REVIEWED BLD-RESUB1 BLD2022-0387+STRUCTURAL CALCS+5.9.2022_5.05.25_PM+2857776REVIEWED
RESUB .............................................
BY 7821 - 168th Ave. N.E.
MITCHELL ENGINEERING INC.May 09 2022 CITY OF EDMONDS! Redmond, WA 98052
CITY OF EDMONDS BUILDING DEPARTMENT (425) 747-1500
DEVELOPMENTSERVICES ...............................................
BLD2022-0387 DEPARTMENT rnitchellenginceringinc@comcast.net
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PREPARED BY PROJECT Alt-1 -��-vw 16
-- SHEET NNO.O, OF
DNIT 3, 10 . p—
SUBJECT L JOB NO.
7821 - 168th Ave. N.E.
MITCHE1 LL ENGINEERING INC. Redmond, WA 98052
(425)747-1500
mitchellengineeringinc@comcast.net
PREPARED BY "r'°_PROJECT / lAgi4oa SHEETNO. 4ig OF
DATE �� SUBJECT JOB NO, UZ2-
SHEAR WALL SCHEDULE
Shear
Wall
Designation
Nail
Size
Nail SpacinLy
ALLOWABLE SHEAR
Item -Fir #2
#/Ft
Edges
Studs
Top/13tm.
Plate
Blocking
Re 'd.
P1-6
8d
6"
12"
6"
Yes
210
PI-4
8d
4"
12"
4"
Yes
310
PI-3
8d
3"
12"
3"
Yes
400
PI-2
8d
2"
12"
2"
Yes
525
P2-3
8d
3"
12"
3"
Yes
800
P2-2
8d
2"
IT
2"
Yes
1050
Shear Wall Notes:
1. Pl - 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 & Pl-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 @ 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.
9
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 ------------------- 25P SF
FLOOR ----------------- 40PSF
171:11Y�I7•�11
WIND ------------------ EXPOSURE B, 85MPH/I IOMPH(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
d
BY CRSI. 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 U1 AND M4
STANDARDS. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW:
2X FLOOR/DECK JOIST
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.
FLOOR SHEATHING:
SHEATHING SHALL BE/4 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
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
m
NAILS AT 6 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE
SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS.
GLU-LAMINATEID 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 10d NAILS AT 10 INCHES ON
CENTER. LAP AND FACE NAIL PLATES WITH 2-10d NAILS AT EACH SPLICE,
CORNER INTERSECTION. STAGGER SPLICES A MINIMUM OF 48 INCHES.
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.
®R
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.
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 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 A lied to Stem
Axial Dead Lead = 0.0lbs
Axial Live Load = 0.0 Ibs-
�. Axial Load Eccentricity = 0.0 in i .
+new;__ c......,,...,.
Ality Ratios
ping
3.73 OK "-
=
1.56 OK '
rring Load =
1,4441bs
it sec. =
1.66 in
Soil Pressure @ Toe =
684 psf OK
Soli Pressure @ Heel =
367 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
755 psf
ACI Factored @ Heel =
405 psf
Footing Shear @ Toe -
1.6 psi OK
Footing Shear @ Heel =
4.8 psi OK
Allowable =
76.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
396.7lbs
less 100% Passive Force =
- 86.8 lbs
less 100% Friction Force =
- 532.2lbs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 : 1 Stability =
0.0 Ibs OK
Load Factors
Deac -
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 = 0.400
Solt height to Ignore
for passive pressure = . 0.00 in
i
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 It
...Height to Bottom = 0.00 ft
Stem Construction
Design Height Above Fig
ft=
- Wall Material Above"Hi"
_
Thickness
_
Reber Size
=
Reber Spacing
=
Reber Placed at
=
Design Data
fb/FB+fa/Fa
=
Total Force Q Section
Ibs =
Moment.... Actual
it-#=
Moment..... Allowable
=
Shear..... Actual
psi =
Shear ..... Allowabie
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
rc
psi =
Fy
psi =
)p Stem
Footing Dimensions & Strengths
Toe Width =
0.76 ft
Heel Width -
2.00
Total Footing Width =
2,75
Footing Thickness =
10.001n
Key Width =
0.00 in
Key Depth - =
0.00 in
Key Distance from Toe =
0.00 It
fc = 2,000 psi Fy =
40000 psi
Footing Concrete Density =
156.00 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 Fig CL Dist =
0.00 it
Footing Type
Line Load
Base Above/Below Soil
_
at Back of Wail
p.0 ft
Poisson's Ratio . =
0.300
Stem OK
0.00
Concrete
8.00
# 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
= 756
405 psf
Mu': Upward
= 204
411 ft-#
Mu': Downward
= 42
846 it-#
Mu: Design
= 161
435 ft-#
Actual i-Way Shear
= 1.58
4.81 psi
Allow 1-Way Shear
= 76.03
76.03 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
None Speed
Toe: Not req'd, Mu < S - Fr
Heel Reinforcing
None Speed
Heel: Not req'd, Mu < S' Fr
Key Reinforcing
None Speed
Key: No key defined
Sumrna of Overturnin & Rasistin
Farces & Moments -
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
Ibs
it
ft-# ibs It 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 @ Stein Above Soil
Total = _ 396.7 O.T.M. = 655.3
Resisting/Overtuming Ratio = 3.73
Vertical Loads used for Soil Pressure1,444.4 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 =
586.7 2.08 1,222.2
e,
400.0
1.08
433.3
343.8
1.38
472.7
113.9
2.75
313.3
1,444.4 Ibs
R.M.=
2,441.5
c P/ /32Z` /a- 5:4- ill hk7-
Criteria
---�
Retained Height =
6.00 ft
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 It
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options: q
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 �p
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
"Design Summary -�
Mail Stability Ratios
Overturning = 3.30 OK
Sliding = 1.60 OK
Total Bearing Load 2,941 ]be
...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 CaIcs (Vertical Component NOT Used)
Lateral Sliding Force =
540.0 Ibs
less 100% Passive Force =
- 125.0 lb.
less 1000h Friction Farce =
- 1,216.1 ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5: 1 Stability -
0.0 Ibs 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 psflft
Toe Active Pressure = 35.0 Pettit
Passive Pressure = 250.0 psf/ft
Soil Density = 110.00 pcf
FootingliSoll Friction = 0.450
Soil height to ignore
for passive pressure = 0.00 in
Lateral Load Applied to Stem
Lateral Load - 0.0 #Ift
...Height to Top = 0.00 it
...Height to Bottom = 0.00 it
Stem Construction
_
Design Height Above Ftg
ft=
- Wall Material Above "Hr'
_
Thickness
=
Reber Size
=
Rebar Spacing
Reber Placed at
=
Design Data
fb/FB + ra/Fa
=
Total Force @ Section
Ibs-=
Moment.... Actual
gam=
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
fm
PSI=
Fs
psi =.
Solid Grouting
=
_ Special Inspection
=
Modular Ration'
_
Short Term Factor
=
Equiv.Solid Thicic
=
Masonry Black Type
-
Masonry Design Method
=
Concrete Data
fc
psi=
Fy
psi =
le stem
Footing Dimensions & Strengths
Toe Width =
0.75 ft
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 Tee =
0.00 ft
fc = 2,000psi Fy =
401000psi
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 Fig 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
8.00
# 4
16.00
Edge
9.73d
1,008.0
2,016.0
2,746.1
13A
67.1
100.0
6.25
13.95
6.26
Medium Weight
ASO
2,000.0
40,000.0
Footing Design Results---�
Toe
Heel
Factored Pressure
= 1,303
427 psf
Mu': Upward
= 350
1.656 ft#
Mu': Downward
51
3,538 ft-#
Mu: Design
= 299
1,882 ft-#
Actual 1-Way Shear
= 0.46
8.93 psi
Allow 1-Way Shear
= 76.03
76.03 psi
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= # 4 @ 11.25 in
Key Reinforcing
= None Spec'd.
Item
Heel Active Pressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Other Acceptable Sizes & Spacings.
Toe: Not req'd, Mu < S ` Fr
Heel: Not req'd, yu < S " Fr
Key: No key deilned
.....OVERTURNING.....
Force Distance Moment
Ibs ft ft-#
857.5 2.33 2,000.8
-17.5 0.33 -y,8
Total = 840.0 O.T.M. _ 1,995.0
Ra sisting/Overturning Ratio = 3.30
Vertical Loads used for Sail Pressure = 2,941.5 lbs
Vertical component of active pressure used for soil pressure
VJNtK NU I tS:
Sol] Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stam =
Scil Over Toe _
Surcharge Over Toe _
Stem Welght(s)
Earth @ Stem Transitions
Footing Weight _
Key Weight
Vert. Component _
Total =
.....RESISTING.....
Force Distance Moment
bs ft ft-#
1,540.0 2.58 3,978.3
0 IS
600.0
1:08
650.0
562.5
1.88
1,054.7
239.0
3.75
896.2
2,941.5 Ibs
R.M.-
_
6,579.2
i
4 ✓�e�
4 g 72
4a
ma
ff
as
40
.e
- 15��IW
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