksi) Threaded Rod
Tj=11
D = 0.750 in
Ft = 125 ksi
At = 0.344 in
Capacity = 42.950 kips
Block Shear at 1/4" Plate OO
TBs= 0.3(58)(1/4)(4.625)+0.5(58)(1/4)(1)
= 27.369 kips
Capacity of Weld i0
E70 Electrodes = 70 ksi
Size of Fillet = 0.188 in
Length of Weld = 6.000 in
Capacity of Per Inch of Fillet = 2.784 kli
Capacity of Fillet = 16.705 kips
Capacity of 3/s" PlateO
At = 1.125 in
Ft = 21.600 ksi
T = 24.300 kips
I = 0.844 in°
A = 1.125 in
r = 0.866 in
k = 1.00
I = 7.387 in
kl/r = 9.0
Fa = 20.350 ksi
S = 3.410 in
Fb = 27.000 ksi
RMAX = 30.857 kips
Fv = 14.400 ksi
PROJECT NO. (SHEET NO.
MFR21-083
DATE
6/22/2021
BY
MEK
10/2..
V-2"
r �
VALLOW = 10.800 kips t Limiting System Factor
Results
Capacity of System (2 Sides) = 10.800(2)=21.600kips (Bracket Only)
5FA Design Group, LLr
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Desion Loads MEK
(Worst Case Vertical Design Loads (Crawlspace Stabilizer)
Tributary Width To Pier =
= 6.00 ft
Load Type
Design Load
Tributary Length
Line Load
Dead Load 1.566 kips
1stFloorDL =
(15 psf)
(10.88 ft)
= 163 plf
Floor Live Load 2.610 kips
1 stFloor-L =
(40 psf)
(10.88 ft)
= 435 plf
Roof Snow Load 0.000 kips
InteriorWallDL _
(9 psf)
(10.88 ft)
= 98 plf
Controlling ASD Load Combination:
D+L
Max Vertical Load to Worst Case Pier
4.176 kips
[� 5FA Design Group, LLC
®]PROJECT NO. SHEET NO.
STRUCTURAL I GLOTLCHNICAL I SPLCIAL INSPECTIONS IMFR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Safebase Crawlspace Stabilizer Svstem MEK
(E) FLOOR SHEATHING
ALL —THREAD ROD PER
\— (E) FLOOR FRAMING TYP
(E) FLOOR BEAM
(41/2-` WIN)
GENERAL NOTES (0'-3"
MAX UNBRACED
THREADED ROD LENGTH)
TOP PLATE PER
GENERAL NOTES Wf (4)
#12x3" WOOD SCREWS
THREADED POST CAP
PER GENERAL NOTES
STABILIZER TUBE PER
GENERAL NOTES (CUT
TO RE4'D LENGTH)
BASE PLATE PER GENERAL
NOTES
(E) INTERIOR GRADE
LIQHT FOOT STABILIZER PER
NOTES
1 { GENERALa
Note: Section above is a general representation of smartjack system, refer to plan for layout and project specific details.
Tube Properties
Safebase Crawlspace Stabilizer System =
SB350
Pmax =
4.176
kips
Maximum Tube Unbraced Length, dt =
2.000
ft
Maximum Threaded Rod Unbraced Length, dtr =
3.000
in
Eccentricity, e,ax =
1.000
in
Moment =
4.176
in -kips
Design Tube OD =
3.500
in
Design Wall Thickness =
0.1196
in
k =
1.00
r =
1.380
in
A =
1.261
in
c =
1.750
in
S =
1.373
in
1 =
2.402
in
E =
29000
ksi
Fy =
50
ksi
Tube Output
kl/r =
17.39
Slenderness OK
Cc =
107.00
F'e =
493.54
ksi
Fa =
28.57
ksi
fa =
3.31
ksi
Fb =
33.00
ksi
fb =
3.04
ksi
Cm =
1.00
fa/Fa =
0.12
Eq 1-11-3 may be used
Threaded Rod Properties
Threaded Rod Output
Results
Eq H1-1 NA
Eq H1-2 NA
Eq 1-11-3 0.21 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 =
3.40
ksi
Fb =
46.20
ksi
fb =
21.78
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 0.55 Tube OK
MAX LOAD TO SMART JACK = 4176LB
3.5 IN DIAMETER SAFEBASE TUBE WITH 0.1196 IN. THICK WALL AND MAX HEIGHT OF 2FT
1.25 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN
24 IN SQR SAFEBASE LIGHTFOOT XL STABILIZER BASE
EMBED THREADED ROD A MINIMUM OF 314 IN INTO CONFINING RING AND THREADED INSERT
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTEC INICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT 1BY
(Seismic Design Criteria IMEK
ASCE 7-16 Chapters 11 & 13
Soil Site Class = D Tab. 20.3-1, (Default = D)
Response Spectral Ace. (0.2 sec) SS = 130.10%g = 1.301g Figs. 22-1, 22-3, 22-5, 22-6
Response Spectral Ace.( 1.0 sec) S, = 46.00%g = 0.460g Figs. 22-2, 22-4, 22-5, 22-6
Site Coefficient Fa = 1.000 Tab. 11.4-1
Site Coefficient F = 1.841 Tab. 11.4-2
Max Considered Earthquake Ace. SMs= F,Sa = 1.301g (11.4-1)
Max Considered Earthquake Ace. SM, = F,.S, = 0.847g (11.4-2)
@ 5% Damped Design SDs = 2/3(SMs) = 0.867g (11.4-3)
SD, = 2/3(SM,) = 0.564g (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
C, = 0.02 x = 0.75 Tab. 12.8-2
Structural height h = 14.0 ft Structural Height Limit = 65.0 ft Tab. 12.2-1
C = 1.400 for Sp, of 0.564g Tab. 12.8-1
Approx Fundamental period, T. = C,(hn)" = 0.145 (12.8-7)
TL = 6 sec Figs. 22-14 through 22-17
Calculated T shall not exceed <_ CjT = 0.203
Use T = 0.14 sec
0.8Ts = 0.8(SD1/SDs) = 0.521 Exception of §11.6 does not apply
Is structure Regular & 5 5 stories ? Yes §12.8.1.3
Response Modification Coefficient R
Over Strength Factor n.
Importance factor la
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 = 0.133
R/la
Sn' = 0.600
(R/Ie)T
SnIT, N/A
TZ(R/Ie)
0.5S,1a/R N/A
0.133
0.133 W
Max S
ds <_ 1.0
N-S
6.5
2.5
1.00
CS W
S" = 0.133
R/le
S 1 = 0.600
(R/la)T
S ,T N/A
T2(R/le)
0.5S11a/R N/A
0.133
0.133 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)
=or S, >_ 0.6g (12.8-6)
5FA Design Group, LLC
sTxuc UPAL I QoTECHaicAE I SPECAL insnE"OINS PROJECT NO. SHEET NO.
MFR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Wind Design Criteria MEK
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 =
14 ft `
Building length
L =
67 ft
Building width
B =
45 ft
Ground Elevation Above Sea Level
E =
246 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
= 11.50 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 = 4.50 ft
INet Pressures (psf), Load Case A
Roof angle
6 = 12.53
G Cp f
Net Pressure with
Surface
(+GCp i)
(-GCp i )
1
0.47
9.25
4.09
2
-0.69
-7.31
-12.47
3
-0.43
-3.51
-8.67
4
-0.36
-2.58
-7.74
1E
0.71
12.69
7.53
2E
-1.07
-12.76
-17.91
3E
-0.66
-6.88
-12.04
4E
-0.54
-5.09
-10.25
Roof angle 6 = 12.53
G Cp f
Net Pressure with
Surface
(+GCp i)
(-GCp i )
1
-0.45
-3.87
-9.03
2
-0.69
-7.31
-12.47
3
-0.37
-2.72
-7.88
4
-0.45
-3.87
-9.03
5
0.40
8.31
3.15
6
-0.29
-1.58
-6.74
1 E
-0.48
-4.30
-9.46
2E
-1.07
-12.76
-17.91
3E
-0.53
-5.02
-10.18
4E
-0.48
-4.30
-9.46
5E
0.61
11.32
6.16
6E
-0.43
-3.58
-8.74
s :
2E
5
�Ehtl UItl�S !�
Load Case A ( ransxerse) Load Case B (LongRudinol)
Basic Land Cases
® 5FA Design 6rmW, LLc
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT
PROJECT NO. (SHEET NO.
MFR21-083
DATE
SUBJECT BY
Existino Lateral Resistance Alono Gridline F MEK
Footing/Foundation Wall Section Properties
b
Foundation Width, b = 6 in
Foundation Depth, d = 43 in
Int Buried Footing Depth, df = 10 in
OCCURS (NOT
Ext Exposed Footing Depth, dexp = 25 in
COO NSIDERED FOR
Cross Sectional Area, A = 258 in'
MOMENT O
Section Modulus, S. = 258 in'
SHEAR CAPACITY
Gross Moment of Inertia, Ig = 39754 in
Assumed Conc, f c = 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 = 7.2 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2
n
Design Moment, (Mcr = 4.7 k-ft
Shear Strength, Ve = 23076 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.5(�Vc = 8654 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 F)
Effective Friction Angle = 29'
Passive Coefficient, Kip = tanA2*(45+0'/2)
Kip = 2.88
Soil Unit Weight, y = 110 pcf
ExT GRADE
p=
Passive Pressure, P KpY=317pcf
*
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ftT
Int Buried Soil Depth, di = df-12" = 0.0 ft
A = Pp*(de) = 79 psf
B = Pp*(di) = 0 psf RpA�
weA A*de/2 = 40 Of
wint = B*di/2 = 0 plf
Footina/Foundation Wall Loadin
Note: Reference design Wert
loads page of calculation
package for load - 1
combinations.
Wint
L
IV
Exterior Length Due to Moment, Lea = �(8*�*fr*IgeA/(yt*`Ne)d)/2 = 5.00 ft
Interior Length Due to Moment, Lint=A8*Vfr*Igint/(yt*`Nett)/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
RPe#— wext*Lext = 198 Ibs
RPint= wint*Lint = 0 Ibs
Lateral Capacity, Rp= RpeA+Rpint = 198 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line = No
Footing Frictional Resistance Along Gridline F
Unpiered Portion of Gridline F = No
STEMWALL
FF
:. FOOTING INT GRADE
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline F = 198lbs + Olbs + Olbs + Olbs = 198lbs
® 5FA Design Group, LLC
�7 STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Lateral Desian Loads Alona Gridline F IMEK
Lind Base Shear Along Gridline F
Loading Direction:
Transverse
End Zone (1E+4E) =
16.0 psf
Tributary Width =
9.00 ft
Tributary Height =
9.00 ft
End Zone (2E+3E)
16.0 psf
Tributary Width =
9.00 ft
Tributary Height =
9.00 ft
Design base shear VWIND =
ASD(60%) base shear VWIND =
Zone (1+4) =
16.0 psf
Tributary Width =
0.50 ft
Tributary Height =
9.00 ft
Zone (2+3)
8.0 psf
Tributary Width =
0.50 ft
Tributary Height =
9.00 ft
a =
4.50 ft
2700 Ibs
1620 Ibs Seismic Controls
�pG[N.-L IX�I� 1E
lO�D�i
Load Case A (7ransxerse) Load Cole B (Longiludrnal)
k31c Lood Caaes
Seismic Base Shear Along Gridline F
RoofDL =
(15 psf)
(11.50 ft)
= 173 plf Base shear = 0.133 W
1 st FloorDL _
(15 psf)
(9.50 ft)
= 143 plf Trib Length = 45 ft
WallDL =
(12 psf)
(4.50 ft)
= 54 plf
StemwallDL _
(150 pcf)
(6.00 in)
(33.00 in) = 206 plf
FootingDL =
(150 pcf)
(10.00 in)
(12.00 in) = 125 plf
PerpWallsDL _
(12 psf)
(4.50 ft)
(19.00 ft) = 1026 lb
Design base shear VSEISMIC = 4342 Ibs
ASD(70%) base shear VSEIS = 3039 Ibs •Seismic Controls
Worst Case Lateral Load Along Gridline F = 3039 Ibs
Total Available Lateral Resistance Along Gridline F = 198 Ibs
Additional Lateral Resistance of 2841 Ibs Required
® 5FA Design Group, ux
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. SHEET NO.
MFR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Concrete Backfill(s) Alono Gridline F MEK
Effective Friction Angle =
29*
Passive Coefficient, Kp =
tanA2*(45+0'/2)
'SEE +"LE
Kp =
2.88
nWH QPADE
Passive Pressure, Pp=
2.88 * 110 = 317 pcf
z� II ,Y---------
--.
Cohesion, c' =
1500 psf
Soil Unit Weight, y =
110 pcf
III—IIII�III-11
III-11�11111— an iMc
Depth of Backfill, d =
2.0 ft
— — —
—I
. lll--Ill sImo-
Width of Backfill, w =
1.5 ft
�I I I—1III
k { I— I I F= I
Depth to Backfill, r =
2.0 ft
o
{ f:
Soil Neglected =
1.0 ft
Backfill Depth Below Grade =
4.0 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure at Base, ap' = Pp*(d+r)
317pcf * (4 ft) = ap' = 1268 psf
Lateral Capacity/Pier, Rp = ((A+B)/2)*d
Rp=((A+B)/2)*d=((951 plf+1902 plf)/2)*2 ft = 2853 Ibs
1 ft NEGLECTED
Depth to Backfill - 1 ft = 1 ft
Depth of Backfill d = 2 ft
Lateral Resistance per Pier
(Kp*y*r)*w = 951 plf
Rp = 2853 Ibs
- _ (Kp*y*(r+d))*w = 1902 plf
ap' = 1268 psf
LOADING DIAGRAM PER PIER
Concrete Backfill Spacing =
42.0 ft (28B)
P-Multiplier 1st Backfill =
1.00 Per AASHTO TABLE BELOW
P-Multiplier 2nd Backfill =
1.00 (INTERPOLATION OK)
P-Multiplier Other Backfills =
N/A
Number of Piers to Be Backfilled =
2 pier(s)
Lateral Resistance of 1st Backfill =
1 * 2853 Ibs = 2853 Ibs
Lateral Resistance of 2nd Backfill =
1 * 2853 Ibs = 2853 Ibs
Lateral Resistance of Other Backfills =
N/A
Table 1a7.a4-1—r11e P-1H.K06rm6 P— f w M Mpk Raw shaamg (avnmgaa Gam Ham.iga et al.. W"
P1le =spacing (in the direcdon Df
loadlao
P-MuhS ers, P,e
Row 1
Row 2
Row 3 and higher
3B
0.8
0.9
0.3
5B
1.0
0.85
0.7
Total Lateral Resistance of Piering System
Total Lateral Resistance = 1 st Backfill + 2nd Backfill + Other Backfills + Slab on Grade + Unpiered Resistance + Passive Pressure on Footing
Total Lateral Resistance = 2853 Ibs + 2853 Ibs + 0 Ibs + 0 Ibs + 0 Ibs + 198 Ibs = 5904 Ibs
Factor of Safety = 1.1
Allowable Resistance = 5367 Ibs >3040 Ibs OK
5FA Design Group, LLE
STRUCTURAL I GEOTECHNICAL i SPECIAL INSPECTIONS
PROJECT
PROJECT NO. (SHEET NO.
MFR21-083
DATE
SUBJECT BY
Existino Lateral Resistance Alono Gridline 1 MEK
Footing/Foundation Wall Section Properties
b
Foundation Width, b = 6 in
Foundation Depth, d = 43 in
Int Buried Footing Depth, df = 10 in
OCCURS (NOT
Ext Exposed Footing Depth, dexp = 25 in
COO NSIDERED FOR
Cross Sectional Area, A = 258 in'
MOMENT O
Section Modulus, S. = 258 in'
SHEAR CAPACITY
Gross Moment of Inertia, Ig = 39754 in"
Assumed Conc, f c = 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 = 7.2 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2
n
Design Moment, (Mcr = 4.7 k-ft
Shear Strength, Ve = 23076 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.5(�Vc = 8654 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, Kip = tanA2*(45+0'/2)
Kip = 2.88
Soil Unit Weight, y = 110 pcf
ExT GRADE
p=
Passive Pressure, P KpY=317pcf
*
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ftT
Int Buried Soil Depth, di = df-12" = 0.0 ft
A = Pp*(de) = 79 psf
B = Pp*(di) = 0 psf RpA�
weA A*de/2 = 40 Of
wint = B*di/2 = 0 plf
Footina/Foundation Wall Loadin
Note: Reference design Wert
loads page of calculation
package for load - 1
combinations.
Wint
L
IV
Exterior Length Due to Moment, Led = �(8*�*fr*IgeA/(yt*`Ne)d)/2 = 5.00 ft
Interior Length Due to Moment, Lint=A8*Vfr*Igint/(yt*`Nett)/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
RPe#— wext*Lext = 198 Ibs
RPint= wint*Lint = 0 Ibs
Lateral Capacity, Rp= RpeA+Rpint = 198 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 20 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VREsiST= 1500lbs
,Footing Frictional Resistance Along Gridline 1
Unpiered Portion of Gridline 1 = No
STEMWALL
FF
:. FOOTING INT GRADE
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline 1 = 198lbs + 1500lbs + Olbs + Olbs = 1698lbs
® 5FA Design Group, LLC
�7 STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Lateral Desian Loads Alona Gridline 1 IMEK
Lind Base Shear Along Gridline 1
Loading Direction: Longitudinal
End Zone (5E+6E) = 16.0 psf
Tributary Width = 4.50 ft
Tributary Height = 9.00 ft
Design base shear VWIND =
ASD(60%) base shear VWIND =
Zone (5+6) =
Tributary Width =
Tributary Height =
a=
2664 Ibs
1598 Ibs Seismic Controls
.Y 3 s a
1E
i�ti
s
1E 1 1E
�EIIEI Od�IGt !O�
�w0 awtr N 2' 7f �EC70
Load Case A (ransvorse) Load Gape B (Longiludirlol)
Baaia Load Cases
Seismic Base Shear Along Gridline 1
16.0 psf
9.00 ft
14.00 ft
4.50 ft
RoofDL =
(15 psf)
(15.50 ft)
= 233 plf Base shear = 0.133 W
1st FloorDL _
(15 psf)
(13.50 ft)
= 203 plf Trib Length = 67 ft
WallDL =
(12 psf)
(4.50 ft)
= 54 plf
StemwallDL _
(150 pcf)
(6.00 in)
(33.00 in) = 206 plf
FootingDL =
(150 pcf)
(10.00 in)
(12.00 in) = 125 plf
PerpWallsDL _
(12 psf)
(4.50 ft)
(27.00 ft) = 1458 lb
Design base shear VsEISMIC = 7528 Ibs
ASD(70%) base shear VSEIS = 5269 Ibs /Seismic Controls
Worst Case Lateral Load Along Gridline 1 = 5269 Ibs
Total Available Lateral Resistance Along Gridline 1 = 1698 Ibs
Additional Lateral Resistance of 3571 Ibs Required
® 5FA Design Group, ux
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. SHEET NO.
MFR21-083
PROJECT DATE
Reisner Residence Underpinning 6/22/2021
SUBJECT BY
Concrete Backfill(s) Alono Gridline 1 MEK
Effective Friction Angle =
29*
Passive Coefficient, Kp =
tanA2*(45+0'/2)
'SEE +"LE
Kp =
2.88
nWH QPADE
Passive Pressure, Pp=
2.88 * 110 = 317 pcf
z� II ,Y---------
--.
Cohesion, c' =
1500 psf
Soil Unit Weight, y =
110 pcf
III—IIII�III-11
III-11�11111— an iMc
Depth of Backfill, d =
2.0 ft
— — —
—I
. lll--Ill sImo-
Width of Backfill, w =
1.5 ft
�I I I—1III
k { I— I I F= I
Depth to Backfill, r =
2.0 ft
o
{ f:
Soil Neglected =
1.0 ft
Backfill Depth Below Grade =
4.0 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure at Base, ap' = Pp*(d+r)
317pcf * (4 ft) = ap' = 1268 psf
Lateral Capacity/Pier, Rp = ((A+B)/2)*d
Rp=((A+B)/2)*d=((951 plf+1902 plf)/2)*2 ft = 2853 Ibs
1 ft NEGLECTED
Depth to Backfill - 1 ft = 1 ft
Depth of Backfill d = 2 ft
Lateral Resistance per Pier
(Kp*y*r)*w = 951 plf
Rp = 2853 Ibs
- _ (Kp*y*(r+d))*w = 1902 plf
ap' = 1268 psf
LOADING DIAGRAM PER PIER
Concrete Backfill Spacing =
30.0 ft (20B)
P-Multiplier 1st Backfill =
1.00 Per AASHTO TABLE BELOW
P-Multiplier 2nd Backfill =
1.00 (INTERPOLATION OK)
P-Multiplier Other Backfills =
1.00
Number of Piers to Be Backfilled =
3 pier(s)
Lateral Resistance of 1st Backfill =
1 * 2853 Ibs = 2853 Ibs
Lateral Resistance of 2nd Backfill =
1 * 2853 Ibs = 2853 Ibs
Lateral Resistance of Other Backfills =
1 * 2853 Ibs = 2853 Ibs
Table 1a7.a4-1—r11e P-1H.K06rm6 P— f w M Mpk Raw shooing (avffafea from Ham.iga et al.. W"
P1le =spacing (in the direcdon Df
loadlao
P-MuhS ers, P,e
Row 1
Row 2
Row 3 and higher
3B
0.8
0.9
0.3
5B
1.0
0.85
0.7
Total Lateral Resistance of Piering System
Total Lateral Resistance = 1 st Backfill + 2nd Backfill + Other Backfills + Slab on Grade + Unpiered Resistance + Passive Pressure on Footing
Total Lateral Resistance = 2853 Ibs + 2853 Ibs + 2853 Ibs * (3 piers - 2 piers) + 1500 Ibs + 0 Ibs + 198 Ibs = 10257 Ibs
Factor of Safety = 1.1
Allowable Resistance = 9325 Ibs >5270 Ibs OK
Steel Beam
Description : Steel Angle Calcs
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield : 36.0 ksi
Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Vertical Leg Up D(o.72)
i L6x6x3/8
Span = 1.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.720 k/ft, Tributary Width =1.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.109: 1
Maximum Shear Stress Ratio =
0.038
Section used for this span
L6x6x3/8
Section used for this span
L6x6x3/8
Ma: Applied
0.827 k-ft Va : Applied
1.102 k
Mn / Omega: Allowable
7.566 k-ft Vn/Omega : Allowable
29.102 k
Load Combination
D Only
Load Combination
D Only
Location of maximum on span
0.000ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.000 in
Ratio = 0 <360
Max Upward Transient Deflection
0.000 in
Ratio = 0 <360
Max Downward Total Deflection
0.002 in
Ratio = 20045 >=180
Max Upward Total Deflection
0.000 in
Ratio = 0 <180
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination Support 1
Support 2
Overall MINimum 0.661
D Only 1.102
+0.60D 0.661