REVIEWED BLD-RESUB 1 BLD2020-0865+Structural_Calculations+12.18.2020_11.46.58_AM+1955064RES U EJ BLD2020-0865
MITCHELL ENGINEERING INC.
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PROJECT
DATE
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7°y:.6°th Ave. N.E.
Jan 28 2021 Redmond, WA 98052
CITY OF EDMONDS (425) ��}%-1 rJ00
DEVELOPMENT SERVICES
DEPARTMENT mitchellengineeringinc@comcasi.net
Ji1� ?7-4,44As
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
1-4-1/
SHEET NO. OF
JOB NO.
a � - 251
MITCHELL ENGINEERING INC.
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/601
177 40 444a°-¢
7821 - 168th Ave. N.E.
Redmond, WA 98052
(425) 747-1500
mitchellengineeringinc@comcast.net
7/n
PREPARED BY ° �j^a. PROJECT
DAJ'E7 SUBJECT
V�x C.?'"p' SHEET NO. Al2 OF
JOB NO.
MITCHELL ENGINEERING INC.
S' ,pt 51alk A&
6 -
PREPARED BY r� PROJECT
/ 1v,
DATE SUBJECT
7821 - 168th Ave. N.E.
Redmond, WA 98052
(425) 747-1500
mitcheUengitieeringiiic@comcast.net
SHEETNO. �` ON
JOB NO. a2`-�-Z4I
Criteria
Retained Height =
4.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00: 1
Height of Bon over Toe -
0.00 In
Water height over heel =
0.0 ft
Wind on Stem _ 0.0 psf
'Vertical component of active
lateral sell pressure options:
USED for Sol Pressure.
NOTUSEO for Slicing Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel - 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0Ibs
Axial Live Load = 0.0 Ids
Axial Load Eccentricity = 0.0 in
�esign Summary
��,.. _Nall Stability Ratios
OverturNrt9 = 2.46 OK -.
Slab Resists All Sliding I
Total Bearing Load =
1,052 Ibs
...resultant sec. =
2.621n
Soil Pressure @ Toe =
740 psf OK
Soil Pressure Q Heel =
195 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
792 psf
ACI Factored @ Heel
209 psf
Footing Shear @ Toe =
3.4 psi OK
Foodng.Shear @ Heel = -
4,6 psi OK
Allowable
76.0 psi
Slid ing Critics Slab Resists All Sliding I
Lateral Sliding Force • =
396.7 Ibs
less 100% Passive Force =
86.8 Ibs
less 100%Friction Force =
2BIA lbs
Added Force Req'd
28.5 We NG
....for 1.5: 1 Stability =
226,8 lids NG
Load Factors
Dam Lead
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.s00
Seismic, E
1,000
`r D
Soil Data .
- -
Allow Sail Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
35.0 psflft
Toe Active Pressure
35.0perit
Passive Pressure
250,0 psf/ft
Soil Density
= 110.00pot
FcotingilSoll Friction
= 0,3m
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 Tap stem
Footing Dimensions & Strengths
Toe Width = 1.00 ft
Heel Width 1.25
Total FootW9 Width 2,25
Footing Thickness = 10.00 In
Key Width
= 0.0O in
Key Depth
= 0.00 In
Key Distance from Toe
= 0.00 ft
fc = 2,O0Opsi
Fy = 40,0cOpsi
Footing Concrete Denny
', = 150.00 pof
Min. As %
= 0.0016
Covet@ Top = 2.00in
@ Stm = 3.00 in
Adjacent Footing Load
Adjacent Fading Load
Footing Width =
0.00 It
Eccentricity =
0,00In
Wan to Fig CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of wall =
0,0 ft
Poisaws Ratio =
n Ann
Design Net, AboveFtg ft=
SlemaOK -
00
Wall Material Above "Hr'
=
Concrete
Thine
8.00
Reber Size
=
# 4
Reber Spacing
=
18.00
Reber Placed at
=
Edge .
Design Data
Total Force @ section
Ibs =
448.0
Moment.... Actual
ft-#=
597.3
Moment..... Allowable
=
2,447.6 .
Shear. -Actual
psi =
6.0
Shear -Allowable
psi =
67A
wan Weight
=
100.0 .
Reber Depth 'rr
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
=
Spatial Inspection
=
Modular Raffo'n'
_
Short Term Factor
=
Equiv. Solid Thick.
_
Masonry Block Type
=
Medium Weight
Masonry Design Method
= ASD
Concrete Data
'
to
psi=
2,000.0
Fy
psi=
40,000.0
Nil v
6i'L I -
Footing Design Results
Toe Heel
Factored Pressure
792 209 psi
Mu': Upward
= 363 44 ft-#
Mu': Downward
= 75 222 ft-#
Mu: Design
= 278 178 ft-#
Actual i-Way Shear
= 3.42 4.55 psi
Allow 1-Way Shear
= 76.03 76.03 psi
Toe Reinforcing
= None Spec'd
Heel Reinforcing
- None Spec'd
Key Reinforcing
- None Spec'd
Item
Heel Active Pressure
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load 0 Stem Above Soil =
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S • Fr
Heel: Not req'd, Mu < 8 . Fr
Key: Nokeydeflned
...-OVERTURNING .....
Force . Distance Moment
Ibs I ft ft-#
408.8 1.61 658.7
-12.2 0.28 -3.4
Total = 396.7 O.T.M. = 655.3
( Reststing/Overturning Ratio = 2AS
Vertical Loads used for Soil Pressure = 1,051.9 Ibs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
.....RESISTING.....
Force
Distance
Moment
Ibs
ft
it-#
Soil Over Heel =
256.7
1.96
502.6
Sloped Soli Over Heel =
Surcharge Over Heel =
Adjacent Footing Load -
AxIal Dead Load on Stem =
Soil Over Toe
0.00
_
Surcharge Over Toe
_
Stem Weight(s)
Earth @ Stem Transitions
400.0
1.33
533.3
=
Footing Weight
_
Key Weight .
261.3
1.13
316.4
Vert. Component
-
113.9
225
256.4
Total =
1,051.9 Ibs
_
R.M.=
_
1,606.7
i-154)9 �
Criteria
-�
Retained Height =
6.00 it
Wall height above soli =
0.00 it
Slope Behind Walt =
OAO: 1
Height of Son over Toe =
0.00 In
Water height over heel =
0.0 it
Wind on Stem = 0.0 par
Vertical component of active
lateral son pressure options:
USED for Soil Pressure.
NOT USED 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 psi
Used for Sliding 8 Overturning
rA Ol Load Applied to Stem
Axial Dead Load = 0.0lbs
Axial Live Load = 0.01bs
Axial Load Eccentricity ,ao in
*Design Summary
Nall Stabiiity Ratios
Overturning = 1.64 OK
Slab Resists An Sliding I .
Total, Searing Load = 1,6W Ibs
...resultant ecc. = 7.14 In
Soil Pressure @ Toe =
1,390 psf OK
Soil 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 CaICS Slab Resists All Sliding 1
Lateral Sliding Force =
840,0lbs
less 100% Passive Force =
125.0 Ibs
less 100% Friction Force = -
419.3 ibs
Added Force Req'd =
295.8 ibs NG
....for 1.6 :1 Stability =
715.8 Ibs NG
Load Factors
Dead LOW
Live Load
Earth, H
Wind, W
Seismic, E
1.200
1.B00
1.800
1.600
1.000
Soil Data
Allow Soft Bearing
= 1500.0 psi
Equivalent Fluid Pressure
Method
Heel Active Pressure
= 35.0 Psf/ft
Toe Active Pressure
= 35.0 psfl t
Passive Pressure
= 250.0 Pam
Soil sity
110.00 pcf
FooliglSoil Friction
. 0.300
Soil height to Ignore
for passive pressure
= 0,00 In
Lateral Load Applied to Stem
Lateral Load 0.0 g/it
...Height to Top = 0.00 it
...Height to Bottom 0.00 it
Footing Dimensions R Strengths
Toe Width
= 1.50it
Heel Width
1,25
Total Footing Wutlh
= 2.75
Footing Thickness;
12.00 in
Key Width
0.00 In
Key Depth
0.00 In
Key Distance from Toe,
= 0.00 it
fa = 2,000psi
Py = 40,000psi
Footing Concrete Density
= 150.00pcf
Min. As %
0.0018
Cover @ Top - 2,001n
Btm.= 3.00 In
Adjacent Footing'Load
Adjacent Footing Load =
0.0 I a
Footing Width =
0.00 it
Eccentricity
0.001n
Wan to Fig CL Dist =,
0.00 it
FooBng Type
Una Load
Base Above/Below Soil
at Back of Wen =
0.0 it
Poisson's Rafto _
n inn
Stem Construction
Top stem
Design Height Above Fig R =
SiO. W
Wall Material Above "Ht"
=
Concrete
Thickness
=
8.00
Rebar Size
=
g 4
Reber Spacing
=
16.00
Reber Placed at
=
Edge
Design Data
WB+fe/Fa
=
0.734
Total Force @ Section
Ibs =
1,008.0
MomenL..Actual
ft-iF=
2,016.0
Moment ... Allawable
=
2,746.1
Shear..... Actual
psi=
13.4
Shear.... Allowable
psi=
67.1
Walt Weight
=
100.0
Reber Depth Id,
in
6.25,
LAP SPLICE IF ABOVE
In =
13.96
LAP SPLICE IF BELOW
In=
..
HOOK EMBED INTO FTG in=
6.26
Masonry Data
I'm
PSi=
Fs
psi=
Solid Grouting
=
Special Inspection
=
Modular Rallo'n'
_
Short Term Factor
=
Eq*. Solid Thick.
_
Masonry Block Type
= Medium Weight
Masonry Design Method
= ASD
Concrete Data
Fpsi
=
2.000.0
y
psi=
40,000.0
3
Footing Design Results--�
Toe
Heel
Factored Pressure
1,434
0 par
Mu': Upward
1,268
1 ft-#
Mu': Downward
= 203
388 ft-#
Mu: Design
= 1,066
386ft-#
Actual 1-Way Shear
= 7.55
8.25 psi
Allow 1-Way Shear
= 76.03
76,03 psi
Toe Reinforcing
= None Speed
Heel Reinforcing
None.Speed
Key Reinforcing
None Speed
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S " Fr
Heel: Not req'd, Mu 4 SFr
Key., No key defined
.....OVERTURNING_...
Force Distance Moment
Item Ibs fr' it-#
Heel Active Pressure = 857.5 2.33 2,000.8
Toe Active Pressure = -17.5 0.33 -5.8
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load Q Stem Above Soil -
Total = 840.0 O.T.M. = 1,995.0
Resisting(Overtuming Ratio
Vertical Loads used for Soil Pressure = 1,636.5 Ibs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
r
Force
Distance'.
Moment
Ibs
it
ft-1
Soil Over Heel =
385.0
2.46
946.6
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Awed Dead Load on Stem =
0.00
Soil Over Toe
_
Surcharge Over Toe _
Stem Weight(s)
Earth @ Stem Transitions_
600,0
1.83
1,100.0
Footing Weight _
Key Weight -
4125
1.38
567.2
Vert. component _
239.0
2.75
657.2
Total =
1,636.6 Ibs
R.M.=
3,270.9
Ir" .
Criteria
Retained Height =
9.00 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:
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel - 0.0 psi
Used To Resist Sliding & Overturning
Surchsrge Over Toe = 0A psi
Used for Sliding & Overturning
Axial Load Applied to Stem
Axlai Dead Load = 0.0 The
AxIs Live Load 0.0 the
Axial Load EccentHctly = 0.0 in
"Design Summary
Wall Stability Ratios
Overturning - : - F 1.73 OK
SIsB Resists All Sliding I
Total Bearing Load =
2,888 Ibs
...resultant sac. =
9.32 in
Soil Pressure @ Toe =
1,307 psf OK
Soil Pressure @ Heel =
0 pof OK
Allowable =
1,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,303 psi
ACI Factored @ Heel =
0 psi'
Footing Shear @ Toe =
17.6 psi OK
Footing Shear Q Heel =
16.1 psi OK
Allowable =
76.0 psi
Sifding Caics Slab Resists All Sliding I
Lateral Sliding Force =
1,732.5Ibs
less 100% Passive Force = -
125.0 ]be
less 100% Friction Force = -
720.0lbs
Added Force Req'd =
887.5 ibs NG
....forl.5:1 Stability =
1,763.8 Ibs NG
Load Factors
Deao Lw.,
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 pslift
Too Active Pressure
35.0 perm
Passive Pressure
250.0 psf/ft
Soil Density ,
= 110.00 pcf
FootingilSoil Friction
= 0.300
Soil height to more
for passive pressure
= 0.00 In
Lateral Load Applied to Stein
Lateral Load = 0.0 Nit
...Height to Top = 0.00 ft
...Helgtrt to Boltcm = 0.00 ft
Footing Dimensions & Strengths
Toe WIdth
= 3.00 ft
Heel Wkfth
= 1.50
Total Footing Wldh
= 4.60
Fcotirg Thickness
= 12.00In
Key Width
0.00 In
Key Depth
0.00 in
Key Distance from Toe
0.00 ft
rc = 2,000 psi
Fy = 40,oW psi
Footing Concrete Density
= 150.00 pot
Min. As %
= 0.0018
Cover @ Top = 2.001n
@ Btm = 3.00 in
Adjacent Footing Load
Adjacent Footing Load --=
o.
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist -
0.00 ft
Footing Type
Line Load
Base Above/BelDw Son
at Back of Wail =
0.0 ft
Poisson's Ratio =
0-am
Stem Construction
Top stem
Design height Above Fig ft=
se p pp
Wag Material Above "Hr'
=
Concrete
Thickness
=
8,00
Reber Size
=
# 4
Reber Spacing
=
6.00
- Reber Placed at
Edge
Design Data
ib/FB+fa/Fa
=
0.988
Total Force @ Section
Ibs =
2,268.0
Momerit-Actual
ft-#=
6.804.0
Moment....Allowabte
=
7.028.0
Shear.... Actual
psi=
30.2
Shear.... Allowable
psi=
67.1
Wall Weight
=
100.0
Reber Depth 'cr
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 hrspection
=
ModularRatio'n'
_
Short Term Factor
=
Equiv. Sold Thick
=
Masonry Block Type
=
Matllum Walght
Masonry Design Method
=
ASD
Concrete Data
Pc
psi =
2,000.0
Fy
psi=
40,000.0
Footing Design
Results
Toe
Heel
Factored Pressure
1,303
0 psf
Mu': Upward
= 4,537
21 ft-#
Mu': Downward
810
1,125 #-#
Mu: Design
3,727
1,104ft-#
Actual I -Way Shear
= 17.64
16.11 psi
Allow 1-Way Shear
= 76.03
76.03 pal
Toe Reinforcing
= # 4 Q 12.25 In
Heel Reinforcing
- None Spec'd
Key Reinforcing
= None Spec'd
item
Heel Active Pressure
Toe Active Pressure =
Surcharge Over Toe
Adjacent Footing Load =
Added Lateral Load =
Load C Stem Above Soil
Other Acceptable Sizes & Spacings
Toe: #4@ 1225In, #5@ 19.00 in, #6@ 26.75 in, #7a 36.50 in, #8� 48.00 In, #9�d 4
Heel: Not req'd, Mu < S' Fr
Key: No key defined
.....OVERTURNING.....
Force
Distance Moment
Ibs
It ft-#
1,750.0
3.33 5,833.3
-17.5
0.33 , =5.8
_ Total 1,732.5 O.T.M. = 5,827.5
ReslstingtOveraaming Reno = 1.73
Vertical Loads used for Soil Pressure = 2,867.7 Ibs
Vertical component of active pressure used for soil pressure.
CJIVryCR IYV ICJ.
Force Distance W Moment
Ibs It 114
Soil Over Heel 825.0
4.08 3,368.8
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stan
0.00
Sal Over roe
=
Surcharge over Too
Stem Weight($)
Z 900.0
Earth a Stem Transitions. -
3.33 3,000.0
Footing Weight
= 675.0
Vey Weight
2.25 1,518.8
Vart. Component _
487.7 4.50 2,194.8
Total 4 2,887.7 lbs R.M.= 1 0082.3
I
SHEAR WALL SCHEDULE
Shear
Wall
Desi nation
Nail
Size
Nail Spacing
ALLOWABLE SHEAR
Hem -Fir #2
4/Ft
Ed es
Studs
Top/Btm.
Plate
Blocking
Re 'd.
P1-6
8d
6"
12"
6"
Yes
210
PI-4
PI-3
PI-2
P2-3
P2-2
8d
8d
8d
8d
8d
4"
3"
2"
3"
2"
12"
12"
12"
12"
12"
4"
3"
2"
3"
2"
Yes
Yes
Yes
Yes
Yes
310
400
525
800
1050
Shear Wall Notes:
i. P1 - 7/16 A.P.A. rated Plywood or Orientated Strand Board (0.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 Pl-3, PI-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 PI-6 & P 1-4 shear wall. All panels edges backed with 3x framing at
PI-3, P 1-2, 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.
STRUCTURAL NOTES
CODE:
DESIGN IS IN ACCORDANCE WITH THE 2015 INTERNATIONAL BUILDING CODE
(LB.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT.
LIVE LOADS:
ROOF ------------------- 25PSF
FLOOR ----------------- 40PSF
DECK ------------------- 60P SF
LATERAL
WIND ------------------ EXPOSURE B, 85MPH/I I OMPH(ULT)/ WIND PER ASCE 7-10,
SECTION 28.6.3
SEISMIC -------------- SITE CLASS D. SEISMIC PER ASCE 7-10, SIMPLIFIED
LATERAL FORCE SYSTEM, SECTION 12.14.8
FOUNDATIONS:
EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY
OF 1500PSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF V-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 4INCHES. 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
%f
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 UI 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.
Fb=2600 PSI
E=2,000,000 PSI
Fv= 285 PSI
I, LOOR 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
12
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 I Od
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 IOd 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
13
BE AVAILABLE ON THE JOB SITE AT THE TIME OF INSPECTION, FOR THE
INSPECTORS USE AND REFERENCE.
a. THE TRUSS LIVE LOADING SHALL gE pER IRC SECTION 30l .5 AND TABLE
301.5, ESPECALLY NOTING FOOTNOTE B G,
b. THE TRUSS DESIGN SHALL BE PER IRC SECTIONS 502.11.1 AND 802.10.2
SHALL BE PER ESPECIALLY INDICATING THE TRUSS DESIGN AND M
c• THE TRUSSTEM TEMPORARY ANUFACTURING
SECTIONS 502.11.2 AND 802.10 3 ASS WELL ASANENT THE
SHALL BE IRC
INSTITUTES'S BUILDING COMPONENTTRUSS PLATE
�. TRUSS ALTERATIONS SHALL NOTCCUR UNLE S TTY HE APPROVAL OF A
DESIGN PROFESSIONAL AS INDICATED IN IRC SECTIONS 502.11.3 AND
802.10.4.
17
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