REVIEWED BLD2023-0543+Structural_Calculations+5.3.2023_8.38.33_AM+3521205RECEIVED 5FA Eleslgn Group, LLC
May 03 2023 STRUCTURAL I GEOTECHNICAL SPECIAL INSPECTIONS
CITY OF EDMONDS
DEVELOPMENT SERVICES a Portland, OR I Seattle, WA
DEPARTMENT p; (503) 641-831 j www.Sfadg.com
BLD2023-0543
STRUCTURAL CALCULATIONS
Schmutz Residence Underpinning
1222 8th Avenue S, 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. MFR23-037
May 1, 2023
5FA Design Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. (SHEET NO.
M FR23-037
PROJECT
DATE
Schmutz Residence Underpinning
5/1/2023
SUBJECT
BY
Push Pier Design Requirements
JB
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 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
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
City of Edmonds
Roof Dead Load
15.0 psf
Floor Dead Load
15.0 psf
Wood Wall Dead Load
12.0 psf
Interior Wall Dead Load
9.0 psf
Deck Dead Load
12.0 psf
Concrete
150.0 pcf
Live Loads
Roof Snow Load 25.0 psf
Deck Live Load 60.0 psf
Floor Live Load (Residential) 40.0 psf
[� 5FA Design Group, LLE OR23_037
JECT NO. SHEET NO.
®] STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT DATE
Schmutz Residence Underpinning 5/1/2023
SUBJECT BY
Project Layout JB
Project Layout (See S2.1 for Enlarged Plan)
5'-0 2'-0
LINE OF (E) --
DECK ABOVE 6 7
O---�---- - --- --
4 5 8 J (E) CONC PATIO
SLAB ON GRADE
I 3
I 9 11 f 12 L6x6x%),3'-0"
- l lyp
- -- ------ -----
(2
0
10
I.I+�j4�1 1
(E) CONC SLAB
E) CRAWL ON GRADE
SPACE ACCESS
QO� (E) CHIMNEY 5
IL .—_—_—_—_-_-_—---—- _—.
_—. _
(E) CRAWL
SPACE 6 ;
(E) CONC SLAB
;.; I 2 ON GRADE
---- — — — —— =---
I6.-0 I� Qo
E FRONT
PORCH ABOVEkip
I I I
-- - - - - -- LLI--- ---- ----
(E) FDN/(N) PUSH PIER LAYOUT PLAN
SCALE: NTS
C� 5FA Design Group, LLC
PROJECT NO. SHEET NO.
®� STRUCTURAL i GEOTECUNICAL i SPECIAL INSPECTIONS
IMFR23-037
PROJECT
DATE
Schmutz Residence Underpinning
5/1/2023
SUBJECT
BY
Design Loads
JB
(Worst Case Vertical Design Loads (Gridline B)
Tributary Width To Pier =
= 7.50 ft
Load Type
Design Load
Tributary Length
Line Load
RoofDL =
(15 psf)
(10.25 ft)
= 154 plf
Dead Load
4.764 kips
RoofSL =
(25 psf)
(10.25 ft)
= 256 plf
Floor Live Load
2.963 kips
1stFloorDL =
(15 psf)
(2.00 ft)
= 30 plf
Roof Snow Load
1.922 kips
1stFloon-L =
(40 psf)
(2.00 ft)
= 80 plf
Controlling ASD Load Combination:
DeckDL =
(12 psf)
(5.25 ft)
= 63 plf
D+0.75L+0.75S
DeckLL =
(60 psf)
(5.25 ft)
= 315 plf
InteriorWallDL _
(9 psf)
(2.00 ft)
= 18 plf
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in) (30.00 in)
= 188 plf
FootingDL _
(150 pcf)
(6.00 in) (12.00 in)
= 75 plf
Max Vertical Load to Worst Case
Pier
8.428 ME�::]
See attached footing calculation for unsupported footing span length
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.12.28 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: (E)Footing Grid B
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
General Information
fc = 2.50 ksi Phi Values Flexure
fr = fc �2 ' 7.50 = 375.0 psi Shear
lV Density = 150.0 pcf R 1 =
a LtWt Factor = 1.0
0.90
0.750
0.850
Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi
E - Stirrups = 29,000.0 ksi
fy -Main Rebar = 60.0 ksi Stirrup Bar Size # 3
E - Main Rebar = 29,000.0 ksi
Number of Resisting Legs Per Stirrup = 2
D(0.635) L(0.395) 5(0.256)
� Fa
7.50 ft
6"wx36"h
Cross Section & Reinforcing Details
Rectanqular Section, Width = 6.0 in, Heiqht = 36.0 in
Span #1 Reinforcinq....
144 at 3.0 in from Bottom, from 0.0 to 7.50 ft in this span
Load for Span Number 1
Uniform Load : D = 0.6350, L = 0.3950, S = 0.2560 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn ` Phi : Allowable
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.366 : 1
Typical Section
10.702 k-ft
29.276 k-ft
3.757 ft
Span # 1
0.000 in
Ratio =
0 <360.0
S Only
0.000 in
Ratio =
0 <360.0
L Only
0.001 in
Ratio =
81995 —180.0
Span: 1 : +D+0.750
0.000 in
Ratio =
0 <180.0
Span: 1 : +D+0.750
Shear Stirrup Requirements
Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, use #3 stirrups spaced at 16.000 in
C� 5FA Design Group, LLC
PROJECT NO.
SHEET NO.
®� STRUCTURAL i GEOTECUNICAL i SPECIAL INSPECTIONS
IMFR23-037
PROJECT
DATE
Schmutz Residence Underpinning
5/1/2023
SUBJECT
BY
Desion Loads
JB
(Worst Case Vertical Design Loads (Gridline C l3twn Grids 1&2)
Tributary Width To Pier =
= 7.50 ft
Load Type
Design Load
Tributary Length
Line Load
RoofDL =
(15 psf)
(10.25 ft)
= 154 plf
Dead Load
4.292 kips
RoofSL =
(25 psf)
(10.25 ft)
= 256 plf
Floor Live Load
0.600 kips
1stFloorDL =
(15 psf)
(2.00 ft)
= 30 plf
Roof Snow Load
1.922 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) (30.00 in)
= 188 plf
FootingDL _
(150 pcf)
(6.00 in) (12.00 in)
= 75 plf
Max Vertical Load to Worst Case Pier
6.214 kips
See attached footing calculation for unsupported footing span length
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.12.28 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: (E)Footing Grid C Btwn Grids 1 &2
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
General Information
fc = 2.50 ksi Phi Values Flexure
fr = fc �2 ' 7.50 = 375.0 psi Shear
lV Density = 150.0 pcf R 1 =
a LtWt Factor = 1.0
0.90
0.750
0.850
Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi
E - Stirrups = 29,000.0 ksi
fy -Main Rebar = 60.0 ksi Stirrup Bar Size # 3
E - Main Rebar = 29,000.0 ksi
Number of Resisting Legs Per Stirrup = 2
D(0.572) L(0.08) S(0.256)
� Fa
7.50 ft
6"wx36"h
Cross Section & Reinforcing Details
Rectanqular Section, Width = 6.0 in, Heiqht = 36.0 in
Span #1 Reinforcinq....
144 at 3.0 in from Bottom, from 0.0 to 7.50 ft in this span
Load for Span Number 1
Uniform Load : D = 0.5720, L = 0.080, S = 0.2560 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn ` Phi : Allowable
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.273 : 1
Typical Section
7.987 k-ft
29.276 k-ft
3.757 ft
Span # 1
0.000 in
Ratio =
0 <360.0
L Only
0.000 in
Ratio =
0 <360.0
S Only
0.000 in
Ratio =
0 <180.0
Span: 1 : +D+S
0.000 in
Ratio =
0 <180.0
Span: 1 : +D+S
Shear Stirrup Requirements
Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, use #3 stirrups spaced at 16.000 in
C� 5FA Design Group, LLC
®� STRUCTURAL i GEOTECHNICAL i SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR23-037
PROJECT DATE
Schmutz Residence Underpinning 5/1/2023
SUBJECT BY
Design Loads JB
(Worst Case Vertical Design Loads (Gridline C l3twn Grids 2&4)
Tributary Width To Pier =
= 6.50 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
2ndFloorDL =
(15 psf)
(2.00 ft)
= 30 plf
2ndFloon-L =
(40 psf)
(2.00 ft)
= 80 plf
1stFloorDL =
(15 psf)
(2.00 ft)
= 30 plf
1 stFloor-L =
(40 psf)
(2.00 ft)
= 80 plf
1stFloor Point LoadDL =
(15 psf)
(12.13 ft)
(3.50 ft)
= 637 lb
1 stFloor Point LoadLL =
(40 psf)
(12.13 ft)
(3.50 ft)
= 1698 lb
ConcFloorDL =
(150 pcf)
(4.00 in)
(48.00 in)
= 200 plf
ConcFloorLL =
(40 psf)
(4.00 ft)
= 160 plf
InteriorWallDL _
(9 psf)
(18.00 ft)
= 162 plf
5temwallDL =
(150 pcf)
(6.00 in)
(30.00 in)
= 188 plf
Dead Load 6.621 kips
Floor Live Load 3.778 kips
Roof Snow Load 2.559 kips
Controlling ASD Load Combination:
D+0.75L+0.75S
FootingDL _ (150 pcf) 6.00 in 12.00 in = 75 plf
Max Vertical Load to Worst Case Pier 11.374
See attached footing calculation for unsupported footing span length
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.12.28 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: (E)Footing Grid C Btwn Grids 2&4
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
General Information
fc = 2.50 ksi Phi Values Flexure
fr = fc �2 ' 7.50 = 375.0 psi Shear
lV Density = 150.0 pcf R 1 =
a LtWt Factor = 1.0
0.90
0.750
0.850
Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi
E - Stirrups = 29,000.0 ksi
fy -Main Rebar = 60.0 ksi Stirrup Bar Size # 3
E - Main Rebar = 29,000.0 ksi
Number of Resisting Legs Per Stirrup = 2
D(0.921) L(0.32) S(0.394)
� Fa
7.50 ft
6"wx36"h
Cross Section & Reinforcing Details
Rectanqular Section, Width = 6.0 in, Heiqht = 36.0 in
Span #1 Reinforcinq....
144 at 3.0 in from Bottom, from 0.0 to 7.50 ft in this span
Load for Span Number 1
Uniform Load : D = 0.9210, L = 0.320, S = 0.3940 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn ` Phi : Allowable
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.455 : 1
Typical Section
13.328 k-ft
29.276 k-ft
3.757 ft
Span # 1
0.000 in
Ratio =
0 <360.0
0.000 in
Ratio =
0 <360.0
0.001 in
Ratio =
63234 —180.0
0.000 in
Ratio =
0 <180.0
L Only
S Only
Span: 1 : +D+0.750L+0.750S
Span: 1 : +D+0.750L+0.750S
Shear Stirrup Requirements
Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, use #3 stirrups spaced at 16.000 in
C� 5FA Design Group, LLC
PROJECT NO. SHEET NO.
®� STRUCTURAL i GEOTECUNICAL i SPECIAL INSPECTIONS
IMFR23-037
PROJECT
DATE
Schmutz Residence Underpinning
5/1/2023
SUBJECT
BY
Design Loads
JB
(Worst Case Vertical Design Loads (Gridline C l3twn Grids 4&4.3)
Tributary Width To Pier =
= 7.00 ft
Load Type
Design Load
Tributary
Length
Line Load
RoofDL =
(15 psf)
(13.75 ft)
= 206 plf
Dead Load
7.411 kips
RoofSL =
(25 psf)
(13.75 ft)
= 344 plf
Floor Live Load
2.730 kips
2ndFloorDL =
(15 psf)
(5.75 ft)
= 86 plf
Roof Snow Load
2.406 kips
2ndFloon-L =
(40 psf)
(5.75 ft)
= 230 plf
Controlling ASD Load Combination:
ConcFloorDL =
(150 pcf)
(4.00 in)
(48.00 in)
= 200 plf
D+0.75L+0.75S
ConcFloorLL =
(40 psf)
(4.00 ft)
= 160 plf
InteriorWallDL _
(9 psf)
(9.75 ft)
= 88 plf
ExteriorWallDL _
(12 psf)
(18.00 ft)
= 216 plf
StemwallDL _
(150 pcf)
(6.00 in)
(30.00 in)
= 188 plf
FootingDL _
(150 pcf)
(6.00 in)
(12.00 in)
= 75 plf
Max Vertical Load
to Worst Case
Pier
11.263 kips
See attached footing calculation for unsupported footing span length
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.12.28 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: (E)Footing Grid C Btwn Grids 4&4.3
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
General Information
fc = 2.50 ksi Phi Values Flexure
fr = fc �2 ' 7.50 = 375.0 psi Shear
lV Density = 150.0 pcf R 1 =
a LtWt Factor = 1.0
0.90
0.750
0.850
Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi
E - Stirrups = 29,000.0 ksi
fy -Main Rebar = 60.0 ksi Stirrup Bar Size # 3
E - Main Rebar = 29,000.0 ksi
Number of Resisting Legs Per Stirrup = 2
D(1.059) L(0.39) S(0.344)
7.0 ft
6"wx36"h
Cross Section & Reinforcing Details
Rectanqular Section, Width = 6.0 in, Heiqht = 36.0 in
Span #1 Reinforcinq....
144 at 3.0 in from Bottom, from 0.0 to 7.0 ft in this span
Load for Span Number 1
Uniform Load : D = 1.059, L = 0.390, S = 0.3440 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn ` Phi : Allowable
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.432 : 1
Typical Section
12.659 k-ft
29.276 k-ft
3.494 ft
Span # 1
0.000 in
Ratio =
0 <360.0
S Only
0.000 in
Ratio =
0 <360.0
L Only
0.001 in
Ratio =
70382 —180.0
Span: 1 : +D+0.7
0.000 in
Ratio =
0 <180.0
Span: 1 : +D+0.7
Shear Stirrup Requirements
Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, use #3 stirrups spaced at 16.000 in
C� 5FA Design Group, LLC
PROJECT NO.
SHEET NO.
®� STRUCTURAL i GEOTECUNICAL i SPECIAL INSPECTIONS
IMFR23-037
PROJECT
DATE
Schmutz Residence Underpinning
5/1/2023
SUBJECT
BY
Desion Loads
JB
(Worst Case Vertical Design Loads (Gridline C l3twn Grids 4.3&5)
Tributary Width To Pier =
= 7.50 ft
Load Type
Design Load
Tributary
Length
Line Load
RoofDL =
(15 psf)
(13.75 ft)
= 206 plf
Dead Load
6.096 kips
RoofSL =
(25 psf)
(13.75 ft)
= 344 plf
Floor Live Load
1.200 kips
ConcFloorDL =
(150 pcf)
(4.00 in)
(48.00 in)
= 200 plf
Roof Snow Load
2.578 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)
(30.00 in)
= 188 plf
FootingDL _
(150 pcf)
(6.00 in)
(12.00 in)
= 75 plf
Max Vertical Load to Worst Case Pier
8.929 kips
See attached footing calculation for unsupported footing span length
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.12.28 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: (E)Footing Grid C Btwn Grids 4.3&5
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
General Information
fc = 2.50 ksi Phi Values Flexure
fr = fc �2 ' 7.50 = 375.0 psi Shear
lV Density = 150.0 pcf R 1 =
a LtWt Factor = 1.0
0.90
0.750
0.850
Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi
E - Stirrups = 29,000.0 ksi
fy -Main Rebar = 60.0 ksi Stirrup Bar Size # 3
E - Main Rebar = 29,000.0 ksi
Number of Resisting Legs Per Stirrup = 2
D(0.813) L(O.'16) S(0.344)
� Fa
7.50 ft
6"wx36"h
Cross Section & Reinforcing Details
Rectanqular Section, Width = 6.0 in, Heiqht = 36.0 in
Span #1 Reinforcinq....
144 at 3.0 in from Bottom, from 0.0 to 7.50 ft in this span
Load for Span Number 1
Uniform Load : D = 0.8130, L = 0.160, S = 0.3440 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn ` Phi : Allowable
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.386 : 1
Typical Section
11.292 k-ft
29.276 k-ft
3.757 ft
Span # 1
0.000 in
Ratio =
0 <360.0
0.000 in
Ratio =
0 <360.0
0.001 in
Ratio =
77331 —180.0
0.000 in
Ratio =
0 <180.0
L Only
S Only
Span: 1 : +D+0.750L+0.750S
Span: 1 : +D+0.750L+0.750S
Shear Stirrup Requirements
Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, use #3 stirrups spaced at 16.000 in
C� 5FA Design Group, LLC
PROJECT NO.
SHEET NO.
®� STRUCTURAL I GEOTECUNICAL I SPECIAL INSPECTIONS
IMFR23-037
PROJECT
DATE
Schmutz Residence Underpinning
5/1/2023
SUBJECT
BY
Desion Loads
JB
(Worst Case Vertical Design Loads (Gridline 1)
Tributary Width To Pier =
= 7.50 ft
Load Type
Design Load
Tributary Length
Line Load
RoofDL =
(15 psf)
(4.00 ft)
= 60 plf
Dead Load
4.152 kips
RoofSL =
(25 psf)
(4.00 ft)
= 100 plf
Floor Live Load
1.538 kips
1stFloorDL =
(15 psf)
(5.13 ft)
= 77 plf
Roof Snow Load
0.750 kips
1stFloon-L =
(40 psf)
(5.13 ft)
= 205 plf
Controlling ASD Load Combination:
InteriorWallDL _
(9 psf)
(5.13 ft)
= 46 plf
D+0.75L+0.75S
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in) (30.00 in)
= 188 plf
FootingDL _
(150 pcf)
(6.00 in) (12.00 in)
= 75 plf
Max Vertical Load to Worst Case Pier
5.867 kips
See attached footing calculation for unsupported footing span length
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.12.28 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: (E)Footing Grid 1
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
General Information
fc = 2.50 ksi Phi Values Flexure
fr = fc �2 ' 7.50 = 375.0 psi Shear
lV Density = 150.0 pcf R 1 =
a LtWt Factor = 1.0
0.90
0.750
0.850
Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi
E - Stirrups = 29,000.0 ksi
fy -Main Rebar = 60.0 ksi Stirrup Bar Size # 3
E - Main Rebar = 29,000.0 ksi
Number of Resisting Legs Per Stirrup = 2
D(0.554) L(0205) S(0.1)
� Fa
7.50 ft
6"wx36"h
Cross Section & Reinforcing Details
Rectanqular Section, Width = 6.0 in, Heiqht = 36.0 in
Span #1 Reinforcinq....
144 at 3.0 in from Bottom, from 0.0 to 7.50 ft in this span
Load for Span Number 1
Uniform Load : D = 0.5540, L = 0.2050, S = 0.10 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.250 : 1
Section used for this span
Typical Section
Mu : Applied
7.332 k-ft
Mn ` Phi : Allowable
29.276 k-ft
Location of maximum on span
3.757 ft
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.000 in Ratio =
Max Upward Transient Deflection
0.000 in Ratio =
Max Downward Total Deflection
0.000 in Ratio =
Max Upward Total Deflection
0.000 in Ratio =
0 <360.0
S Only
0 <360.0
L Only
0 <180.0
Span: 1 : +D+0.750L+0.750S
0 <180.0
Span: 1 : +D+0.750L+0.750S
Shear Stirrup Requirements
Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, use #3 stirrups spaced at 16.000 in
C� 5FA Design Group, LLC
PROJECT NO. SHEET NO.
®� STRUCTURAL I GEOTECUNICAL I SPECIAL INSPECTIONS
IMFR23-037
PROJECT
DATE
Schmutz Residence Underpinning
5/1/2023
SUBJECT
BY
Design Loads
JB
(Worst Case Vertical Design Loads (Gridline 2)
Tributary Width To Pier =
= 7.25 ft
Load Type
Design Load
Tributary
Length
Line Load
RoofDL =
(15 psf)
(4.00 ft)
= 60 plf
Dead Load
7.029 kips
RoofSL =
(25 psf)
(4.00 ft)
= 100 plf
Floor Live Load
3.516 kips
2ndFloorDL =
(15 psf)
(8.13 ft)
= 122 plf
Roof Snow Load
0.725 kips
2ndFloon-L =
(40 psf)
(8.13 ft)
= 325 plf
Controlling ASD Load Combination:
ConcFloorDL =
(150 pcf)
(4.00 in)
(48.00 in)
= 200 plf
D+L
ConcFloorLL =
(40 psf)
(4.00 ft)
= 160 plf
InteriorWallDL _
(9 psf)
(12.13 ft)
= 109 plf
ExteriorWallDL _
(12 psf)
(18.00 ft)
= 216 plf
StemwallDL _
(150 pcf)
(6.00 in)
(30.00 in)
= 188 plf
FootingDL _
(150 pcf)
(6.00 in)
(12.00 in)
= 75 plf
Max Vertical Load
to Worst Case
Pier
10.545 kips
See attached footing calculation for unsupported footing span length
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.12.28 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: (E)Footing Grid 2
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
General Information
fc = 2.50 ksi Phi Values Flexure
fr = fc �2 ' 7.50 = 375.0 psi Shear
lV Density = 150.0 pcf R 1 =
a LtWt Factor = 1.0
0.90
0.750
0.850
Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi
E - Stirrups = 29,000.0 ksi
fy -Main Rebar = 60.0 ksi Stirrup Bar Size # 3
E - Main Rebar = 29,000.0 ksi
Number of Resisting Legs Per Stirrup = 2
7250 k
6" w x 36" h
Cross Section & Reinforcing Details
Rectanqular Section, Width = 6.0 in, Heiqht = 36.0 in
Span #1 Reinforcinq....
144 at 3.0 in from Bottom, from 0.0 to 7.250 ft in this span
Load for Span Number 1
Uniform Load : D = 0.970, L = 0.4850, S = 0.10 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn ` Phi : Allowable
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.447 : 1
Typical Section
13.075 k-ft
29.276 k-ft
3.618 ft
Span # 1
0.000 in
Ratio =
0 <360.0
S Only
0.000 in
Ratio =
0 <360.0
L Only
0.001 in
Ratio =
70076 —180.0
Span: 1 : +D+L
0.000 in
Ratio =
0 <180.0
Span: 1 : +D+L
Shear Stirrup Requirements
Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, use #3 stirrups spaced at 16.000 in
C� 5FA Design Group, LLC
PROJECT NO.
SHEET NO.
®� STRUCTURAL i GEOTECUNICAL i SPECIAL INSPECTIONS
IMFR23-037
PROJECT
DATE
Schmutz Residence Underpinning
5/1/2023
SUBJECT
BY
Desion Loads
JB
(Worst Case Vertical Design Loads (Gridline 4)
Tributary Width To Pier =
= 7.50 ft
Load Type
Design Load
Tributary Length
Line Load
RoofDL =
(15 psf)
(14.25 ft)
= 214 plf
Dead Load
4.742 kips
RoofSL =
(25 psf)
(14.25 ft)
= 356 plf
Floor Live Load
0.600 kips
1stFloorDL =
(15 psf)
(2.00 ft)
= 30 plf
Roof Snow Load
2.672 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) (30.00 in)
= 188 plf
FootingDL _
(150 pcf)
(6.00 in) (12.00 in)
= 75 plf
Max Vertical Load to Worst Case Pier
7.414 kips
See attached footing calculation for unsupported footing span length
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.12.28 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: (E)Footing Grid 4
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
General Information
fc = 2.50 ksi Phi Values Flexure
fr = fc �2 ' 7.50 = 375.0 psi Shear
lV Density = 150.0 pcf R 1 =
a LtWt Factor = 1.0
0.90
0.750
0.850
Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi
E - Stirrups = 29,000.0 ksi
fy -Main Rebar = 60.0 ksi Stirrup Bar Size # 3
E - Main Rebar = 29,000.0 ksi
Number of Resisting Legs Per Stirrup = 2
D(0.632) L(0.08) S(0.356)
� Fa
7.50 ft
6"wx36"h
Cross Section & Reinforcing Details
Rectanqular Section, Width = 6.0 in, Heiqht = 36.0 in
Span #1 Reinforcinq....
144 at 3.0 in from Bottom, from 0.0 to 7.50 ft in this span
Load for Span Number 1
Uniform Load : D = 0.6320, L = 0.080, S = 0.3560 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn ` Phi : Allowable
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.329 : 1
Typical Section
9.619 k-ft
29.276 k-ft
3.757 ft
Span # 1
0.000 in
Ratio =
0 <360.0
L Only
0.000 in
Ratio =
0 <360.0
S Only
0.000 in
Ratio =
0 <180.0
Span: 1 : +D+S
0.000 in
Ratio =
0 <180.0
Span: 1 : +D+S
Shear Stirrup Requirements
Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, use #3 stirrups spaced at 16.000 in
Steel Beam Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.6.12 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: Steel Angle
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 36.0 ksi
Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Vertical Leg Up
D(2.548) L(1
i, -pan aXb13C1F33 ft
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 1.019, L = 0.5810, S = 0.3940 k/ft
Load(s) for Span Number 1
Point Load : D = 2.548, L = 1.453, S = 0.9850 k @ 0.0 ft
DESIGN SUMMARY
• '
Maximum Bending Stress Ratio =
0.864: 1
Maximum Shear Stress Ratio =
0.216 : 1
Section used for this span
L6x6x3/8
Section used for this span
L6x6x3/8
Ma: Applied
5.766 k-ft
Va : Applied
6.272 k
Mn / Omega: Allowable
6.675 k-ft
Vn/Omega : Allowable
29.102 k
Load Combination
+D+0.750L+0.750S
Load Combination
+D+0.750L+0.750S
Location of maximum on span
1.083 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.003 in Ratio =
9,373 —600.
Max Upward Transient Deflection
0.000 in Ratio =
0 <600.0 Span: 1 : L Only
Max Downward Total Deflection
0.008 in Ratio =
3112 —600. Span: 1 : +D+0.750L+0.750S
Max Upward Total Deflection
0.000 in Ratio =
0 <600.0
Vertical Reactions
Support notation : Far left is #' Values in KIPS
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+L
+D+S
+D+0.750L
+D+0.750L+0.750S
+0.60D
L Only
S Only
Support 1 Support 2
1.412
3.652
5.734
5.063
5.213
6.272
2.191
2.082
1.412
® 5FA Design Group, LLC
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR23-037
PROJECT DATE
Schmutz Residence Underpinning 5/1/2023
SUBJECT BY
2.875 in O Push Pier Svstem JB
Design Input
Z/PIER/
Pier System Designation =
2.875 in 0
REACTION
Pier Material =
Galvanized
External Sleeve Material =
Galvanized
(E) WALL FRAMINGVertical
Load to Pier, Pry =
8.929 kips
(E) SLAB
Minimum Installation Depth, L =
10.000 ft
PIER CAP WITH
ON GRADE
Unbraced Length, I =
1.000 ft
THREADED RODS
-0
Eccentricity, e =
4.250 in
Friction Factor of Safety, FS =
2
=
Normal Surface Force, Fn =
4.465 kips
=
Design Load (Vertical), PDD =
8.929 kips
Design Moment, MomentPierDD =
37.949 kip -in
BRACKET
,P0.,.,
Sleeve Property Input
EXCAVATION
•.' 11—III
Sleeve Length =
36.000 in
III
—I (—
I I I=I
Design Sleeve OD =
3.444 in
1
—III-11
Design Wall Thickness =
0.192 in
EEI —
III
I I I III
r=
1.152 in
I I I=
I II I I I
A =
1.962 in'
IIIIII
1
_=I
II
Note: Sleeve reduces bending stress on main S =
Z =
1.512 in'
2.034 in'
—
II=III=III—I
pier from eccentricty
=
2.603 in
Z=
E =
29000 ksi
III
=1=1=1
Fy =
Pier Property Input
50 ksi
�:
I III
Design Tube OD =
2.824 in
Design Wall Thickness =
0.162 in
�=
—I
III
I
III —III —I
—III —I I I
k =
2.10
r =
0.943 in
I =
A =
1.354 in2—
— PIER
Note: Design thickness of pier and sleeve c =
1.412 in
=
based on 93% of nominal thickness per p S —
0.852 in'
REACTION AT LOAD
and the ICC-ES AC358 based on a corrosion
Z =
1.148 ina
BEARING STRATUM
loss rate of 50 years for zinc -coated steel
I =
1.203 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 =
26.73
OK, <200 §E2
Note: Flexural design capacity Fe =
400.512 ksi
§(E3-4)
based on combined plastic section 4.71 *(E/Fy) 5 =
113.43
§E3
modulous of pier and sleeve Fa =
47.454 ksi
§(E3-2 & E3-3)
Pn =
64.2 kips
§(E3-1)
Safety Factor for Compression, D, =
1.67
Allowable Axial Compressive Strength, Pn/n. =
38.5 kips
§E1
Actual Axial Compressive Demand, Pr =
8.929 kips
D/t1wr =
17.4
OK, <.45E/Fy §F8
Mn =
159.1 kip -in
§(F8-1)
Safety Factor for Flexure, Ob =
1.67
Allowable Flexural Strength, Mn/nb =
95.3 kip -in
§F1
Actual Flexural Demand, Mr =
37.9 kip -in
Combined Axial & Flexure Check =
0.59
OK §(H1-la & 1b)
Results
Max Load To Pier = Design Load = 8929 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 'A" Foundation Lift During Installation
5FA Design Group, LLC
PROJECT NO.
SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
MFR23-037
PROJECT
DATE
Schmutz Residence Underpinning
5/1/2023
SUBJECT
BY
2.875 in 0 Push Pier Svstem
JB
(Design Input
Pier System Designation =
Pier Material =
External Sleeve Material =
Vertical Load to Pier, PTL =
Minimum Installation Depth, L =
Unbraced Length, I =
Eccentricity, e =
Friction Factor of Safety, FS =
Normal Surface Force, Fn =
Design Load (Vertical), PDL =
Design Moment, MomentPlerDL =
Sleeve Property Input
Sleeve Length =
Design Sleeve OD =
Design Wall Thickness =
r=
A=
S=
Note: Sleeve reduces bending stress on main
Z
pier from eccentricty
1=
E_
Fy =
2.875 in 0
Galvanized
Galvanized
11.374 kips
10.000 ft
1.000 ft
4.250 in
2
5.687 kips
11.374 kips
48.340 kip -in
36.000 in
3.444 in
0.192 in
1.152 in
1.962 in2
1.512 in'
2.034 in'
2.603 in'
29000 ksi
50 ksi
Z/PIER/
REACTION
PIER CAP WITH
THREADED RODS
EXCAVATION
BRACKET
(E) WALL FRAMING
(E) SLAB
ON GRADE
Pa a_I IIIIIIIIIII
Pier Property Input
if=
Design Tube OD =
2.824 in
Design Wall Thickness =
0.162 in
�=
—I
III
III —III —I
1=III—III
k=
2.10
r =
0.943 in
III —1
=
A =
1.354 in
PIER
Note: Design thickness of pier and sleeve c =
1.412 in
=
based on 93% of nominal thickness per
p S —
0852 in'
REACTION AT LOAD
and the ICC-ES AC358 based on a corrosion
Z =
.
1.148 in 3
BEARING STRATUM
loss rate of 50 years for zinc -coated steel
I =
1.203 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 =
26.73
OK, <200 §E2
Note: Flexural design capacity Fe =
400.512 ksi
§(E3-4)
based on combined plastic section 4.71 *(E/Fy) 5 =
113.43
§E3
modulous of pier and sleeve Fa =
47.454 ksi
§(E3-2 & E3-3)
Pn =
64.2 kips
§(E3-1)
Safety Factor for Compression, Oc =
1.67
Allowable Axial Compressive Strength, Pn/0, =
38.5 kips
§E1
Actual Axial Compressive Demand, Pr =
11.374 kips
D/tPler =
17.4
OK, <.45E/Fy §F8
Mn =
159.1 kip -in
§(F8-1)
Safety Factor for Flexure, S2b =
1.67
Allowable Flexural Strength, Mn/f)b =
95.3 kip -in
§F1
Actual Flexural Demand, Mr =
48.3 kip -in
Combined Axial & Flexure Check =
0.75
OK §(H1-la & 1 b)
Results
Max Load To Pier = Design Load = 11374 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 2400 psi Installation Pressure
Minimum'/4' Foundation Lift During Installation
5FA Design Group, LLr
STRUCTURAL I CIVIL I LAND USE PLANNING
PROJECT
Schmutz 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" Plate 10
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
M
PROJECT NO. SHEET NO.
MFR23-037
DATE
5/1 /2023
BY
1 OY2
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, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING
PROJECT
Schmutz Residence Underpinning
SUBJECT
SafeBase-LID
I Capacity of 3/4"0 GRB7 (125ksi) Threaded Rod
Tl = 11
D = 0.750 in
Ft = 125 ksi
At = 0.344 in
Capacity = 42.950 kips
Block Shear at %" Plate 1p
TBs = 0.3(58)(%)(11.5)+0.5(58)(%)(1.75)
= 94.069 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 t Limiting System Fac
Ca acity of %" Plate 10
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 = 8.860 in
kl/r = 11.0
Fa = 20.350 ksi
S = 6.542 in
Fb = 27.000 ksi
RmAx = 46.286 kips
Fv = 14.400 ksi
VALLOW = 16.200 kips
Results
4"
1033
Capacity of System (2 Sides) = 16.200(2)=32.400kips (Bracket Only)
PROJECT NO. SHEET NO.
MFR23-037
DATE
5/1 /2023
BY
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTION5
PROJECT NO. ISHEET NO.
M FR23-037
PROJECT DATE
Schmutz Residence Underpinning 5/1/2023
SUBJECT 1BY
(Seismic Design Criteria I3B
ASCE 7-16 Chapters 11 & 13
Soil Site Class = D (Default) Tab. 20.3-1, (Default = D)
Response Spectral Ace. (0.2 sec) SS = 128.10%g = 1.281g Figs. 22-1, 22-3, 22-5, 22-6
Response Spectral Ace.( 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 Ace. SMs = F,Sa = 1.537g (11.4-1)
Max Considered Earthquake Ace. SM, = F,.S, = 0.833g (11.4-2)
@ 5% Damped Design SDs = 2/3(SMs) = 1.025g (11.4-3)
SD, = 2/3(SM,) = 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
C, = 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 SD, of 0.555g Tab. 12.8-1
Approx Fundamental period, T. = C,(hn)" = 0.217 (12.8-7)
TL = 12 sec Figs. 22-14 through 22-17
Calculated T shall not exceed <_ Cja = 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 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 = 0.158
R/le
Sn' = 0.394
(R/Ie)T
SnIT, N/A
TZ(R/Ie)
0.5S,1a/R N/A
0.158
0.158 W
Max S
ds <_ 1.0
N-S
6.5
2.5
1.00
CS W
S" = 0.158
R/le
S 1 = 0.394
(R/la)T
S ,T N/A
TZ(R/le)
0.5S,1a/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)
=or S, >_ 0.6g (12.8-6)
® 5FA Design Group, LLC
®� STRUCTURAL I GEo7ECENicau I SPEP6 CAL iM"OI15 PROJECT NO. SHEET NO.
MFR23-037
PROJECT DATE
Schmutz Residence Underpinning 5/1/2023
SUBJECT BY
Wind Desian Criteria AR
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 =
18 ft r
m
Building height to ridge
hr =
24 ft `
Building length
L =
51 ft
Building width
B =
50 ft
Ground Elevation Above Sea Level
E =
258 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 = 21.00 ft
< 60 ft, Satisfactory (ASCE 7-16 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 = 4.98 ft
INet Pressures (psf), Load Case A
Roof angle
0 = 13.56
G Cp f
Net Pressure with
Surface
(+GCp i)
(-GCp i )
1
0.47
9.38
4.22
2
-0.69
-7.31
-12.47
3
-0.43
-3.62
-8.78
4
-0.37
-2.72
-7.88
1 E
0.72
12.88
7.72
2E
-1.07
-12.76
-17.91
3E
-0.66
-6.94
-12.10
4E
-0.55
-5.30
-10.46
Roof angle 0 = 13.56
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 Load Cases
® 5FA sign Group, uc
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT
SUBJECT
Existino Lateral Resistance Alona Gridline C
Footing/Foundation Wall Section Properties
Foundation Width, b = 6 in
Foundation Depth, d = 36 in
Int Buried Footing Depth, df = 6 in
AS OCCURS (NOT
Ext Exposed Footing Depth, dexp = 18 in
CONSIDERED F
Cross Sectional Area, A = 216 in3 MOMENT
Section Modulus, S. = 216 in Gross Moment of Inertia, Ig = 23328 in" SHEAR CAPACI
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 = 6.0 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2
Design Moment, (Mcr = 3.9 k-ft
Shear Strength, Ve = 19320 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.5(�Vc = 7245 Ibs
PROJECT NO. (SHEET NO.
MFR23-037
DATE
5/1/2
BY
JB
b
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, Kip = tanA2*(45+0'/2)
Kip = 2.88
Soil Unit Weight, y = 110 pcf STEMWALL
p=
Passive Pressure, P KPY=317pcf
* ExT GRADE
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft FOOTING I NT GRADE
=III
Int Buried Soil Depth, di = df-12" = 0.0 ft =1
A = Pp*(de) = 79 psf v — — —
a -LIT I I-'
B = Pp*(di) = 0 psf RPext r- I f2 a
Pt
we,,= A*de/2 = 40 OfA = _ = 6
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*we)Q)/2 = 5.00 ft
Interior Length Due to Moment, Lint=A8*Vf,*Igint/(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.& /`^tint = 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 = 39 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VREsiST= 2944lbs
,Footing Frictional Resistance Along Gridline C
Unpiered Portion of Gridline C = No
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline C = 198lbs + 2944lbs + Olbs + Olbs = 3142lbs
® 5FA Design Group, LLC
�7 STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR23-037
PROJECT DATE
Schmutz Residence Underpinning 5/1/2023
SUBJECT BY
Lateral Desian Loads Alona Gridline C IJB
Wind Base Shear Along Gridline C
Loading Direction:
Transverse
End Zone (1E+4E) =
16.0 psf
Zone (1+4) =
16.0 psf
Tributary Width =
0.00 ft
Tributary Width =
25.25 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 =
0.00 ft
Tributary Width =
25.25 ft
Tributary Height =
6.00 ft
Tributary Height =
6.00 ft
a =
4.98 ft
Design base
shear VWIND =
8484 Ibs
ASD(60%) base
shear VWIND =
5090 Ibs Seismic Controls
2E
5
1E 1 1E
OpU� !dam
��1GGI�LGTRYI �0 �'I[}�1101
Load Case A (Transvorae) Load Gaye B (Lon9ilud1?10l)
Basic Land Caaes
Seismic Base Shear Along Gridline C
RoofDL =
(15 psf)
(27.25 ft)
= 409 plf Base shear =
2nd FloorDL _
(15 psf)
(25.25 ft)
= 379 plf Trib Length =
WallDL =
(12 psf)
(13.50 ft)
= 162 plf
StemwallDL _
(150 pcf)
(6.00 in)
(30.00 in) = 188 plf
FootingDL =
(150 pcf)
(6.00 in)
(12.00 in) = 75 plf
PerpWallsDL _
(12 psf)
(13.50 ft)
(50.50 ft) = 8181 lb
Design base shear VsEisMiC = 10796 Ibs
ASD(70%) base shear VsEis = 7557 Ibs /Seismic Controls
Worst Case Lateral Load Along Gridline C = 7557 Ibs
Total Available Lateral Resistance Along Gridline C = 2856 Ibs
Additional Lateral Resistance of 4701 Ibs Required
0.158 W
50 ft
® 5FA Design Group* L.LC
®� STRUCTURAL I GEOTECHNICAL I SPEC IAL INSPECTIONS
PROJECT NO.
MFR23-037
SHEET NO.
PROJECT
Schmutz Residence Underpinning
DATE
5/1/2023
SUBJECT
Concrete Backfills) Alono Gridline C
BY
JB
Backfill Type = Polyurethane Foam
Concrete Backfill Dimensions
Effective Friction Angle =
26°
Passive Coefficient, Kp =
tanA2*(45+0'/2)
STE L
Kp =
2.57
11N01 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 ft
III-11F11F=-111-11
III-I_I�II�III-
•.
oo inc
W-�IJl-I I btu
Width of Backfill, w =
1.5 ft
o`
-11111-III
f I ,.
I- II�III-
Depth to Backfill, r =
2.0 ft
x-
Soil Neglected =
1.0 ft
t
Backfill Depth Below Grade =
4.0 ft
Passive Lateral Resistance Acting on Concrete Backfill
Passive Pressure at Base, op' = Pp*(d+r)
256.8pcf * (4 ft) = ap' = 1027 psf
Lateral Capacity/Pier, Rp = ((A+B)/2)*d
Rp=((A+B)/2)*d=((770 p1f+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
L = (Kp*y*r)*w = 770 plf
Rp = 2311 Ibs
S = (Kp`y*(r+d))*w = 1541 plf
mf
LOADING DIAGRAM PER PIER
Concrete Backfill Spacing =
10.0 ft (6.67B)
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 * 2311 Ibs = 2311 Ibs
Lateral Resistance of 2nd Backfill =
1 * 2311 Ibs = 2311 Ibs
Lateral Resistance of Other Backfills =
1 * 2311 Ibs = 2311 Ibs
Table 10.72.4-1-Pik P-Mah0pYs; Pam, for MuMpk Row Shading (averaged from Hannigan et at. 20M)
Pile CTCspacing (in the direction of
loading)
P-Mulbphers. P.
Row 1
Raw 2
Row 3 and higher
3B
0.8
0A
0A
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
Total Lateral Resistance = 2311 Ibs + 2311 Ibs + 2311 Ibs * (3 piers - 2 piers) + 2944 Ibs + 0 Ibs + 198 Ibs = 10075 Ibs
Factor of Safety =
1.1
Allowable Resistance =
9159 Ibs >7558 Ibs OK
Polyurethane Foam Capacity
-
Compressive Strength of Foam =
67.0 psi
Diameter of Pier =
2.875 in 0
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, LLE
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT
SUBJECT
Existino Lateral Resistance Alono Gridline 1
Footing/Foundation Wall Section Properties
Foundation Width, b = 6 in
Foundation Depth, d = 36 in
Int Buried Footing Depth, df = 6 in
AS OCCURS (NOT
Ext Exposed Footing Depth, dexp = 18 in
CONSIDERED F
Cross Sectional Area, A = 216 in3 MOMENT
Section Modulus, S. = 216 in Gross Moment of Inertia, Ig = 23328 in" SHEAR CAPACI
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 = 6.0 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2
Design Moment, (Mcr = 3.9 k-ft
Shear Strength, Ve = 19320 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.5(�Vc = 7245 Ibs
PROJECT NO. (SHEET NO.
MFR23-037
DATE
5/1/2
BY
JB
b
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 STEMWALL
p=
Passive Pressure, P KPY=317pcf
* ExT GRADE
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft FOOTING I NT GRADE
=III
Int Buried Soil Depth, di = df-12" = 0.0 ft =1
A = Pp*(de) = 79 psf v — — —
a -LIT I I-'
B = Pp*(di) = 0 psf RPext r- I f? a
we,,= A*de/2 = 40 Off Pt A = _ = 6
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*we)Q)/2 = 5.00 ft
Interior Length Due to Moment, Lint=A8*Vf,*Igint/(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
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 1
Unpiered Portion of Gridline 1 = No
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline 1 = 198lbs + Olbs + Olbs + Olbs = 198lbs
® 5FA Design Group, LLC
�7 STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR23-037
PROJECT DATE
Schmutz Residence Underpinning 5/1/2023
SUBJECT BY
Lateral Desian Loads Alona Gridline 1 IJB
Wind Base Shear Along Gridline 1
Loading Direction:
Transverse
End Zone (1E+4E) =
16.0 psf
Tributary Width =
9.95 ft
Tributary Height =
12.00 ft
End Zone (2E+3E)
16.0 psf
Tributary Width =
9.95 ft
Tributary Height =
3.00 ft
Design base shear VWIND =
ASD(60%) base shear VWIND =
Seismic Base Shear Along Gridline 1
Zone (1+4) =
16.0 psf
Tributary Width =
0.00 ft
Tributary Height =
12.00 ft
Zone (2+3)
8.0 psf
Tributary Width =
0.00 ft
Tributary Height =
3.00 ft
a =
4.98 ft
2388 Ibs
1433 Ibs /Wind Controls
2E
5
1E 1 1E
OpU� !dam
��1GGI�LGTRYI �0 �'I[}�1101
Load Case A (Transvorae) Load Gaye B (LongiludIml)
Basic Lood Caaes
RoofDL =
(15 psf)
(7.25 ft)
WallDL =
(12 psf)
(4.50 ft)
StemwallDL _
(150 pcf)
(6.00 in)
FootingDL =
(150 pcf)
(6.00 in)
PerpWallsDL _
(12 psf)
(4.50 ft)
= 109 plf
= 54 plf
(30.00 in) = 188 plf
(12.00 in) = 75 plf
(10.50 ft) = 567 lb
Design base shear VsEISMIC = 1196 Ibs
ASD(70%) base shear VSEIS = 837 Ibs Wind Controls
Base shear = 0.158 W
Trib Length = 17 ft
Worst Case Lateral Load Along Gridline 1 = 1433 Ibs
Total Available Lateral Resistance Along Gridline 1 = 180 Ibs
Additional Lateral Resistance of 1253 Ibs Required
® 5FA Design Group* L.LC
®� STRUCTURAL I GEOTECHNICAL I SPEC IAL INSPECTIONS
PROJECT NO.
MFR23-037
SHEET NO.
PROJECT
Schmutz Residence Underpinning
DATE
5/1/2023
SUBJECT
Concrete Backfills) Alono Gridline 1
BY
JB
Backfill Type = Concrete
Concrete Backfill Dimensions
Effective Friction Angle =
26°
Passive Coefficient, Kp =
tanA2*(45+0'/2)
STE L
Kp =
2.57
11N01 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`
—IIIII —III
A I •.
I- II�III—
Depth to Backfill, r =
2.0 ft
x—
Soil Neglected =
1.0 ft
o
�
t
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) = ap' = 1027 psf
Lateral Capacity/Pier, Rp = ((A+B)/2)*d
Rp=((A+B)/2)*d=((770 p1f+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
L = (Kp*y*r)*w = 770 plf
Rp = 2311 Ibs
S = (Kp`y*(r+d))*w = 1541 plf
mf
LOADING DIAGRAM PER PIER
Concrete Backfill Spacing =
0.0 ft (013)
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 1 st Backfill =
1 * 2311 Ibs = 2311 Ibs
Lateral Resistance of 2nd Backfill =
N/A
Lateral Resistance of Other Backfills =
N/A
Table 10.72.4-1—Pik P-Mah0pYs; Pam, for MuMpk Row Shading (averaged from Hannigan et at. 20M)
Pile CTCspacing (in the direction of
loading)
P-Mulbphers. P.
Row 1
Raw 2
Raw 3 and higher
3B
as
0A
0A
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
Total Lateral Resistance = 2311lbs + Olbs + Olbs + 0 Ibs + 0 Ibs + 198 Ibs + 0 Ibs = 2509 Ibs
Factor of Safety = 1.1
Allowable Resistance = 2281 Ibs >1433 Ibs OK
® 5FA Design Group, uE
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR23-037
Residence
Lateral Resistance Alonq Gridline 2
Footina/Foundation Wall Section Properties
Foundation Width, b = 6 in
Foundation Depth, d = 36 in
Int Buried Footing Depth, df = 6 in
Ext Exposed Footing Depth, dexp = 18 in
AS OCCURS (NOT
CONSIDERED FOR
Cross Sectional Area, A = 216 ins
OR
Section Modulus, Sx= 216 in'
SHEEARAR CCAPACITY
AP
Gross Moment of Inertia, ly = 23328 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 = 6.0 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2
Design Moment, 4)Mcr = 3.9 k-ft
Shear Strength, Vc = 19320 Ibs
§22.5.5.1
Shear Reduction Factor, 4) = 0.75
§21.2.1
Design Shear, 0.5,:�Vc = 7245 Ibs
n
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" = 0.0 ft
A = Pp*(de) = 79 psf
B = Pp*(di) = 0 psf
we,c = A*de/2 = 40 plf
wint = B*di/2 = 0 plf
Footina/Foundation Wall Loadin
Note: Reference design Wext
loads page of calculation
package for load
combinations.
`f'f tf�tf f
f L
tV
Exterior Length Due to Moment, Lext = A8*Vfr*I9e d/(yt*we,t)/2 = 5.00 ft
Interior Length Due to Moment, Lint=q(8*�*fr*lgint/(Yt*Wext)/2 = 0.00 ft
Exterior Length Due to Shear, Lext = 0.54)V /wext = 5.00 ft
Interior Length Due to Shear, Lint = 0.54)V /wint = 0.00 ft
Rpext= wext*Lew = 198 Ibs
Rhint= wint*Lint = 0 Ibs
Lateral Capacity, Rp= Rpew+RPint = 198 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 24 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VRESiST= 1763 Ibs
Footing Frictional Resistance Along Gridline 2
Unpiered Portion of Gridline 2 = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 11 ft
Dead Load Above = 970 plf
Soil Friction VRESiST= 3054 Ibs
STEMWALL
LXT GRADE
FOOTING NT GRADE
RPe,c — RPr t
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline 2 = 198lbs + 1763lbs + 3054lbs + Olbs = 5015lbs
® 5FA Design Group, LLC
�7 STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR23-037
PROJECT DATE
Schmutz Residence Underpinning 5/1/2023
SUBJECT BY
Lateral Desian Loads Alona Gridline 2 IJB
Wind Base Shear Along Gridline 2
Loading Direction: Longitudinal
End Zone (5E+6E) = 16.0 psf Zone (5+6) = 16.0 psf
Tributary Width = 0.00 ft Tributary Width = 17.50 ft
Tributary Height = 18.00 ft Tributary Height = 24.00 ft
a = 4.98 ft
Design base shear VWIND = 6720 Ibs
ASD(60%) base shear VWIND = 4032 Ibs Seismic Controls
2E
5
1E 1 1E
OpU� !dam
��1GGI�LGTRYI �0 �'I[}�1101
Load Case A (Transvorae) Load Gaye B (Lon9ilud1?10l)
Basic Land Caaes
Seismic Base Shear Along Gridline 2
RoofDL =
(15 psf)
(19.50 ft)
= 293 plf Base shear =
2nd FloorDL _
(15 psf)
(17.50 ft)
= 263 plf Trib Length =
WallDL =
(12 psf)
(13.50 ft)
= 162 plf
StemwallDL _
(150 pcf)
(6.00 in)
(30.00 in) = 188 plf
FootingDL =
(150 pcf)
(6.00 in)
(12.00 in) = 75 plf
PerpWallsDL _
(12 psf)
(13.50 ft)
(35.00 ft) = 5670 lb
Design base shear VsEisMiC = 8693 Ibs
ASD(70%) base shear VsEis = 6085 Ibs /Seismic Controls
Worst Case Lateral Load Along Gridline 2 = 6085 Ibs
Total Available Lateral Resistance Along Gridline 2 = 4559 Ibs
Additional Lateral Resistance of 1526 Ibs Required
0.158 W
51 ft
® 5FA Design Group* L.LC
®� STRUCTURAL I GEOTECHNICAL I SPEC IAL INSPECTIONS
PROJECT NO.
MFR23-037
SHEET NO.
PROJECT
Schmutz Residence Underpinning
DATE
5/1/2023
SUBJECT
Concrete Backfills) Alono Gridline 2
BY
JB
Backfill Type = Concrete
Concrete Backfill Dimensions
Effective Friction Angle =
26°
Passive Coefficient, Kp =
tanA2*(45+0'/2)
STE L
Kp =
2.57
11N01 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`
—IIIII —III
A I •.
I- II�III—
Depth to Backfill, r =
2.0 ft
x—
Soil Neglected =
1.0 ft
o
�
t
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) = ap' = 1027 psf
Lateral Capacity/Pier, Rp = ((A+B)/2)*d
Rp=((A+B)/2)*d=((770 p1f+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
L = (Kp*y*r)*w = 770 plf
Rp = 2311 Ibs
S = (Kp`y*(r+d))*w = 1541 plf
mf
LOADING DIAGRAM PER PIER
Concrete Backfill Spacing =
0.0 ft (013)
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 1 st Backfill =
1 * 2311 Ibs = 2311 Ibs
Lateral Resistance of 2nd Backfill =
N/A
Lateral Resistance of Other Backfills =
N/A
Table 10.72.4-1—Pik P-Mah0pYs; Pam, for MuMpk Row Shading (averaged from Hannigan et at. 20M)
Pile CTCspacing (in the direction of
loading)
P-Mulbphers. P.
Row 1
Raw 2
Raw 3 and higher
3B
0.8
0A
0A
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
Total Lateral Resistance = 2311lbs + Olbs + Olbs + 1763 Ibs + 3054 Ibs + 198 Ibs + 0 Ibs = 7326 Ibs
Factor of Safety = 1.1
Allowable Resistance = 6660 Ibs >6085 Ibs OK
® 5FA Design Group, uE
®� PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR23-037
Residence
Lateral Resistance Alonq Gridline 4
Footina/Foundation Wall Section Properties
Foundation Width, b = 6 in
Foundation Depth, d = 36 in
Int Buried Footing Depth, df = 6 in
Ext Exposed Footing Depth, dexp = 18 in
AS OCCURS (NOT
CONSIDERED FOR
Cross Sectional Area, A = 216 ins
OR
Section Modulus, Sx= 216 in'
SHEEARAR CCAPACITY
AP
Gross Moment of Inertia, ly = 23328 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 = 6.0 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2
Design Moment, 4)Mcr = 3.9 k-ft
Shear Strength, Vc = 19320 Ibs
§22.5.5.1
Shear Reduction Factor, 4) = 0.75
§21.2.1
Design Shear, 0.5,:�Vc = 7245 Ibs
n
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 4)
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" = 0.0 ft
A = Pp*(de) = 79 psf
B = Pp*(di) = 0 psf
we,c = A*de/2 = 40 plf
wint = B*di/2 = 0 plf
Footina/Foundation Wall Loadin
Note: Reference design Wext
loads page of calculation
package for load
combinations.
`f'f tf�tf f
f L
tV
Exterior Length Due to Moment, Lext = A8*Vfr*I9e d/(yt*we,t)/2 = 5.00 ft
Interior Length Due to Moment, Lint=q(8*�*fr*lgint/(Yt*Wext)/2 = 0.00 ft
Exterior Length Due to Shear, Lext = 0.54)V /wext = 5.00 ft
Interior Length Due to Shear, Lint = 0.54)V /wint = 0.00 ft
Rpext= wext*Lew = 198 Ibs
Rhint= wint*Lint = 0 Ibs
Lateral Capacity, Rp= Rpew+RPint = 198 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 23 ft
Tributary Width of Slab = 5 ft
Slab Thickness = 4 in
Concrete Weight = 150.0 pcf
Soil Friction VRESiST= 1725 Ibs
Footing Frictional Resistance Along Gridline 4
Unpiered Portion of Gridline 4 = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 14 ft
Dead Load Above = 632 plf
Soil Friction VRESiST= 2560 Ibs
STEMWALL
LXT GRADE
FOOTING NT GRADE
RPe,c — RPr t
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline 4 = 198lbs + 1725lbs + 2560lbs + Olbs = 4483lbs
® 5FA Design Group, LLC
�7 STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR23-037
PROJECT DATE
Schmutz Residence Underpinning 5/1/2023
SUBJECT BY
Lateral Desian Loads Alona Gridline 4 IJB
Wind Base Shear Along Gridline 4
Loading Direction:
Transverse
End Zone (1E+4E) =
16.0 psf
Tributary Width =
9.95 ft
Tributary Height =
18.00 ft
End Zone (2E+3E)
16.0 psf
Tributary Width =
9.95 ft
Tributary Height =
6.00 ft
Design base shear VWIND =
ASD(60%) base shear VWIND =
Zone (1+4) =
16.0 psf
Tributary Width =
0.00 ft
Tributary Height =
18.00 ft
Zone (2+3)
8.0 psf
Tributary Width =
0.00 ft
Tributary Height =
6.00 ft
a =
4.98 ft
3821 Ibs
2292 Ibs Seismic Controls
2E
5
1E 1 1E
OpU� !dam
��1GGI�LGTRYI �0 �'I[}�1101
Load Case A (Transvorae) Load Gaye B (Longiludirlal)
Basic Load Caaes
Seismic Base Shear Along Gridline 4
RoofDL =
(15 psf)
(11.00 ft)
= 165 plf Base shear =
2nd FloorDL _
(15 psf)
(8.33 ft)
= 125 plf Trib Length =
WallDL =
(12 psf)
(13.50 ft)
= 162 plf
StemwallDL _
(150 pcf)
(6.00 in)
(30.00 in) = 188 plf
FootingDL =
(150 pcf)
(6.00 in)
(12.00 in) = 75 plf
PerpWallsDL _
(12 psf)
(13.50 ft)
(22.00 ft) = 3564 lb
Design base shear VsEISMIC = 6251 Ibs
ASD(70%) base shear VSEIS = 4375 Ibs /Seismic Controls
Worst Case Lateral Load Along Gridline 4 = 4375 Ibs
Total Available Lateral Resistance Along Gridline 4 = 4075 Ibs
Additional Lateral Resistance < 500 Ibs, OK By Inspection
0.158 W
51 ft
General Beam Analysis
Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.6.12
SFA ENGINEERING LLC
(c) ENERCALC
INC 1983-2022
DESCRIPTION: (E) Wood Beam (For
Load
Gneeration Only)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length =
3.833 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
Span #2 Span Length =
3.833 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
Span #3 Span Length =
3.833 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
Span #4 Span Length =
3.833 ft
Area =
10.0 inA2
Moment of Inertia =
100.0
inA4
D(0.260) L(0.4333)
X X
X
X
X
Y Y
X1
Span = 3.833 ft
Span =
3.833 ft Span = 3.833 ft
Span
= 3.833 ft
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 = 10.833 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
1.091 k-ft Maximum Shear =
+D+L Load Combination
Span # 3 Span # where maximum occurs
3.833 ft Location of maximum on span
0.000 in 0
0.000 in 0
0.001 in 76895
-0.000 in 2072277
Support notation : Far left is #'
Values in KIPS
1.613 k
+D+L
Span # 3
3.833 ft
Load Combination
Support 1
Support 2
Support 3
Support 4
Support 5
Overall MAXimum
1.044
3.037
2.468
3.037
1.044
Overall MINimum
D Only
0.392
1.139
0.925
1.139
0.392
+D+L
1.044
3.037
2.468
3.037
1.044
+D+0.750L
0.881
2.563
2.082
2.563
0.881
+0.60D
0.235
0.683
0.555
0.683
0.235
L Only
0.653
1.898
1.542
1.898
0.653
General Beam Analysis _ Project File: Schmutz.ec6
LIC# : KW-06015057, Build:20.22.6.12 SFA ENGINEERING LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: (E) Wood Beam (For Load Gneeration Only)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length = 1.167 ft Area = 10.0 inA2 Moment of Inertia = 100.0 in^4
Span #2 Span Length = 5.833 ft Area = 10.0 inA2 Moment of Inertia = 100.0 in^4
Span = 1.167 ft Span = 5.833 ft
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 = 12.125 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
Overall MAXimum
Overall MINimum
D Only
+D+L
+D+0.750L
+0.60D
L Only
3.042 k-ft
Maximum Shear =
2.354 k
+D+L
Load Combination
+D+L
Span # 2
Span # where maximum occurs
Span # 1
3.051 ft
Location of maximum on span
1.167 ft
0.004 in
17567
-0.002 in
12308
0.006 in
10979
-0.004 in
7692
Support notation : Far left is #' Values in KIPS
Support 1 Support 2 Support 3
1.222 0.815
3.259 2.173
2.750 1.833
0.733 0.489
2.037 1.358
5FA Design Group, LLc
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR23-037
PROJECT DATE
Schmutz Residence Underpinning 5/1/2023
SUBJECT BY
Foundation Su000rtworks Liahtfoot Smart Jack Svstem JB
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
3.259 kips
6.00 ft
3.000 in
1.000 in
3.259 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
kl/r =
61.38 Slenderness OK
Cc =
107.00
F'e =
39.62 ksi
Fa =
22.48 ksi
fa =
1.67 ksi
Fb =
33.00 ksi
fb =
2.12 ksi
Cm =
1.00
fa/Fa =
0.07 Eq 1-11-3 may be used
Eq H1-1
NA
Eq H1-2
NA
Eq 1-11-3
0.14
Pier OK
Threaded Rod Properties
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
Threaded Rod Output
kl/r =
9.60
Slenderness OK
Cc =
90.43
F'e =
1619.74 ksi
Fa =
40.79 ksi
fa =
2.66 ksi
Fb =
46.20 ksi
fb =
17.00 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
0.43
Tube OK
Bearing Capacity of 16in x 36in Plate Footing
Footing Length =
18 in
Footing Width =
18 in
Soil Bearing Capacity =
1500 psf
Capacity =
3.375 kips OK
Results
MAX LOAD TO SMART JACK = 3259LB
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