REVIEWED BLD2022-0287+Structural_Calculations+3.7.2022_2.24.48_PM+2722002i
PREPARED BY ''o/l/
" PROJECT / �SHEET NO. ® OF IZO
DATE ®'°� / SUBJECT �"`' JOB NO.
PREPARED BY PROJECT / �- ' SHEET NO. :;�7 OF02-f
DATE /� _. 4,! SUBJECT JOB NO. 1 � T
7821 - 168th Ave. N.E.
MITCHELL ENGINEERING INC. Redmond, WA 98052
(425) 747-1500
MITCHELL ENGINEERING INC.
7821 - 168th Ave. N.E.
Redmond, WA 98052
mitchellengineeringinc@comcast.net
(425) 747-1500
_13
All .
Lew- Lr✓L
PREPARED BY
PROJECT
SHEET
NO. OF
e;72/ —��24
� �
DATE
SUBJECT JOB NO.
�7 T 7821 - 168th Ave. N.E.
MITCHELL ENGINEERING
G INC. Redmond, WA 98052
(425)747-1500
mitchellenginceringinc@comcast.net
PREPARED BY law PROJECT / °�'�T SHEET NO. / OF
DATE SUBJECT JOB NO. G � ` , 624
Criteria
Retained Height =
4.00 ft
Wail height above soil =
0.00 It
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 it
Wind on Stem = 0.0 par
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure,
NOTUSED for Sliding Resistance.
USED for Overturning Resistance.
Soil seta
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure
Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density _
= 110.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to Ignore
for passive pressure
0.00 in
Surcharge Loads
Surcharge Over Heel
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load A lied to Stem
Axial Dead Load =
0.0lbs
Axial Live Load
0.0 Ibs
,«» mdai Load Eccentricity
0.0
in
*Design Summary
Wall Stability Ratios
-
- Overturning =
r 3.73 OK
:-Sliding"r_ _ -
1.56 OK
- Total Bearing Load =
1,444 Ibs
exultant ecc.
1.66 in
Soil. Pressure @ Toe =
684 psf OK
Soil Pressure @ Heel =
367 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than
Allowable
ACFFactored @ Toe =
756 psf
ACI Factored @ Heel =
405 tied
Footing Shear @ Toe -
1.6 psi OK
Footing Shear @ Heel =
4.8 psi OK
Allowable =
76.0 psi
Sliding Caics (Vertical Component NOT Used)
Lateral Sliding Force -
396.716a
less 100% Passive Force =
- 86.81bs -
less 100% Friction Force =
- 532.2 [be
Added Force Req'd -
0.0 Ibs OK
....for 1.5: 1 Stability =
0.0 Ibs OK
Load. Factors
Dead -
1.200
Live Load -
1.600
Earth, H
- 1.600
Wind, W
1.600
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load = 0.0 Wit
...Height to Top = 0.00 It
...Height to Bottom = 0.00 it
Stem Construction
I 7
Design Height Above Ftg
it =
Wail Material Above " HV
_
Thickness
_
Reber Size
=
Reber Spacing
=
Reber Placed at
=
Design Data
fb/FB+fa/Fa
=
Total Force @ Section
Ibs =
Moment.... Actual
ft-#=
Moment..... Allowable
=
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight -
-
Reber Depth 'd
in =
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
Masonry Data
I'm
pal=
Fs
psi =
Solid Grouting
Special Inspection
-
Modular Ratio'n'
_
Short Term Factor
=
Equiv. Solid Thick.
_
yasonry Block Type
=
Masonry Design Method
=
Concrete Data
fc
psi =
Fy
psi =
Footing Dimensions &Strengths
Toe Width =
0.75 it
Heel Width -
2.00
Total Footing Width =
2.75
Footing Thickness =
10.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 It
fc = 2,000 psi Fy =
40,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width -
0.00 it
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
'Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 It
Poisson's Ratio . =
0.300
p Stem
Stem OK
0.00
Concrete
8,00
# 4
18,00
Edge
9.244
448.0
597.3
2,447.6
6.0
67.1
100.0
6.25
13.95
6.26
Medium Weight
ASD
2,000.0
40,000.0
u
e�
Footing Design Results
Toe
Heel
Factored Pressure - 756
405 psf
Mu' : Upward = 204
411 it-#
Mu': Downward = 42
846 ft-#
Mu: Design = 161
435it#
Actual 1-Way Shear = 1.58
Allow 1-Way Shear = 76.03
4.81 psi
76.03 psi Other Acceptable Sizes & Spacings
Toe Reinforcing None Spec'd
Toe: Not req'd, Mu < S ` Fr
Heel Reinforcing = None Spec'd
Heel: Not req'd, Mu < S' Fr
Key Reinforcing = None Spec'd
Key: No key defined
Summary of Qverturning &Resisting Forces &Moments
.....OVERTURNING.....
.....RESISTING.....
Force
Distance Moment
Force Distance
Moment
Item Ibs
it it-i#
Ibs it
ft-#
Heel Active Pressure = 408.8
1.61 658.7 Soil Over Heel =
586.7 2.08
1,222.2
Toe Active Pressure = -12.2
0.28 -3.4 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil =
Soil Over Toe =
Surcharge Over Toe =
Stem Weightle) _
400.0 1.08
433.3
—
Earth @ Stem Transitions ,
Total - 396.7
O.T.M. = 655.3 Footing Weight =
343.8 1.38
472;7---
-" -_ Resisting/Overturning Ratio
-- 3.73 Key Weight _
_ Vertical Loads used for Soil Pressure = '; 1,444.4 Ibs Vert. Component =
113.9 2.75
313.3
Total=
-for
1,444.4 Ibs R.M.=
2,441.5
Vertical component of active pressure used soil pressure
DESIGNER NOTES:
_
.ef
Criteria
Retained Height =
4.00 It
Wall height above soil =
0.00 it
Slope Behind Wall
0.00: 1
Height of Soil over Toe =
0.00 In
Water height over heel -
0.0 ft
- Wind on Stem 0.0 Pat
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure,
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge L®ads
Surcharge Over Heel - D.0 psi
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.016s
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
°Design Surrinlary
',i;4lall Stability Ratios
Overturning = 2.46 OK
Slab Resists Alf Sliding I
Total Bearing Load = 1,062 Ibs
...resultant ecc. = 2.62 In
Soil Pressure @ Toe =
740 psf OK
Soil Pressure @ Heel
195 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
792 psf
ACI Factored @ Heel
209 ps£
Footing Shear @ Toe =
3.4 psi OK
Footing Shear @ Heel =
- 4.6 psi OK
Allowable =
76.0 psi
Sliding Calcs Slab Resists All
Sliding I
Lateral Sliding Force ' =
396.7 Ibs
less 100% Passive Force =
86.8 Ibs
less 100% Friction Force =
- 281.4 Ibs
Added Force Req'd =
28.5 be NG
....for 1.5:1 Stability =
226.8 Ibs NO
Load Factors
"Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.e00
Seismic, E
1.000
Soil Data
Allow Soil Bearing - = 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Toe Active Pressure = 35.0 psf/ft
Passive Pressure = 250.0 psf/ft
Soil Density = 110.00 pcf
FootinglIScil Friction = 0.300
Soil height to Ignore
for passive pressure = 0,001n
Lateral Load Applied
to Stem
Lateral Load
= 0.0 #/ft
...Height to Top
= 0.00 it
...Height to Bottom
= 0,00 ft
ion
_
Design
_ Design Height Above Fig
it =
Wall Material Above "HV'
_
Thickness
=
Reber Size
=
Reber Spacing
=
Reber Placed at
=
Design Data
fb/FB+fa/Fa
=
Total Force @ Section
be =
Moment.... Actual
ft-# =
Moment..... Allowable
=
Shear..... Actual
psi =
Shear..... Allowable
psi=
Wall Weight
=
RebarDepth'd'
In=
- LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data
I'm
psi=
Fs
psi=
Solid Grouting
Special Inspection
=
Modular Ratio'n'
_
Short Term Factor
=
Equiv. Solid Thick.
Masonry Block Type
=
Masonry Design Method
=
Concrete Data
ro
psi =
Fy
psi =
ip Stem
Footing Dimensions &Strengths
Toe Width =
1.00 R
Heel Width =
1.25
Total Footing Width =
2.25
Footing Thickness =
10.00 in
Key Width =
0.00 In
Key Depth =
0.00 in
Key Distance from Toe
0.00 it
rc = 2,000psi Fy =
40,000 psi
Footing Concrete Density, =
150.00 pcf
Min. As % =
0.001 a
Cover @ Top = 2.00 in @ Btm = 3.00 in
Adjacent Footing Load
Adjacent Footing Load
Footing Width =
0.00 it
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 it
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 it
Poisson's Ratio =
0.300
Stem OK
0.00
Concrete
6.00
# 4
18.00
Edge
0.244
448.0
597.3
2,447.6
6.0
67.1
100.0
6.25
13.95
6.26
Medium Weight
ASD
2,000.0
40,000.0
Footing Design Results
Toe
Heel
Factored Pressure
= 792
209 psi
Mu': Upward -
- 353
44 ft-#
Mu': Downward
75
222 it-#
Mu: Design
= 278
178ft-4
Actual 1-Way Shear
= 3.42
4.58 psi
Allow 1-Way Shear
= 76.03
76.03 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= None Spec'd
Toe: Not req'd, Mu < S ` Fr
Heel Reinforcing
= None Spec'd
Heel: Not req'd, Mu < S ` Fr .
Key Reinforcing
= None Spec'd
Key: No key deflned
Fs—ummary of Overturnin & Resistin
Forces & Moments
. .....OVERTURNING..... .....RESISTING.....
Force
. Distance
Moment Force Distance Moment
Item -
be
it
ft-# Ibs ft ft-#
Heel Active Pressure = 408.8 1.61 658.7
Toe Active Pressure = -12.2 0,28 -3.4
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ stem Above Soil =
Total = 396.7. O.T.M. = 655.3
{ �? Resisting/Overturning Ratio _ 2.46
Vertical -Loads used for Soil Pressure = _1,051.9 ]be
Vertical component of active pressure used for Boll pressure
DESIGNER NOTES:
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Aicial Dead Load on Stem =
Soll Over Toe =
Surcharge Over Toe _
Stem Welght(s) _
Earth @ Stem Transitions _
Footing Weight =
Key Weight _
Vert. Component =
Total =
256.7 1.96 502.6
M
400.0 1.33 533.3
281.3 1.13 316.4
113.9 2.25 256.4
1.,051.9 Ibs R.M= 1,608.7
r
Criteria
-�
Retained Height =
6.00 ft
Wall height above soil =
0.00 it
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
O.00 In
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options: t
USED for Soil Pressure.
NOTUSED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel - 0,0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psi
Used for Sliding & Overturning
Axial Load A lied to Stem
Axial Dead Load 0.0 [be
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity 0.0 in
,- *Design Sumanary
Wall Stability Ratios
Overturning - 3.30 OK
Sliding = 1.60 OK
Total Bearing Load 2,941 Ibs
...resultant ecc. _ 3.80 In
Soil Pressure @ Toe =
1,182 psf OK
Soil Pressure @ Heel =
387 psf OK
Allowable -
1.500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,303 psf
ACI Factored @ Heel =
427 psf
Footing Shear @ Toe =
0.5 psi OK
Footing Shear @ Heel =
8.9 psi OK
Allowable =
76.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
840,0 Ibs
less 100% Passive Force =
- 125.0 Ibs
less 100% Friction Force =
- 1,216.1 Ibs
Added Force Req'd =
0,0 Ibs OK
....for 1.5: 1 Stability =
0.0 IN OK
Load Factors
Dead Load
1,200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
-�
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density
= 110.00 pcf
FootingIlSoil Friction
= 0.450
Soil height to Ignore
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 it
Stem Construction
T
Design Height Above Fig
it=
Wail Material Above "Ht'
_
Thickness
=
Reber Size
=
Rebar Spacing
_
Reber Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Ibs =
Moment.... Actual
it-#=
Moment ... ..Allowable
=
Shear..... Actual
psi=
Shear..... Allowable
psi =
Will Weight
_
Reber Depth 'd'
in =
LAP SPLICE IF ABOVE
In=
LAP SPLICE IF BELOW
In=
HOOKEMBED INTO FTG
in=
Masonry Data
fm
psi=
Fs
psis
Solid Grouting
=
Special Inspection
=
Modular Ratlo'n'
_
Short Term Factor
=
Equiv. Solid Thick.
_
Masonry Block Type
-
Masonry Design Method
=
Concrete Data
fc
psi=
Fy
psi =
Footing Dimensions & Strengths
Toe Width =
0.75 it
Heel Width =
3.00
Total Footing Width
3.75
Footing Thickness =
12.00 In
Key Width
0.00 In
Key Depth =
0.00 in
Key Distance from Toe =
0.00 It
fc = 2,000 psi. Fy =
40,000 psi
Footing Concrete Density =
150.00 pcf
Min. As% =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 In
Load
Adjacent FootingNOHOW
Adjacent Footing Load =
0.0 Ibs
Footing. Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 It
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
rp Stem
Stem OK
0.00
Concrete
8,00
# 4
16.00
Edge
0.7a4
1,008.0
2,016.0
2,746.1
13.4
67.1
100.0
6.25
13.95
6.26
Medium Weight
ASD
2,000.0
40,000.0
Footing Design Results
Toe
Heel
Factored Pressure
= 1,303
427 psf
Mu': Upward
= 350
1,666 ft#
Mu': Downward
- 51
3,638 ft#
Mu: Design
= 299
1,882 ft#
Actual 1-Way Shear
Allow 1-Way Shear
= 0.46
= 76.03
8.93 psi
76.03 psi
Other Acceptable Sizes & Spacings.
Toe Reinforcing
= None Spec'd
Toe: Not req'd, Mu < S' Fr
- __--- - -- --
Heel Reinforcing
= # 4 @ 11.25 In
Heel: Not req'd, Nu < S ' Fr
Key Reinforcing
= None Spec'd.
Key: No key defined
Summa of Overturriin & Resistin
Forees &Moments
. .....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force Distance Moment
Item
Ibs
it
ft-#
Ibs ft ft#
Heel Active Pressure
= 857.5
2.33
2,000.8 Soil Over Heel
= 1,540.0 2.58 3,978.3
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
-17.5 0.33
-5.8
Total = 840.0 O.T.M. 1,9g5.0
Rasisfing/Overturning Ratio = 3.30
Vertical Loads used for Soil Pressure = 2,94'L5 Ibs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
0.00
Sall Over Toe =
Surcharge Over Toe =
Stem Welght(s)
600.0
1,08
650.0
Earth @ Stem Transitions =
Footing Weight =
562.5
1.88
1,054.7
Key Weight =
Vert. Component =
239.0
3.75
896.2
Total =
2,941.5
_
[be R.M.=
6,579.2
Criteria
Retained Height =
6.00 it
Wall height above soil =
0.00 it
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 it
Wind on Stem =
0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel -
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe
0.0 psf
used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.01bs
Axial Live Load =
0.0 Ibs
Axial. Load Eccentricity =
0.0 In
(*Design Summary
..loll stability Ratios
--� Overturning =
1.64 _OK
Slab Resists All Sliding I
Total Bearing Load =
1,636
Ibs
...resultant eco. =
7,14
in
Soil pressure @ Toe =
1,399 psf OK
Son pressure @ Heel =
0 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,434 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
7.8 psi OK
Footing Shear @ Heel = -
8.2 psi OK
Allowable
76.0 psi
Sliding Calcs Slab Resists All Sliding I
Lateral Sliding Force = -
840.0 Ibs
less 100% Passive Force = -
125.0 lbs
less 100% Friction Force = -
419.3 )be
Added Force Req'd
295.8 Ibs NG
.... for 1.5:1 Stability =
715.8 Ibs NG
Load Factors
_
Dead Loaa
- 1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Allow Soil Bearing 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Toe Active Pressure 35.0 psf/ft
Passive Pressure = 250.0 psf/ft
Soil Density = 110.00 pcf
FootingIlSoil Friction = 0.300
Soil height to ignore
for passive pressure = 0.00 in
Lateral Load Applied to S#ern
Lateral Load = 0.0 #/it
...Height to Top = 0.00 it
...Height to Bottom = 0.00 it
Stem Construction
Design Height Above Ftg.
it =
Wall Material Above "Ht"
_
Thickness
_
Reber Size
_
Reber Spacing
Reber Placed at
=
Design Data
fb/FB+fa/Fa
=
Total Force @ Section
Ibs =
Moment.... Actual
ft4=
Moment..... Allowable.
_
Shear..... Actual
pat=
Shear..... Allowable
psi =
Wall Weight
=
Reber Depth 'd'
in =
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data
I'm
psi=
Fs
psi=
Solid Grouting
-
_ Special Inspection
=
Modular Ratio'n'
Short Term Factor
=
Equiv. Solid Thick.
-
Masonry Block Type
-
Masonry Design Method
=
Concrete Data
fe
psi=
Fy
psi:
Footing Dimensions & Strengths
Toe Width
= 1.50ft
Heel Width
= 1.25
Total Footing Width
= 2.75
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe _
= 0.00 ft
fc = 2,000 psi
Fy-= 40,000 psi
Footing Concrete Density
150.O0pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in @ Btm = 3.00 In
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 it
Eccentricity =
0.00 in
Wall to Fig CL Dist =,
0.00 it
Footing Type
Line Load
Base Above/Below Soil =
0.0 ft
at Back of Wall
Polsson's Ratio =
0.300
p stem
Stem OK
0.00
Concrete
8.00
# 4
16.00
Edge
0.7a4
1.008.0
2,016.0
2,746.1
13.4
67.1
100.0
6.25
13.95
6.26
Medium Weight
ASD
2,000.0
40,000.0
1/ v!6-,
5'31 4 1i2
Footing Design Results
Toe
Heel
Factored Pressure
1.434
0 psf
Mu' : Upward
1.268
1 ft-#
Mu': Downward
= 203
388 ft-#
Mu: Design
- 1,066
388 ft-#
Actual 1-Way Shear
Allow 1-Way Shear
7,85
= 76.03
8.25 psi
76,03 I
Other Acceptable Sizes & Spacings
P P 9 s
Toe Reinforcing
= None Spec'd
Toe: Not req'd, Mu <S ` Fr
-
Heel Reinforcing
None..Spec'd
Heel: Not req'd, Mu < S ` Fr
Key Reinforcing
= None Spec'd
Key: No key defined
Summa of Overttarnin & Resistin
Forces &Moments
.....OVERTURNING..... -
.....RESISTING.....
Force
Distance
Moment
Force Distance Moment
Item
Ibs
ft
ft-#
Ibs ft ft-#
Heel Active Pressure
= 857.5
2.33
2,000.8 Soil Over Heel =
385.0 2.46 946.5
Toe Active Pressure
= -17.5
0.33
5.8 ` Sloped -Soil Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total = 840.0 O.T.M. = 1,995.0
-`; Resisting[Overtuming Ratio = 1.64
Vertical Loads used for Soil Pressure = - 1,636.5 Ibs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe
Surcharge Over Toe =
Stem Weights) _
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component
Total =
r 6r
600.0 1.83 1,100.0
412.5 1.38 567.2
239.0 2.75 _ 657.2
1,636.6 Ibs R.M. 3,270.9
13
Criteria
Retained Height =
8.00 It
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 par
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
NOTUSED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel -
0.0 psi
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem -1111
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
"`Design Summary
f�
Wall Stability Ratios
-- �" Overturning =
3.75 OK
Sliding =
1.54 OK
Total Bearing Load = 4,916 lbs
...resultant ecc. = 3.01 in
Soil Pressure @ Toe =
1,205 psf OK
Soil Pressure @ Heel =
668 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,329 psf
ACI Factored @ Heel =
737 psf
Footing Shear @ Toe =
5.9 psi OK
Footing Shear @ Heel =
14.6 psi OK
Allowable =
76.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
1,400.0 Ibs
less 100% Passive Force =
- 125.0 lbs
less 100% Friction Force =
- 2,034.4 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 be OK
Load Factors
Building Code
Dead Load
1...200 ;-
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
r'
Soil Data
Allow Soil Bearing -
= 1,500.0 par
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 250.0 pef/ft
Soil Density
= 110.00 pcf
FootingJJSoll Friction
= 0.450
Soil height to ignore
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 It
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width =
1.25 ft
Heel Width -
4.00
Total Footing Width =
5.25
Footing Thickness =
12.00 in
Key Width =
0.00 In
Key Depth =
0.00 in
Key Distance from Too =
0.00 It
fc = . 2,000 psi Fy =
40000 psi
Footing Concrete Density =
156.00 pcf
Min. As % =
0.0018
Cover @ Top = 2.00In. @ Btm = 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 It
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 it
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Stem Construction
Top Stem
Design Height Above Ftg
ft=
S. 0 00
Wall Material Above "HC
=
Concrete
Thickness
=
8.00
Reber Size _
_
# 4
Reber Spacing
=
6.75
Rebar Placed at
=
Edge
Design Data
fb/FB+fa/Fa
-
0.759
Total Force C Section
lbs =
1,792.0
Moment.... Actual
it-#=
4,778.7
Moment... -Allowable
=
6,293.7
Shear..... Actual
psi =
23.9
Shear..... Allowable
psi =
67.1
Wall Weight -
=
100.0
Reber Depth 'd'
in =
6.25
LAP SPLICE IF ABOVE
In=
13.95
LAP SPLICE IF BELOW
In =
HOOK EMBED INTO FTG in =
6.26
Masonry Data
I'm
psi=
Fs
psi =
Solid Grouting
=
_ Special Inspection
=
Modular Ratio'n'
_
Short Term Factor
=
Equiv. Solid Thick.
_
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
rc
psi=
2,000.0
Fy
psi =
40,000.0
L� �✓,���, ���. ��� /�c� f��' ���-L. ,,ter
0
Footing Design
Results
Toe
Heel
Factored Pressure
= 1,329
737 psf
Mu': Upward
= 1,002
4,793 ft-#
Mu': Downward
= 141
8,974 R-#
Mu: Design
= 861
4,181 ft-#
Actual 1-Way Shear
= 5.94
14.63 psi
Allow 1-Way Shear
= 76.03
76.03 psi
Other Acceptable Sizes & Spacings
Tce Reinforcing
= None Spec'd
Toe: Not req'd, Mu < S - Fr
Heel Reinforcing
= # 4 @ 11.25 in
Heel: #4@ 11.75 In, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4
Key Reinforcing
= None Spec'd
Key: No key defined
summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item
Ibs
ft
ft-# Ibs ft ft-#.
Heel Active Pressure = 1,417.5 3.00 4,252.5
Toe Active Pressure = -17.5 0.33 -5.8
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total = 1,400.0 O.T.M. 4,246.7
Resisting/Overturning Ratio = 3.76
_. Vertical Loads used for Soil Pressure = 4,915.9 Ibs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load
Axial Dead Load on Stem =
Soil Over Toe
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions _
Footing Weight _
Key Weight _
Vert. Component
Total =
2,933.3 3.58 10,511.1
30
800.0
1.58
1,266.7
787.5
2.63
2,067,2
395.1
5.25
2,074.1
4,915.9 Ibs
R.M:
15,919.1
SHEAR WALL SCHEDULE
Shear
Wall
Designation
Nail
Size
Nail Spacing
ALLOWABLE SHEAR
Item -Fir #2
#/Ft
Edges
Studs
Top/Btm.
Plate
Blocking
Re 'd.
P1-6
8d
6"
12"
6"
Yes
210
PI-4
8d
4"
12"
4"
Yes
310
P1-3
8d
3"
12"
3"
Yes
400
P1-2
8d
2"
12"
2"
Yes
525
P2-3
8d
3"
12"
3"
Yes
800
P2-2
8d
2"
12"
2"
Yes
1050
Shear Wall Notes:
1. P 1 - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O.S.B.) on one side of wall.
P2 - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O.S.B.) on each side of wall.
2. For P1-3, P1-2, P2-3, & P2-2 shear walls use 3x studs at adjoining panel edges. Nailing shall be staggered.
3. Nails shall be 8d common. (d = .131 inch)
4. Where plywood is installed on both sides of wall plywood joints shall fall on separate studs each side.
5. All panel edges backed with 2-inch nominal framing for P1-6 & P1-4 shear wall. All panels edges backed with 3x framing at
P1-3, P1-2, P2-3, & P2-2 shear walls. Install panels either horizontally or vertically. Space nails a 12 inches on center @
intermediate supports.
6. All anchor bolts shall be installed with hot dipped galvanized plate washers.
7. Refer to foundation plan for anchor bolt size, spacing and mudsill/rim connections.
STRUCTURAL NOTES
CODE:
DESIGN IS IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE
(I.B.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT.
LIVE LOADS:
ROOF ------------------- 25 P S F
FLOOR ----------------- 40P S F
DECK ------------------- 60P SF
LATERAL
WIND ------------------ EXPOSURE B, 85MPH/I I OMPH(ULT)/ WIND PER ASCE 7-18,
SECTION 28.5.3
SEISMIC -------------- SITE CLASS D. SEISMIC PER ASCE 7-18, SIMPLIFIED
LATERAL FORCE SYSTEM, SECTION 12.14.8.1
FOUNDATIONS:
EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY
OF 1500PSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF 1'-6"
BELOW ADJACENT EXTERIOR GRADE.
CAST -IN -PLACE CONCRETE:
F'c=3000 PSI @ 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF
CONCRETE AND MAXIMUM OF 6-3/4 GALLONS OF WATER PER 94# SACK OF
CEMENT. NO SPECIAL INSPECTION REQUIRED. CONCRETE SHALL COMPLY WITH
ACI 318-14 SECTION 26.4.2.1, MAXIMUM SLUMP IS 4 INCHES. ALL PHASES OF
WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. ALL
REINFORCING STEEL, DOWELS, ANCHOR BOLTS, AND OTHER INSERTS SHALL BE
SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR
PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE 5/8 INCH
DIAMETER WITH 7 INCH MINIMUM EMBEDMENT INTO CONCRETE AND
MAXIMUM SPACING OF 2 FEET ON CENTER. MINIMUM 2 BOLTS PER SILL PLATE
PIECE. ONE BOLT TO BE PLACED WITHIN 6 INCHES OF EACH END OF THE SILL
PLATE. DIPPED GALVANIZED CONNECTORS SHALL CONFORM TO ASTM
STANDARD 153 AND HOT DIPPED GALVANIZED CONNECTORS SHALL CONFORM
TO ASTM A653M CLASS G-185. STAINLESS STEEL FASTENERS AND CONNECTORS
SHALL BE TYPE 304 OR 316. SIMPSON PRODUCT FINISHES CORRESPONDING TO
THESE REQUIREMENTS ARE ZMAX (HOT DIPPED GALVANIZED) AND SST 300
(STAINLESS STEEL). FASTNERS FOR PRESSURE TREATED AND FIRE -RETARDANT
TREATED WOOD SHALL BE ZMAX HOT DIPPED GALVANIZED (G185).
REINFORCING STEEL:
ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WITH THE
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND THE
MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION
BY CRSL DEFORMED REINFORCING STEEL BARS SHALL CONFORM TO ASTM A-
615 GRADE 40 FOR #5 AND SMALLER REINFORCEMENT AND GRADE 60 FOR #6
AND LARGER. ALL REINFORCING BAR BENDS SHALL BE MADE COLD WITH A
MINIMUM RADIUS OF 6 BAR DIAMETERS (1'-7" MINIMUM). CORNER BARS (2'-0"
BEND) SHALL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. LAP ALL
BARS A MINIMUM OF 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. UNLESS
NOTE OTHERWISE ON THE DRAWINGS REINFORCING STEEL SHALL HAVE THE
FOLLOWING MINIMUM COVER:
CONCRETE CAST AGAINST EARTH 3 INCHES
CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 THROUGH #18 BARS 2 INCHES
#5 BAR AND SMALLER 1-1/2 INCHES
STRUCTURAL TIMBER:
ALL LUMBER SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN
LUMBER, LATEST EDITION. PROVIDE CUT WASHERS UNDER ALL NUTS AND
BOLTS BEARING AGAINST WOOD. ALL WOOD IN CONTACT WITH CONCRETE
SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA Ul AND M4
STANDARDS. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW:
2X DECK JOIST
HEM-FIR#2------------------ Fb=850
PSI
2X ROOF RAFTERS
HEM-FIR#2------------------ Fb=850
PSI
4X BEAMS
DOUG-FIR/LARCH #2---- Fb=850PSI
6X BEAMS
DOUG-FIR/LARCH #2---- Fb=850PSI
LUMBER NOT NOTED
HEM -FIR #2------------------ Fb=850
PSI
MISCELLANEOUS HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALL
HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES
SHALL BE NAILED. MACHINE BOLTS TO BE A-307. ANCHOR BOLTS INTO
CONCRETE SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES OF EMBEDMENT INTO
CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE
COMMON WIRE NAILS. NAILING SHALL BE IN ACCORDANCE WITH THE CURRENT
I.B.C. SCHEDULE.
STRUCTURAL LAMINATED LUMBER (GRADE 2.0)
Fb=2600 PSI
E=2,000,000 PSI
Fv= 285 PSI
FLOOR SHEATHING:
SHEATHING SHALL BE INCH TONGUE AND GROOVE A.P.A. RATED SHEATHING.
SPAN RATING 48/24 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS.
UNLESS NOTED OTHERWISE NAIL WITH 8d COMMON NAILS AT 6 INCHES ON
CENTER AT SUPPORTED PANEL EDGES AND 10 INCHES ON CENTER AT
0
INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE GLUED TO THE
JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE.
WALL SHEATHING:
SHEATHING SHALL BE 7/16 INCH A.P.A. RATED SHEATHING, SPAN RATING 24/0.
PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 10d
NAILS AT 6 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE
SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS.
GLU-LAMINATED TIMBER:
LAMINATED TIMBER SHALL BE DOUGLAS-FIR/LARCH KILM DRYED. STRESS
GRADE COMBINATION OF 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR
CANTILEVER AND CONTINUOUS BEAMS.
ROOF SHEATHING:
SHEATHING SHALL BE 7/16 INCH A.P.A. RATED SHEATHING. SPAN RATING 32/16,
INSTALLED WITH LONG DIMENSION ACROSS SUPPORT. PANEL END JOINTS
SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS SPACED AT 4
INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS.
FLOOR FRAMING:
PROVIDE FULL DEPTH BLOCKING FOR JOIST AT THE SUPPORTS. FLUSH BEAMS
(FB) AND HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2)2X8. ALL
VERTICALLY LAMINATED COLUMNS AND HEADERS SHALL BE SPIKED
TOGETHER WITH 12d NAILS SPACED AT 12 INCHES ON CENTER.
BEARING WALL FRAMING:
ALL DOOR AND WINDOW HEADERS NOT CALLED OUT ON THE PLANS SHALL BE
(2) 2X8 HEM-FIR#2 WITH ONE CRIPPLE AND ONE STUD AT EACH END FOR
OPENINGS 4 FEET WIDE OR LESS. ALL COLUMNS NOT CALLED OUT ON THE
PLANS SHALL BE (2) STUDS SPIKED TOGETHER WITH 12d NAILS AT 12 INCHES ON
CENTER. PROVIDE 2 LAYERS OF BUILDING PAPER BETWEEN WOOD AND
CONCRETE. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND DOUBLE TOP
PLATE. END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD WITH 2-16d
NAILS. FACE NAIL DOUBLE TOP PLATE WITH 1Od NAILS AT 10 INCHES ON
CENTER. LAP AND FACE NAIL PLATES WITH 2-1 Od NAILS AT EACH SPLICE,
CORNER INTERSECTION. STAGGER SPLICES A MINIMUM OF 48 INCHES.
FLOOR TRUSSES:
FLOOR TRUSSES SHALL BE PLANT FABRICATED. TRUSS MANUFACTURER SHALL
SUBMIT SHOP DRAWING AND CALCULATIONS SIGNED, STAMPED AND DATED BY
A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER. SUBMIT TRUSS
DRAWING TO THE ENGINEER OF RECORD AND BUILDING DEPARTMENT FOR
REVIEW AND APPROVAL PRIOR TO FABRICATION. FLOOR TRUSSES SHALL BE
BLOCKED PER TRUSS MANUFACTURES INSTRUCTIONS.
VA
ROOF TRUSSES:
TRUSSES SHALL BE PLANT FABRICATED DOUGLAS-FIR/LARCH OR HEM -FIR.
TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWING AND CALCULATIONS
STAMPED, SIGNED AND DATED BY A WASHINGTON STATE LICENSED
STRUCTURAL ENGINEER. SUBMIT TRUSS DRAWING TO THE ENGINEER OF
RECORD AND BUILDING DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO
FABRICATION. ROOF TRUSSES SHALL BE DESIGNED AS ATTIC TRUSSES
WITHOUT STORAGE. MANUFACTURERS INSTALLATION INSTRUCTIONS SHALL
BE AVAILABLE ON THE JOB SITE AT THE TIME OF INSPECTION, FOR THE
INSPECTORS USE AND REFERENCE.
a. THE TRUSS LIVE LOADING SHALL BE PER IRC SECTION 301.5 AND TABLE
301.5, ESPICALLY NOTING FOOTNOTE B & G.
b. THE TRUSS DESIGN SHALL BE PER IRC SECTIONS 502.11.1 AND 802.10.2
ESPECIALLY INDICATING THE TRUSS DESIGN AND MANUFACTURING
SHALL BE PER ANSI/TPIL
c. THE TRUSS TEMPORARY AND PERMANENT BRACING SHALL BE IRC
SECTIONS 502.11.2 AND 802.10.3 AS WELL AS THE TRUSS PLATE
INSTITUTES'S BUILDING COMPONENT SAFETY INFORMATION.
d. TRUSS ALTERATIONS SHALL NOT OCCUR UNLESS THE APPROVAL OF A
DESIGN PROFESSIONAL AS INDICATED IN IRC SECTIONS 502.11.3 AND
802.10.4.
2a
0
tom'+' .� � � � �� � i � _�•,Y77 ill
�-- � ` � ti. c
J Ili42Jr
p
^'e r
2
MITCHELL ENGINEERING INC.
.�; 4e-z.
1&)4 14411L
1/ +� 4ge
ram_
l co
MITCHELL ENGINEERING INC.
.f,d4-4. 7a
f arz.
1
24
:1-5/jap, && 6
® rt4
°a
�v
tI d
ll.ijr
tlII moIIF
vp '
m
24'cr
,12 d
1 -25 J
1127
r
Molullf
i . = .
!o ,a 1 s oi Flat
9 IIIIIIIIIIIU^T'. r�
-7,0
:�,7/,"unQ�
m
iZ9
1(
4
Fr,,
�i) J4-
�3�
Ci)J- 4-
Ae/
li
G l 12
Lore 41AL
Al'n,
r
�JA
(r
vG,v
yii `Jv° �Vt--NTiz4L
v
12!I
#4
JV
7T�
AN4
MII'CHELL ENGINEERING INC.
iVls
421
16a
Dgild � -
?� 1p -F1�, IfAA
AId
,a
W-11"i
{r L
P®4.,5 AALZ,
4¢
h` w
MITCHEL,L ENGINEERING INC.
0
1YT
OAA► k'
3-4& ma A-,�,dl4or-
1 PJ
yrydyflf 'N!
sjlo. v
�2 -44
4 %)Czpg
,�;7
14k 1p
POD .
-75
. SQL
�LO-, r,---- �e p�,�ox)-
?jj
M
az1 L
1 _l�
_ - J2 e
zlil nii��ll
ko"
r
1211
%
R
12
x
IX il�-V-
V
r
(Ada (te a
s r vim° r`
� Y
N Q_.t
7, e A�
• �� �G L+Lo
291
iLI'
k�-;tl4w(
0
lz
, V 1, r -�
p, f mfg-ter- .
uwj Lv
)2 4
�ad4l,2,#
m
d Z14
, /11,Ax- ?/AL
PAO- 1pJ Ali
35
-Fla'1415,
P4�r
MITCHELL ENGINEERING INC.
�VLJo9�--
0 1n4r�k")
� 4,1
N,AtJ -
0
Loi
-4
vi
O�71 e7
AAi
ItA,)
0-
&�J-r4-,�jA,c.
L COOL
.t
I
2,4ua
4%4
� ��
7 Alm6rq,*z iT
:SLoT Tl° C/c�CJ
M J A Aa"ee
In
-P 24 ,9
PZ-Y�
#51
1A1'fgg,G
it v� `a
,o
R
o
rim
MITCHELL ENGINEERING INC.
.WA ' �Ao,
P
r-
91 "W/
($)��l �"p- 4r
¢ 1 AW40z"�A)
�ji5
it
�P-42 &F 74
k,4,-, d 51eJj.
4�;�av/ /,-)
59 -- t
m
;t4a ov
A-0- AA {�Grx1 MrJGI-�f��
t 7- /21P ;l T AlAu.
�-
%2'`-' H/"?-
�l
KAA,6
,AAlz 4'`Cf
lzlG6 OVA,& C,0M,4
WON
�i°J�nJy%Ty-
6q�r -`22
�o
4 �
®
6L�
�„�,rerj�sypU�r1r/
�_9
fjV
/1:7W�6
77
,
77
N
zr�