REVIEWED BLD-BLD2022-0038+Structural_Calculations+1.12.2022_2.16.49_PM+2617645MTTCHELL ENGINEERING INC.
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REVIEWED
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CITY OF EDMONDS 7821 - 168th Ave. N.E.
BUILDING DEPARTMENT Redmond, WA 98052
............................................... (425) 747-1500
initchellengineeringi')c@cozncast,net
RECEIVED
Jan 20 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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PROJECT SHEETNO,
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SUBJECT�f Z JOB NO. �
MITCHELL ENGINEERING INC.
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mitchellengineeringinc@comcast.net
PREPARED BY
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MITCHELL ENGINEERING INC.
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7821- 168th Ave. N.E.
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mitchellengineeringinc@comcast.net
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DATE f v / SUBJECT LAG JOB NO. �21- 2`0Z
7821 - 168th Ave. N.E.
MITCHELL ENGINEERING INC. Redmond, WA 98052
(425)747-1500
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PREPARED BY PROJECT a T'/T�/(/��`7�J�/ SHEETNO. �O`F
�DATE 2�1�SUBJECT JOB NO. d2 / —` ',4. 2
SHEAR WALL SCHEDULE
Shear
Wall
Desi nation
Nail
Si7.e
Nail Spacing
ALLOWABLE SHEAR
Hem -Fir 92
#/Ft
E es
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"
1 Yes
1050
Sheer 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 @ 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 ------------------- 25PSF
FLOOR ----------------- 40P SF
LATERAL
WIND ------------------ EXPOSURE C, 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 518 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).
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 CRSI. DEFORMED REINFORCING STEEL BARS SHALL CONFORM TO ASTM A-
m
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 FLOOR 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.
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
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-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 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.
m
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/TPI1.
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.
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