REVIEWED BLD2022-1177+Structural_Calculations+9.2.2022_1.15.16_PM+3088726BLD2022-1177:...............................................
REVIEWED
BY
CITY OF EDMONDS
RECEIVED
BUILDING DEPARTMENT::
..............................................Sep
06 2022
SFA [lesign Group, LLC DECITY
VELO MFEN SEDMOERV CES
DEPARTMENT
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PORTLAND, OR I LIVERMORE, CA I SEATTLE, WA
503.641 .831 1 1 www.sfadg.com
STRUCTURAL CALCULATIONS
Kinnear Residence Underpinning
8523 216th St SW, Edmonds, WA 98026
Matvey Foundation Repair, Inc.
EXPIRES: 04/04/24
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. MFR22-157
August 30, 2022
5FA Design Group, LLC
STRUCTURAL I GLOTLCHNICAL I SPECIAL INSPLCTIONS
PROJECT NO. (SHEET NO.
M FR22-157
PROJECT DATE
Kinnear Residence Underpinning 8/30/2022
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
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, , 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
by Behlen Mfg Co. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2.
In addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS.
General
Building Department City of Edmonds
Building Code Conformance (Meets Or Exceeds Requirements)
2018 International Building Code (IBC)
2018 International Residential Code (IRC)
2018 Washington Building Code
2018 Washington Residential Code
Dead Loads
Roof Dead Load
15.0 psf
Floor Dead Load
15.0 psf
Wood Wall Dead Load
12.0 psf
Interior Wall Dead Load
9.0 psf
Concrete
150.0 pcf
Live Loads
Roof Snow Load
Floor Live Load (Residential)
25.0 psf
40.0 psf
Pier Layout (See S2.1 for Enlarged Plan)
5
-00
BEAM ABOVE
cy
LLJ
10
779
ON GRADE
(E) CRAWL
SPACE
00
BEAM TYP
5FA Design Group, LLC
PROJECT NO.
SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
IMFR22-157
PROJECT
DATE
Kinnear Residence Underpinning
8/30/2022
SUBJECT
BY
Design Loads
MEK
(Worst Case Vertical Design Loads (Gridline A)
Tributary Width To Pier =
= 5.00 ft
Load Type
Design Load
Tributary Length
Line Load
RoofDL =
(15 psf)
(14.44 ft)
= 217 plf
RoofSL =
(25 psf)
(14.44 ft)
= 361 plf
1stFloorDL =
(15 psf)
(4.00 ft)
= 60 plf
1 stFloor-L =
(40 psf)
(4.00 ft)
= 160 plf
InteriorWallDL _
(9 psf)
(4.00 ft)
= 36 plf
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in) (24.00 in)
= 150 plf
FootingDL =
(150 pcf)
(8.00 in) (16.00 in)
= 133 plf
Dead Load 3.520 kips
Floor Live Load 0.800 kips
Roof Snow Load 1.805 kips
Controlling ASD Load Combination:
D+0.75L+0.75S
Max Vertical Load to Worst Case Pier 5.473 kips
Max Unsupported Ftg Span from Arching Action 5.33 ft
5FA Design Group, LLC
PROJECT NO.
SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
IMFR22-157
PROJECT
DATE
Kinnear Residence Underpinning
8/30/2022
SUBJECT
BY
Design Loads
MEK
(Worst Case Vertical Design Loads (Gridline D)
Tributary Width To Pier =
= 6.00 ft
Load Type
Design Load
Tributary Length
Line Load
RoofDL =
(15 psf)
(14.44 ft)
= 217 plf
RoofSL =
(25 psf)
(14.44 ft)
= 361 plf
1stFloorDL =
(15 psf)
(4.00 ft)
= 60 plf
1 stFloor-L =
(40 psf)
(4.00 ft)
= 160 plf
InteriorWallDL _
(9 psf)
(4.00 ft)
= 36 plf
ExteriorWallDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in) (24.00 in)
= 150 plf
FootingDL =
(150 pcf)
(8.00 in) (16.00 in)
= 133 plf
Dead Load 4.224 kips
Floor Live Load 0.960 kips
Roof Snow Load 2.166 kips
Controlling ASD Load Combination:
D+0.75L+0.75S
Max Vertical Load to Worst Case Pier 6.568 kips
Max Unsupported Ftg Span from Arching Action 5.33 ft
[� 5FA Design Group, LLE
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR22-157
PROJECT DATE
Kinnear Residence Underpinning 8/30/2022
SUBJECT BY
2.875 in 0 Push Pier Svstem MEK
Design Input
Pier System Designation =
2.875 in 0
Pier Material =
Black Steel
External Sleeve Material =
Black Steel
Vertical Load to Pier, PTE =
6.568 kips
Minimum Installation Depth, L =
10.000 ft
Unbraced Length, I =
1.000 ft
Eccentricity, e =
4.250 in
Friction Factor of Safety, FS =
2
Normal Surface Force, Fn =
3.284 kips
Design Load (Vertical), PAL =
6.568 kips
Design Moment, MomenI =
27.914 kip -in
Sleeve Property Input
Sleeve Length =
36.000 in
Design Sleeve OD =
3.397 in
Design Wall Thickness =
0.169 in
r =
1.143 in
A=
1.710in2
S =
1.315 in'
Note: Sleeve reduces bending stress on main
Z =
1.in '
pier from eccentricty
I =
2.23434 in
E =
29000 ksi
Fy =
50 ksi
Z/PIER/
REACTION
(E) WALL FRAMING
(E) SLAB
PIER CAP WITH ON GRADE
THREADED RODS
�IIIIII
°lll III
-1-1 I
BRACKET vP„AEXCAVATION
Pier Property y Input
IIIw
I
Design Tube OD =
2.777 in
w
II
IIIIIIIIIIIIIII
Design Wall Thickness =
0.138 in
J
k=
2.10
III
r =
A=
0.934 in
1.147in2
III PIER
Note: Design thickness of pier and sleeve c =
1.388 in
based on 93% of nominal thickness perA1SC S =
0721 in'
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 =
6.568 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 =
27.9 kip -in
Combined Axial & Flexure Check =
0.51
OK §(H1-la & 1b)
Results
Max Load To Pier = Design Load = 6568 lb
2.875" Diameter Pipe Pier with 0.165" Thick Wall
3.5"Diameterx36" Long Pipe Sleeve With 0.216"ThickWall
Minimum 10'-0" Installation Depth And Minimum 2000 psi Installation Pressure
Minimum %" Foundation Lift During Installation
5FA Design Group, LLr
STRUCTURAL I CIVIL I LAND USE PLANNING
PROJECT
Blank Residence Undeminnina
SUBJECT
SafeBase-LID
I Capacity of 3/4"0 GRB7 (125ksi) Threaded Rod
Tj=11
D = 0.750 in
Ft = 125 ksi
At = 0.344 in
Capacity = 42.950 kips
Block Shear at 1/4" Plate OO
TBs= 0.3(58)(1/4)(4.625)+0.5(58)(1/4)(1)�
= 27.369 kips
Capacity of Weld i0
E70 Electrodes = 70 ksi
Size of Fillet = 0.188 in
Length of Weld = 6.000 in
Capacity of Per Inch of Fillet = 2.784 kli
Capacity of Fillet = 16.705 kips
Capacity of 3/s" PlateO
At = 1.125 in
Ft = 21.600 ksi
T = 24.300 kips
I = 0.844 in°
A = 1.125 in
r = 0.866 in
k = 1.00
I = 7.387 in
kl/r = 9.0
Fa = 20.350 ksi
S = 3.410 in
Fb = 27.000 ksi
RMAX = 30.857 kips
Fv = 14.400 ksi
VALLOW = 10.800 kips t Limiting System Factor
Results
0/2 "
Capacity of System (2 Sides) = 10.800(2)=21.600kips (Bracket Only)
PROJECT NO. ISHEET NO.
E L 16-004
DATE
5/3/2017
BY
JPN
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
IMFR22-157
PROJECT
DATE
Kinnear Residence Underpinning
8/30/2022
SUBJECT
BY
Design Loads
MEK
(Worst Case Vertical Design Loads (Pin Pile)
Tributary Width To Pier =
= 5.50 ft
Load Type
Design Load
Tributary Length
Line Load
Dead Load 2.746 kips
ROOfDL =
(15 psf)
(4.00 ft)
= 60 plf
Floor Live Load 0.440 kips
RoofSL =
(25 psf)
(4.00 ft)
= 100 plf
Roof Snow Load 0.550 kips
1stFloorDL =
(15 psf)
(2.00 ft)
= 30 plf
Controlling ASD Load Combination:
1 stFloor-L =
(40 psf)
(2.00 ft)
= 80 plf
D+0.75L+0.75S
InteriorWallDL _
(9 psf)
(2.00 ft)
= 18 plf
ExteriorWaIIDL _
(12 psf)
(9.00 ft)
= 108 plf
StemwallDL _
(150 pcf)
(6.00 in) (24.00 in)
= 150 plf
FootingDL =
(150 pcf)
(8.00 in) (16.00 in)
= 133 plf
Max Vertical Load to Worst Case Pier 3.489 kips
Max Unsupported Ftg Span from Arching Action 5.33 ft
5FA Design Group, LLC
PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR22-157
PROJECT DATE
Kinnear 8/30/2022
SUBJECT BY
Foundation Su000rtworks 2.375" in O Pin Pile Svstem MEK
(Design Input
Pin Pile System Designation =
Standard, Sch 40
Vertical Load to Pier, PTL =
3.489 kips
< 4 kips, OK
Minimum Installation Depth, L =
10.000 ft
Unbraced Length, I =
0.500 ft
�/PILE/
REACTION
Eccentricity, e =
4.250 in
Friction Factor of Safety, FS =
2
(E) STEMWALL AND FOOTING
Design Load (Vertical), PDL =
3.489 kips
a
(E) GRADE
Design Moment, MomentPierDL =
14.828 kip -in
PILE CAP
ISleeve Property Input
Sleeve Length =
0.000 in —
EXCAVATION
(-
Design Sleeve OD =
2.822 in
Design Wall Thickness =
0.176 inI-
r =
0.937 in
e
A =
1.465 in2
�IIIIIII
S=
0.912in'
Note: Sleeve reduces bending stress on main
Z =
0.000 in ,
_�
_ _ 1 I
Pier from eccentricty I =
1.287 iD°
z -I I - —�
'
FOUNDATION BRACKET
��
E =
Fy =
29000 ksi
50 ksi
W I -III-I I I-
z
I —III—
PNEUMATICALLY DRIVEN
PILE
(Pier Property Input
z _—I
s p I -I I I—'
& EXTERNAL
SLEEVE
Design Tube OD =
2.328 in
I I I
I-
Design Wall Thickness =
0.131 in
I
_—I
HIM I
k =
2.10
`
r =
0.778 in
_
`
A =
0.902 in
Note: Design thickness of pier and sleeve c =
1.164 in
based on 93% of nominal thickness per A/SC
S =
0.470 in,
and the ICC-ES AC358 based on a corrosion
Z =
0.632 in'
loss rate of 50 years for zinc -coated steel
I =
0.547 in
REACTION AT LOAD
BEARING STRATUM
E =
29000 ksi
Note: Section above is a general representation of pin pile system,
Fy =
60 ksi
refer to plan for layout and project specific details.
(Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r =
16.19
OK, <200 §E2
Note: Flexural design capacity Fe =
1091.880 ksi
§(E3-4)
based on combined plastic section 4.71 `(E/Fy) 5 =
103.55
§E3
modulous of pier and sleeve Fcr =
58.636 ksi
§(E3-2 & E3-3)
Pn =
52.9 kips
§(E3-1)
Safety Factor for Compression, nc =
1.67
Allowable Axial Compressive Strength, Pn/Oc =
31.7 kips
§E1
Actual Axial Compressive Demand, Pr =
3.489 kips
D/tP1er =
17.8
OK, <.45E/Fy §F8
Mn =
37.9 kip -in
§(F8-1)
Safety Factor for Flexure, Ob =
1.67
Allowable Flexural Strength, II =
22.7 kip -in
§F1
Actual Flexural Demand, Mr =
14.8 kip -in
Combined Axial & Flexure Check =
0.71
OK §(H1-la & 1b)
Results
Max Load To Pier = Design Load = 3489 Ib
2.375" Diameter Pipe Pier with 0.154" Thick Wall
Minimum 10'-0" Installation Depth
Drive Until Less Than 1" Movement is Observed in a 1 min Time Span
With a 110LB (OR 1401-13) Pneumatic Hammer
[� 5FA Design Group, LLC
®� PROJECT NO. SHEET NO.
STRUCTURAL i GEOTECHNICAL i SPECIAL INSPECTIONS IMFR22-157
PROJECT DATE
Kinnear 8/30/2022
SUBJECT BY
Foundation Surmortworks FS238B Bracket MEK
I Capacity of 5/8"0 GRB7 025ksi) Threaded Rod
]I=11
D = 0.625 in
Ft = 125 ksi
At = 0.226 in2
Capacity = 28.250 kips
Block Shear at %" Plate i0 and i0 to i0
TBs = 0.3(58)(%)(6)+0.5(58)(%)(1)
= 50.025 kips
Capacity of %" Plate t0
At = 1.781 in
Ft = 21.600 ksi
T = 38.475 kips
I = 0.004 in°
A = 0.188 in
r = 0.144 in
k = 1.00
1=6.563in
kl/r = 46.0
Fa = 20.350 ksi
S = 0.431 in'
Fb = 27.000 ksi
RMAx = 7.714 kips
Fv = 14.400 ksi
VAt_t_ow = 29.025 kips
IResults
1/4" FATE
%" RAT E
t Limiting System Factor
Capacity of System (2 Sides) = 7.71(2)=15.42kips (Bracket Only)
RATE 20
5FA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR22-157
PROJECT DATE
Kinnear Residence Underpinning 8/30/2022
SUBJECT BY
Desion Loads MEK
(Worst Case Vertical Design Loads (Floor Stabilizer)
Tributary Width To Pier =
= 6.00 ft
Load Type
Design Load
Tributary Length
Line Load
Dead Load 1.152 kips
1stFloorDL =
(15 psf)
(8.00 ft)
= 120 plf
Floor Live Load 1.920 kips
1stFloon-L =
(40 psf)
(8.00 ft)
= 320 plf
Roof Snow Load 0.000 kips
InteriorWallDL _
(9 psf)
(8.00 ft)
= 72 plf
Controlling ASD Load Combination:
D+L
Max Vertical Load to Worst Case Pier
3.072 kips
Steel Beam
Description : Supplemental Steel Beam Calcs
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
HSS3-1 /2x3-1
= 1.0
Applied Loads
Beam self weight calculated and added to loading
Loads on all spans...
HSS3-1 /2x3-1 /2x3/8
Span = 8.0 ft
1/2x3-1/2x3/8
= 1.0
Service loads entered. Load Factors will be applied for calculations.
Uniform Load on ALL spans : D = 0.0240, L = 0.040 ksf, Tributary Width = 8.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.338 : 1
Section used for this span HSS3-1/2x3-1/2x3/8
Ma: Applied
3.950 k-ft
Mn / Omega: Allowable
11.702 k-ft
Load Combination
+D+L
Location of maximum on span
4.000ft
Span # where maximum occurs
Span # 2
Maximum Deflection
Maximum Shear Stress Ratio =
Section used for this span
Va : Applied
Vn/Omega : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Max Downward Transient Deflection
0.146 in
Ratio =
655>=360
Max Upward Transient Deflection
-0.056 in
Ratio =
425 >=360
Max Downward Total Deflection
0.241 in
Ratio =
398 -240
Max Upward Total Deflection
-0.093 in
Ratio =
258 >=240
Vertical Reactions
0.068
HSS3-1 /2x3-1 /2x3/8
2.107 k
30.758 k
+D+L
8.000 ft
Span # 2
Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
Overall MINimum
0.620
0.620
D Only
1.033
1.033
+D+L
2.633
2.633
+D+0.750L
2.233
2.233
+0.60D
0.620
0.620
L Only
1.600
1.600
see comments in dwgs
[� sFA Design Group, LLC PROJECT NO. SHEET NO.
�] STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IMFR22-157
PROJECT DATE
Kinnear Residence Underpinning 8/30/2022
SUBJECT BY
Safebase Crawlspace Stabilizer Svstem MEK
(E) FLOOR SHEATHING
(E) FLOOR FRAMING TYP
L(E) FLOOR BEAM
(4'/2"W MIN)
--TOP PLATE PER GENERAL
NOTES W/ (4) JgXY
WOOD SCREWS
"THREADED ROD PER
GENERAL NOTES
THREADED CAP PER
GENERAL NOTES
\—MAIN TUBE PER
GENERAL NOTES
LIGHTFOOT FOOTING PER
GENERAL NOTES
(E) INTERIOR GRADE
Note: Section above is a general representation of Stabilizer system, refer to plan for layout and project specific details.
Tube Properties
Safebase Crawlspace Stabilizer System =
SB350
Pma. =
3.072
kips
Maximum Tube Unbraced Length, dt =
3.000
ft
Maximum Threaded Rod Unbraced Length, dtr =
3.000
in
Eccentricity, e,ax =
1.000
in
Moment =
3.072
in -kips
Design Tube =
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
Threaded Rod Properties
Threaded Rod Output
Bearing Capacity of LightFoot Base
Results
kl/r =
26.09
Cc =
107.00
F'e =
219.35
ksi
Fa =
27.62
ksi
fa =
2.44
ksi
Fb =
33.00
ksi
fb =
2.24
ksi
Cm =
1.00
fa/Fa =
0.09
Eq H1-1 NA
Eq H1-2 NA
Eq H1-3 0.16
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
Cc =
90.43
F'e =
1619.74
ksi
Fa =
40.79
ksi
fa =
2.50
ksi
Fb =
46.20
ksi
fb =
16.02
ksi
Cm =
1.00
fa/Fa =
0.06
Eq H1-1 NA
Eq H1-2 NA
Eq H1-3 0.41
Slenderness OK
Eq H1-3 may be used
Pier OK
Slenderness OK
Eq H1-3 may be used
Tube OK
Footing Depth = 5.50 in
Footing Width = 18 in
Footing Length = 18 in
Soil Bearing Capacity = 1500 psf
Capacity = 3.375 k OK
MAX LOAD TO STABILIZER = 3072LB
3.5 IN DIAMETER SAFEBASE TUBE WITH 0.1196 IN. THICK WALL AND MAX HEIGHT OF 3FT
1.25 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN
24 IN SQR SAFEBASE LIGHT FOOT XL STABILIZER BASE
EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
MFR22-157
PROJECT DATE
Kinnear Residence Underpinning 8/30/2022
SUBJECT JBY
(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 = 128.20%g = 1.282g Figs. 22-1, 22-3, 22-5, 22-6
Response Spectral Ace.( 1.0 sec) S, = 45.10%g = 0.451g Figs. 22-2, 22-4, 22-5, 22-6
Site Coefficient Fa = 1.000 Tab. 11.4-1
Site Coefficient F = 1.850 Tab. 11.4-2
Max Considered Earthquake Ace. SMs = F,Sa = 1.282g (11.4-1)
Max Considered Earthquake Ace. SM, = F,.S, = 0.834g (11.4-2)
@ 5% Damped Design SDs = 2/3(SMs) = 0.855g (11.4-3)
SD, = 2/3(SM,) = 0.556g (11.4-4)
Risk Category = 11, Standard Tab. 1.5-1
Flexible Diaphragm §12.3.1
Seismic Design Category for 0.1 sec D Tab. 11.6-1
Seismic Design Category for 1.0 sec D Tab. 11.6-2
S1 < 0.75g N/A §11.6
Since Ta < .8Ts (see below), SDC =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 0.556g Tab. 12.8-1
Approx Fundamental period, T. = C,(hn)" = 0.145 (12.8-7)
TL = 12 sec Figs. 22-14 through 22-17
Calculated T shall not exceed <_ Cja = 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 = 0.131
R/le
Sn' = 0.591
(R/Ie)T
SnIT, N/A
TZ(R/Ie)
0.5S,1a/R N/A
0.131
0.131 W
Max S
ds <_ 1.0
N-S
6.5
2.5
1.00
CS W
S" = 0.131
R/le
S 1 = 0.591
(R/la)T
S ,T N/A
T2(R/le)
0.5S11a/R N/A
0.131
0.131 W
Tab. 12.2-1
(foot note g)
Tab. 11.5.1
(12.8-1)
(12.8-2)
For T <_ TL (12.8-3)
For T > TL (12.8-4)
=or S, >_ 0.6g (12.8-6)
® 5FA Design Group, LLC
®� STRUCTURAL I GEo7ECENicau I SPEP6 CAL iM"OI15 PROJECT NO. SHEET NO.
MFR22-157
PROJECT DATE
Kinnear Residence Underpinning 8/30/2022
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 =
65 ft
Building width
B =
55 ft
Ground Elevation Above Sea Level
E =
457 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 = 4.60 ft
INet Pressures (psf), Load Case A
Roof angle
6 = 10.40
G Cp f
Net Pressure with
Surface
(+GCp i)
(-GCp i )
1
0.45
8.98
3.82
2
-0.69
-7.31
-12.47
3
-0.41
-3.29
-8.45
4
-0.34
-2.30
-7.46
1E
0.68
12.30
7.14
2E
-1.07
-12.76
-17.91
3E
-0.65
-6.76
-11.92
4E
-0.51
-4.67
-9.83
Roof angle 6 = 10.40
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 Group, LLC
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT
PROJECT NO. SHEET NO.
MFR22-157
DATE
SUBJECT BY
Existino Lateral Resistance Alono Gridline B MEK
Footing/Foundation Wall Section Properties
Foundation Width, b = 6 in
Foundation Depth, d = 32 in
Int Buried Footing Depth, df = 8 in AS OCCi iRc rninr
Ext Exposed Footing Depth, dexp = 14 in CONSID
Cross Sectional Area, A = 192 in MOMI
Section Modulus, S. = 192 in SHEAR
Gross Moment of Inertia, Ig = 16384 in4
AssumedConcjc= 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 = 5.4 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2
Design Moment, (Mcr = 3.5 k-ft
Shear Strength, Ve = 17173 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.5(�Vc = 6440 Ibs
Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement
Passive Pressure From Perpendicular Return Walls (Along Gridline B) T—�r-r
Effective Friction Angle = 29'
Passive Coefficient, Kip = tanA2*(45+0'/2)
Kip = 2.88
Soil Unit Weight, y = 110 pcf STEMWALL
p=
Passive Pressure, P KpY=317pcf
* EXT GRADE
Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft 11I FOOTING INT GRADE
Int Buried Soil Depth, di = df-12" = 0.0 ft 11
A = Pp*(de) = 79 psf a — —
B = Pp*(di) = 0 psf RPext , Rpnt Y'
Wext= A*de/2 = 40 Ofq = g
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*Vfr*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.& /taint = 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
Soil Friction VRESiST= 0lbs
Footing Frictional Resistance Along Gridline B
Unpiered Portion of Gridline B = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 8 ft
Dead Load Above = 0 plf
Soil Friction VRESiST= 0 Ibs
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline B = 198lbs + Olbs + Olbs + Olbs = 198lbs
[� 5FA Design Group, LLC
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR22-157
PROJECT DATE
Kinnear Residence Underpinning 9/2/2022
SUBJECT BY
Lateral Desian Loads Alona Gridline B IMEK
Lind Base Shear Along Gridline B
Loading Direction:
Longitudinal
End Zone (5E+6E) =
16.0 psf
Tributary Width =
4.60 ft
Tributary Height =
9.00 ft
Design base shear VWIND =
ASD(60%) base shear VWIND =
Zone (5+6) =
Tributary Width =
Tributary Height =
a=
2419 Ibs
1451 Ibs Seismic Controls
12E
2 p 1 M
1E 1E
we {MLCIM �0 IM 01MMM
Load Case A (ransrer9e) Load Cage B (Longiludlmil)
Basic Lood 03as
Seismic Base Shear Along Gridline B
16.0 psf
7.84 ft
14.00 ft
4.60 ft
RoofDL =
(15 psf)
(14.44 ft)
= 217 plf Base shear =
1 st FloorDL _
(15 psf)
(12.44 ft)
= 187 plf Trib Length =
WalIDL =
(12 psf)
(4.50 ft)
= 54 plf
StemwallDL =
(150 pcf)
(6.00 in)
(24.00 in) = 150 plf
FootingDL =
(150 pcf)
(8.00 in)
(16.00 in) = 133 plf
PerpWallsDL =
(12 psf)
(4.50 ft)
(24.88 ft) = 1344 lb
Design base shear VsEISMIC = 2757 Ibs
ASD(70%) base shear VSEIS = 1930 Ibs /Seismic Controls
Worst Case Lateral Load Along Gridline B = 1930 Ibs
Total Available Lateral Resistance Along Gridline B = 198 Ibs
Additional Lateral Resistance < 500 Ibs, OK By Inspection
0.131 W
27 ft
® 5FA sign Group, uc
®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT
SUBJECT
Existino Lateral Resistance Alono Gridline D
Footing/Foundation Wall Section Properties
Foundation Width, b = 6 in
Foundation Depth, d = 32 in
Int Buried Footing Depth, df = 8 in
OCCURS (NOT
Ext Exposed Footing Depth, dexp = 14 in
Cross Sectional Area, A = 192 in' COO NSIDERED F
Section Modulus, S. = 192 in MOMENT OR
Gross Moment of Inertia, Ig = 16384 in" SHEAR CAPACI
AssumedConcjc= 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 = 5.4 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2
Design Moment, (Mcr = 3.5 k-ft
Shear Strength, Ve = 17173 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.5(�Vc = 6440 Ibs
PROJECT NO. (SHEET NO.
MFR22-157
DATE
8/30/
BY
MEK
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 D)�
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*Vfr*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 = No
Concrete Weight = 150.0 pcf
Soil Friction VREsiST= 0lbs
Footing Frictional Resistance Along Gridline D
Unpiered Portion of Gridline D = Yes
Coeficient of Soil Friction = 0.30
Length of Resisting Line = 25 ft
Dead Load Above = 704 plf
Soil Friction VREsiST= 5280lbs
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline D = 198lbs + Olbs + 5280lbs + Olbs = 5478lbs
® 5FA Design Group, LLC
�7 STRUCTURAL I GEGTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR22-157
PROJECT DATE
Kinnear Residence Underpinning 8/30/2022
SUBJECT BY
Lateral Desian Loads Alona Gridline D IMEK
Lind Base Shear Along Gridline D
Loading Direction: Longitudinal
End Zone (5E+6E) = 16.0 psf
Tributary Width = 4.60 ft
Tributary Height = 9.00 ft
Design base shear VWIND =
ASD(60%) base shear VWIND =
Zone (5+6) = 16.0 psf
Tributary Width = 27.84 ft
Tributary Height = 14.00 ft
a = 4.60 ft
6899 Ibs
4139 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 D
RoofDL =
(15 psf)
(34.44 ft)
= 517 plf Base shear = 0.131 W
1st FloorDL _
(15 psf)
(32.44 ft)
= 487 plf Trib Length = 50 ft
WallDL =
(12 psf)
(4.50 ft)
= 54 plf
StemwallDL _
(150 pcf)
(6.00 in)
(24.00 in) = 150 plf
FootingDL =
(150 pcf)
(8.00 in)
(16.00 in) = 133 plf
PerpWallsDL _
(12 psf)
(4.50 ft)
(64.88 ft) = 3504 lb
Design base shear VsEISMIC = 9274 Ibs
ASD(70%) base shear VSEIS = 6492 Ibs /Seismic Controls
Worst Case Lateral Load Along Gridline D = 6492 Ibs
Total Available Lateral Resistance Along Gridline D = 5478 Ibs
Additional Lateral Resistance of 1014 Ibs Required
5FA Design Group, ux
STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. SHEET NO.
MFR22-157
PROJECT DATE
Kinnear Residence Underpinning 8/30/2022
SUBJECT BY
Concrete Backfill(s) Alono Gridline D 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 EI 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 =
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 1st Backfill =
1 * 2853 Ibs = 2853 Ibs
Lateral Resistance of 2nd Backfill =
N/A
Lateral Resistance of Other Backfills =
N/A
Table 1a7.a4-1—r1Ie P-1H.K06rm6 P— f w M Mpk Raw shooing (avffafea from Hanmlga 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
O.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 = 2853lbs + Olbs + Olbs + 0 Ibs + 5280 Ibs + 198 Ibs = 8331 Ibs
Factor of Safety = 1.1
Allowable Resistance = 7573 Ibs >6492 Ibs OK
® 5FA sign Group, uc
®� 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 = 32 in
Int Buried Footing Depth, df = 8 in
AS OCCURS (NOT
Ext Exposed Footing Depth, dexp = 3 in
CONSIDERED F
Cross Sectional Area, A = 192 in3 MOMENT
Section Modulus, S. = 192 in Gross Moment of Inertia, Ig = 16384 in" SHEAR CAPACI
AssumedConcjc= 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 = 5.4 k-ft
Flexure Reduction Factor, tp = 0.65
§21.2.2
Design Moment, (Mcr = 3.5 k-ft
Shear Strength, Ve = 17173 Ibs
§22.5.5.1
Shear Reduction Factor, (� = 0.75
§21.2.1
Design Shear, 0.5(�Vc = 6440 Ibs
PROJECT NO. (SHEET NO.
MFR22-157
DATE
8/30/
BY
MEK
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 = 1.4 ft FOOTING I NT GRADE
=III
Int Buried Soil Depth, di = df-12" = 0.0 ft =1
A = Pp*(de) = 225 psf v — — —
a -LIT I I-'
B = Pp*(di) = 0 psf RPext r- I f2 a
Pt
wext= A*de/2 = 318 plf q = _ = 6
Wint = B*di/2 = 0 plf
Footina/Foundation Wall Loadin
Note: Reference design Wert
loads page of calculation
package for load -
combinations.
Wint
L
IV
Exterior Length Due to Moment, Led = �(8*�*fr*IgeA/(yt*we)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)d= weM*Lett = 1591 Ibs
RPint= wint*Lint = 0 Ibs
Lateral Capacity, Rp= RpeA+Rpint = 1591 Ibs
Slab on Grade Frictional Resistance
Slab Along This Line = No
Concrete Weight = 150.0 pcf
Soil Friction VREsiST= 0lbs
Footing Frictional Resistance Along Gridline 1
Unpiered Portion of Gridline 1 = No
Soil Friction VRESiST= 0 Ibs
Note: Section about is a general representation of a
concrete footing. Refer to plans for specific details
Total available resistance along Gridline 1 = 1591lbs + Olbs + Olbs + Olbs = 1591lbs
® 5FA Design Group, LLC
�7 STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS
PROJECT NO. ISHEET NO.
M FR22-157
PROJECT DATE
Kinnear Residence Underpinning 8/30/2022
SUBJECT BY
Lateral Desian Loads Alona Gridline 1 IMEK
Lind Base Shear Along Gridline 1
Loading Direction:
Transverse
End Zone (1E+4E) =
16.0 psf
Tributary Width =
9.20 ft
Tributary Height =
9.00 ft
End Zone (2E+3E)
16.0 psf
Tributary Width =
9.20 ft
Tributary Height =
9.00 ft
Design base shear VWIND =
ASD(60%) base shear VWIND =
Seismic Base Shear Along Gridline 1
Zone (1+4) =
16.0 psf
Tributary Width =
3.80 ft
Tributary Height =
9.00 ft
Zone (2+3)
8.0 psf
Tributary Width =
3.80 ft
Tributary Height =
9.00 ft
a =
4.60 ft
3470 Ibs
2082 Ibs /Wind Controls
j2E
1E
IOaD�i
Load Case A (Transverse) Load Case B (Longiludrnal)
Basic Lood Cases
ROofDL =
(15 psf)
(15.00 ft)
= 225 plf Base shear = 0.131 W
1 st FloorDL _
(15 psf)
(13.00 ft)
= 195 plf Trib Length = 25 ft
WallDL =
(12 psf)
(4.50 ft)
= 54 plf
StemwallDL _
(150 pcf)
(6.00 in)
(24.00 in) = 150 plf
FootingDL =
(150 pcf)
(8.00 in)
(16.00 in) = 133 plf
PerpWallsDL _
(12 psf)
(4.50 ft)
(26.00 ft) = 1404 lb
Design base shear VSEISMIC = 2662 Ibs
ASD(70%) base shear VSEIS = 1864 Ibs Wind Controls
Worst Case Lateral Load Along Gridline 1 = 2082 Ibs
Total Available Lateral Resistance Along Gridline 1 = 1591 Ibs
Additional Lateral Resistance < 500 Ibs, OK By Inspection