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Stwe!cturai Notes-
<br />Code:
<br />Design is in accordance with the 2015 International Building Code (I B.C.) as amended by the
<br />local building department.
<br />Live. Load:
<br />Roof 25psf
<br />Floor 40psf
<br />Deck 60psf
<br />Lateral:
<br />Wind Exposure B, 85mph / 110mph (Uit) / Wind perASCE 7-10, Section 28.6.3.
<br />seismic Site Class D. Seismic per ASCE 7-10, Simplified Lateral Force System,
<br />Section 12.14.8.
<br />Fouindadons:
<br />Extend footings to firm undisturbed soil, assumed bearing capacity of 1,500psf. Aii exterior
<br />footings shall extend a minimum of 24 inches below adjacent exterior grade,
<br />Cast -in -place Concrete*
<br />F'c=3,000psi @ 28 days. Minimum 5% sacks of cement per cubic yard of concrete and maximum
<br />of 6% gallons of water per S. sack of cement. No special inspection required. Concrete shall
<br />com ply with ACI 318-14 Section 26.4.2.1. Maximum slump is 4 inches. All phases of work
<br />pertaining to the concrete construction shall conform to buillding code requirements for
<br />reinforced concrete. All reinforcing steel, dowels, anchor bolts, and other in erts shall be
<br />seci,rre3d in position prior to pouring concrete. Anchor bolts for pressure treated sill plates to
<br />foundation walls are to be % inch diameter with 7 inch minimum embedment into concrete and
<br />maximum spacing of 36 inches on center. lVinimurn 2 bolts per sill plate piece. Once bolt to be
<br />placed within 6 inches of each end of the sill plate. Dipped galvanized connectors shall conform
<br />to ASTM Standard 153 and hot dipped galvanized connectors shall conform To ASTM A653m,
<br />Class G-135. Stainless steel fasteners and connectors; shall be type 304 or 3L6. Simpson product
<br />finishes corresponding to these requirements are to be Zmax (Hot Dipped Galvanized) and SST
<br />300 (Stainless Steel). Fasteners for pressure treated and fire -retardant treated wood shall be
<br />Zmvx (Hot Dipped Galvanized) G185.
<br />&ek11.fGrV'nF Steel,
<br />All reinforcing steel shall be placed in conformance with the building code requirements for
<br />reinforced concrete and the manual of standard practice for reinforced concrete construction
<br />by CIRSL Deformed reinforcing steel bars shall conform to ASTM A-615 Grade 40 for #5 and
<br />smaller reinforcement and Grade 60 for #6 and larger. All reinforcing bar bends shall be made
<br />cold with a minimum radius of 6 bar diameters (19 inches minimum). Corner bars (24 inches
<br />minimum) shall be provided for all horizontal reinforcement. Lap all bars a minimum of 48 bar
<br />diameters unless noted otherwise. Unless noted otherwise on tile drawings, reinforcing steel
<br />shall have the following minimum cover:
<br />Concrete cast against earth 3-inches
<br />Concrete exposed to earth or weather:
<br />#6 through #18 bars 2-Inchl
<br />#5 and smaller bars 1%-inches
<br />S_trtkc_turall —Ti-ber.
<br />All lumber shall conform to WWPA grading rules for western lumber, latest edition. Provide cut
<br />washers under all nuts and bolts bearing against wood. Ali wood in, direct contact with concrete
<br />or earth shall be pressure treated in accordance with AWPA Ul and M4 standards. All structural
<br />lumber shall be as follows::
<br />2N: deck joists Herri Fb = 850psi
<br />4x beams Doug-Fir/Larch #2 Fb = 850psi
<br />6x beams Doug-Fir/Larch #2 Fb = 850psi
<br />Lurriber not noted Hem -Fir #2 Fb = 850psi
<br />Miscellaneous hangers to be Simpson" or approved equal. All hangers shall 1,3e fastened to
<br />wood with proper nails. All holes shall be filled. Madiine bolts to be A-307. AH nails shail be
<br />common wire nails. Nailing sihall be in accordance w'lth the current internal Building Code
<br />schedule.
<br />Structura0 Laminated Lumbi ,tr �Grade2.®fl:
<br />Flo z,. 2,600psi
<br />E = 2,000,000psi
<br />Fv = 285psi
<br />GE,u--Larnnated 71mber-
<br />Larninated timber shall be douglas-fir/larch Idin dried. Stress grade combination of 24F-V4 for
<br />sh-ripile spans and 24F-VS fore continuous and cantilevered spans.
<br />LBaring Well] Frarning:
<br />All door and window headers not specific2ily called out on the plans shall be (2) 2X8 Hem -Fir #2
<br />with one cripple and one st.id at each and for openings up to 4 feet wide. All columns not
<br />specifically cailed out on the plans shall be (2) studs spiked together with 12d nails at 12 inches
<br />on -center (staggered). Provide (2) layers of building paper between wood and concrete. Walls
<br />shall have a single bottom plate and double too plate. End nail top plates and bottom plates to
<br />eadii stud with (2) 16d nails, Face nail double top pl;,,te with 16d nails at 10 inches on -center.
<br />Lap and face nail piates with (2) 16d nails at each splice, corner intersection. Stagger splices a
<br />minimum of 48 inches.
<br />2 Lioc.mr Sheathling.
<br />Sheathing shall be Y4 inch tongue and groove APA rated sheathing with a minimum span rating
<br />of48/24. Install sheathing vil long dimension perpendicularta supports. Unless noted
<br />otherwise nail sheathing v&h So common nails at 6 inches on -canter at all supported panel
<br />edges and 10 inches on -center at all intermediate supports. The floor sheathing shall be glued
<br />to the joist and the tongue <:,ind groove joints with an approved adhesive.
<br />Sheathing shall be 7/lo inch PIPA rated sheathing vvit[,, a minimum span rating of 24/0. Panel end
<br />Joints shall occur at supports. Nail panel edges with So common nails at 6 inches on -center at all
<br />supported panel edges and 10 inches on -center at all intermediate supports unless noted
<br />otherwise on the structural plans.
<br />jLogf Sheathing. -
<br />Sheathing shali be 711c, inch APA rated sheathing witl� a minimum span rating of 32/16. lnstall
<br />si,iieathing, with long dimension perpendicular to Supports. Panel end joints shall occur at
<br />supports. Nail panel edgesvilth So common nails at 4 inches on -center at all supported panel
<br />edges and 10 inches on -center at all intermediate supports unless noted otherwise on the
<br />structural Plans.
<br />Root Trusses.
<br />Trusses shall be plant fabricated with douglas-fir/larch or herl lumber. Truss manufacturer
<br />shall submit shop drawings and calculations stamped, signed and dated by a Washington State
<br />Hcensed Structural Engineer. Submit truss dravving to the engineer of record and building
<br />department for review and approval prior to fabrication. Roof trusses shall be designed as attic
<br />trusses without storage. Manufacturers installation instructions shalt be available on the job
<br />site at the throe of inspection, for the inspectors use and reference.
<br />A. The truss live loadhl shall be per IRC Section 301.5 and table 301.5, a=_speclally noting
<br />footnotes B and G.
<br />S. The truss design shad be per lRC Sections 50.,'?.11.1 and 802.10.2, especially indicating
<br />the truss design and manufacturing shall be per ANSI/TP11.
<br />CThe truss temporary and permanent bracing shall be per IRC Sections 502,11.2 and
<br />802.103 as well as the Truss Plate Institute's Building Coin ponent Safety information.
<br />0. Truss alterations shall not occur unlesstheapproval of a design professionall as
<br />indicated in IRC Sections 502.12.3 and 302.10.4.
<br />IF THIS PLAN IS NOT ON 18x24 PAPER, IT HAS BEEN SC-ALED ACCORI.,,)INGLY
<br />SHEAR WALL SCHEDULE
<br />Shear
<br />Wall
<br />Designation
<br />Nail
<br />Size
<br />s Nail Spacing
<br />Allowable Shear
<br />Hem-1Eir#2
<br />Lbs./Ft.
<br />Edges
<br />Studs
<br />Top/Btm
<br />Plate
<br />Blocking
<br />Reci'd.
<br />PI-6
<br />®
<br />61IN
<br />12"'
<br />Ou
<br />Yes
<br />210
<br />P1-4
<br />8d
<br />4"'
<br />12"
<br />4uo
<br />Yes
<br />310
<br />P1-3
<br />8d
<br />315
<br />12"
<br />3"0
<br />Yes
<br />400
<br />PI-2
<br />8d
<br />2"
<br />12"
<br />2uv
<br />Yes
<br />525
<br />P2-3
<br />P2-2
<br />Bid
<br />8d
<br />3"
<br />2"a
<br />12"t
<br />12"
<br />Vu
<br />2"
<br />Yes
<br />Yes
<br />Soo
<br />1,050
<br />snearwatl%jotes:
<br />1.) Pl-* 7/16" APA rated Plywood or Orientated Strand Board (OSB) on one face of wall.
<br />P2-* 7/16" APA rated Plywood or Orientated Strand Board (OSB) on each face of wall.
<br />2.) For P1-3, PI-2, 1:12-3 and P2-2 shear wahs use 3x studs at adjoining panel edges. Nailing
<br />shall be staggered.
<br />3.) Nails shall be 8d common. (.131 inch diameter)
<br />4.) Where Plywood is installed on both faces of wall plywood joints shall fall on separate studs
<br />each side.
<br />5.) All panel edges backed with 2 inch nominal framng for PI-6 and PI-4 shear walls. All panel
<br />edges backed with 3 inch nominal framing for PI-3, P1-2, P2-3 and, P2-2 shear walls. install
<br />panels either horizontally or vertically. Space nafi.,.'; 10" o.c. at intermediate supports.
<br />6.) All anchor bolts shall be installed with hot dipped galvanized plate washers.
<br />7.) Refer to foundation plan for ancilhor bolt size, spacing and mudsill/dirn conditions.
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<br />0112, �7171 Title0"011"N
<br />Structural
<br />Notes
<br />and
<br />Details
<br />Douglas Almond
<br />riqnal raven
<br />05/26/2020
<br />ro�um
<br />20-031-01
<br />Plan
<br /><�> 01/12/2021
<br />Sheet:
<br />SCALE: NONE
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