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DBL TOP PLATE
<br />/������ NOTES
<br />'"O'ES
<br />All design and construction shall conform to the requirements of the International Building Code
<br />2015Edition.
<br />Contractor shall verify all levels, dimensions and existing conditions in field before proceeding with
<br />any construction or demolition. Contractor shall notify the Architect of any discrepancies or field
<br />changes
<br />Contractor shall provide adequate shoring and bracing of all structural members, existing
<br />construction and soil excavations as required, in a manner suitable tothe work sequence.
<br />Temporary shoring and bracing shall not be removed until ail final connections have been completed
<br />in accordance with the drawings and materials have achieved design strength.
<br />Contractor shall beresponsible for all safety precautions and the methods, techniques, sequences or
<br />procedures required tuperform the work.
<br />-SUBMITTALS: Shop drawings shall be submitted tothe Architect prior to any fabrication or
<br />construction for all the following:
<br />Concrete reinforcement, embedded steel items, structural steel, steel canopies,
<br />glued -laminated members and pre -manufactured wood members.
<br />Design drawings and calculations, for pre -manufactured wood trusses and joists shall bear the seal
<br />and signature of the Washington State Registered Professional Engineer who is responsible for the
<br />design, and shall be submitted to the Architect and Building official for review prior to fabrication.
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<br />Concrete foundations shall bear on stiff, undisturbed native soil, or on structural fill well compacted
<br />to the following bearing capacity, assumed typical of the soil types in this region:
<br />Allowable bearing pressure = 2000psf
<br />Bottom of footing elevation shall be located at minimum frost depth shown on these drawings
<br />unless otherwise indicated.
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<br />Concrete work shall comply, in general, with ACI 301 (latest edition) "Specifications for Structural
<br />Concrete for Buildings."
<br />CONCRETE MIXES: Concrete mixes shall conform ACI 318Ch. 5. Minimum concrete strength fcat
<br />Z8days shall beasfollows:
<br />5|ab-on'grade,Curbs and Pads 2000 psi
<br />Foundations, Concrete Walls 2500psi
<br />Water/cement ratio shall be measured byweight and shall be based onthe total cementitiouy
<br />material. Water/cement ratio shall be determined by the supplier bayed on strength requirements
<br />and shall not exceed 0.55. Water -reducing admixtures may be incorporated in concrete mix designs
<br />but shall conform toA5TM C464, and be used in accordance with the manufacturer's
<br />recommendations. CaO and other meterso|uab|echloride admixtures shall not be used.
<br />REINFORCING STEEL:
<br />Deformed Bars AS[MA615, Gmde6O
<br />Galvanized Welded Wire Fabric ASTMA165
<br />Reinforcing steel shall be detailed in accordance with ACI 315 "Manual of Standard Practice for
<br />Detailing Reinforced Concrete Structures."
<br />Reinforcing steel shall be lapped as noted on the drawings. Where lap length is not shown,
<br />reinforcing bars shall be lapped as follows:
<br />#S and smaller Top bars 48 bar diameters
<br />Bottom bars 36 bar diameters
<br />#6and larger Top bars' hO bar diameters
<br />Bottom bars 45 bar diameters
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<br />Minimum concrete shall be as follows:
<br />Nonstructural Mid -Depth
<br />VVaU Bars: inter|orfa 3/4" m
<br />exposed arth/weatbar 1-1/2" (#5 and aft||er)
<br />oLL 3"(cast against earth)
<br />Top Bars - 1-1/2"
<br />Side Bars 2"
<br />Provide supports as required for proper alignment and concrete cover around the reinforcement.
<br />Consult the CRSI Manual of Standard Practice MSP'1 for specific information.
<br />GROUT
<br />Base plate grout shall be nonshrink type with minimum f'c = 8000 psi. All other nonshrink grout
<br />ehuU have minimum fc= 5800psi.
<br />ANCHORS
<br />Use of drilled concrete anchors, including expansion bolts and adhesive anchors, where not
<br />specified inthese documents shall besubject toapproval bythe Architect.
<br />EXPANSION BOLTS: Expansion bolts in solid concrete shall be wedge -type anchors made ofcarbon
<br />steel. Bolt size, spacing and embedment length shall beasdesignated in these drawings. Bolts shall
<br />be installed per the manufacturer's instructions with inspection per schedule. Expansion bolts shall
<br />be Kwik'Bo|t 3 or approved equal. Acurrent ICBO or lCC Report shall be submitted for alternates.
<br />ADHESIVE ANCHORS: Adhesive orepoxy type anchors |nsolid concrete shall beinstalled per the
<br />manufacturer's instructions with inspection per schedule. Anchor size, spacing and embedment
<br />length shall beoydesignated inthese drawings. Adhesive shall be Hi|U HIT -RE 500'SQ. Anchors
<br />shall be Hi|b HAS-R. Acurrent IC8O orICC Report shall be submitted for alternates.
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<br />SAWN LUMBER: Structural sawn lumber shall be kiln dried and be of the species and grade noted
<br />below orbetter:
<br />Use Grade Fb (psi)
<br />VVa|| Study Hem Fir Stud 675
<br />Plates & Planks Hem Fir #2 675
<br />Joists & Rafters Hem Fir #J QSU
<br />4xB*ams Douglas Fir -Larch #2 900
<br />6x8eamu Douglas Fir -Larch #2 875
<br />Posts Douglas Fir -Larch #2 750
<br />2x4T&G Decking Douglas Fir -Larch Select 1750
<br />All lumber and plywood in contact with concrete, stucco, masonry orother oemenUUous materials
<br />shall be treated with an E.P.A. acceptable wood preservative, such as Alkaline -Copper -Quaternary
<br />"ACO" orCopper Azo|e "CBA" type Aand B.
<br />All wood connectors shall be manufactured by Simpson Strong Tie Company (or approved equa|),
<br />and of the size and type shown on the drawings. All wood connectors in contact wit
<br />preservative -treated wood shall be Triple Zink8-185 galvanized (1.85 oz/sq ftcoeting).
<br />RATED SHEATHING: Wood structural panels shall bear the APAtrademark ofthe American Plywood
<br />Association. Sheathing shall beasfollows:
<br />Shear Wall 5htg 7/16^ 33/16 C-D INTAPAwith Exterior Glue (CDX)
<br />Roof Shtg 15/32"3I/16 C'D lNTAPAwith Exterior Glue (CDX)
<br />Sub F|our6htg 3/4" 48/24T&G [-D INTAPAwith Exterior Glue
<br />Sheathing shall be orientated over the supports as shown on the drawings. Shear wall sheathing
<br />shall be blocked at all panel edges as shown in the shear wall schedule.
<br />GLUED LAMINATED MEMBERS: Glued Laminated members shall each bear anAlTC identification
<br />mark and be accompanied by an AITC certificate of conformance. One coat ofend sealer shall be
<br />applied immediately after trimming either shop orfield. Members shall be Visual Graded Western
<br />Species lnductrua|,Architectural or Premium grade with strength as follows:
<br />Symbol Species Fb E
<br />GL824F-V4 DF/DF 2400/1850pyi 1,880,000psi
<br />GL824F-V8 DRRF 2400/2480psi 1,800,000psi
<br />*King Beam DF/SYP3OU0/3UOUpsi 2,300,000 poi
<br />*King Beam is product ufBoise Cascade
<br />ENGINEERED COMPOSITE LUMBER: Engineered Composite Lumber shall be manufactured by
<br />Trus-loist, Boise Cascade or approved equal and shall have the following minimum strength (based
<br />on 12" member depth):
<br />Symbol Fb E
<br />PSL2.0E 2900psi 2,000,000pai
<br />LVL2.0E 2600pdi 2,000,000psi
<br />LSL1.3E 1700psi 1,300,000pyi
<br />Versa -Lam (13Y4-2,5�'')Z80Opsi 2,000,000psi
<br />Verya|Lam(3V-"&wider)31OOpsi 2,000,000psi
<br />PREMANUFACTURED OPEN WEB WOOD TRUSSES: Trusses shall be design by Structural Engineer
<br />UcensedintheStoteofVVashingtnn,whuisregu|adyengagedinthedesignofp|ate-connected
<br />wood trusses. Truss design shall beaccordance with IBC Section 2303.4. In addition todead loads,
<br />the design shall include the live, wind, snow and snow drift loads asidentified in the "Design Loads"
<br />section of these drawings. In addition, the truss design shall include concentrated and axial loads
<br />shown on framing plans and hanger schedules inthese drawings. Trusses shall be designed for
<br />wind net uplift of1U psfunless otherwise noted on the drawings.
<br />Trusses shall be fabricated by a manufacturer who is a member of the Truss Plate Institute. Trusses
<br />shall besupplied with the proper hangers, end connections, bridging, bracing boprovide lateral
<br />stability of all truss members, and tie -down connections to beams and tops of walls. Trusses shall
<br />be supplied with tapered hardwood shimming so that every chord bears on the full width of every
<br />support, without ni1zhing the truss members. The truss manufacturer is responsible for ensuring the
<br />bearing seat does not exceed the sill plate capacity of the Supporting element.
<br />Shall be fabricated byTruss-Joist Vr Boise Cascade.
<br />Alternative manufactures must be approved by the Architect or Engineer. Joists shall be installed
<br />according tothe manufactures instructions including blocking, web stiffeners, bridging, etc. Fasten
<br />joists to supports as recommended by the joist and hanger manufacturer. Provide temporary
<br />bracing as recommended by the manufacturer to hold joists in place until permanently secured, Cut
<br />openings injoist webs only as allowed bythe manufacturer.
<br />MINIMUM WOOD NAILING REQUIREMENTS: Unless otherwise noted onthe drawings, typical wood
<br />framing shall be fastened in conformance with
<br />IBC Table 23U4.9.1
<br />Joists/Rafters
<br />]oidt/Rafterbo plate, sill or girder (3) 8d common toe nail
<br />Blocking/Bridging
<br />Bridging tojoist (2)8dcommon toe nail
<br />Blocking between joist tntop plate (3)8dcommon toe nail
<br />Double top plates
<br />Top plate to studs (2) 16d common end nail
<br />Nail together 16dcommon 16''o.c.face nail
<br />intersections, ends (2) 16dcommon face nail
<br />Lap splices (8) 16dcommon face nail
<br />Sole plate
<br />Sole plate tostuds (2) 16d common end nail or
<br />(4)8dcommon toe nail
<br />Sole plate to rimjoisVb|ocking 16d common 6" o.c. face nail
<br />Studs
<br />Built up stud posts &oornera 10d common 8" oz. face nail
<br />Studs toheader (4)8dcommon toenail
<br />SPECIAL .~- INSPECTION
<br />Special inspection by a qualified inspector is required in accordance with the 2015 IBC. The
<br />ypadu| inspector shall be qualified person who shall demonstrated competence to the building
<br />satisfaction of the building official. The special inspector shall perform the verifications and
<br />inspections noted below:
<br />Cast -in place conc *Freq Reference
<br />IBC 19104
<br />1910.3
<br />At the time fresh concrete is sampled to C ASTM C172, C31
<br />tofabricate test specimens for strength ACI 318 5.6, 5.8
<br />beats, perform slump and air content tests, IBC 1910.10
<br />and determine the temperature of the concrete.
<br />Proper technique of placement of concrete C ACI 318 5.9, 5. 10
<br />IBC 1910.6-19108
<br />temperature and technique IBC 1910,9
<br />Wood
<br />"Nailing, bolting, anchoring, fastening, C IBC 1705.10.1
<br />etc. of diaphragms, shearwalls, drag -struts, 1705.11.2
<br />braces and hold-downs that are o part
<br />of the Main Wind Force Resisting
<br />System and seismic resisting system
<br />See references above for meaning of Continuous and Periodic.
<br />**Special inspection is not required for wood framed elements with edge nail greater than 4"
<br />DESIGN CODES
<br />--���Structural calculations and design conform hothe requirements ofthe following codes:
<br />General -2U15International Building Code
<br />Wood -2015ANSI/AF&PANDS,2O1ZANSI/AF&PASDRN5
<br />Concrete 'ACI31D-11
<br />Loads ASCE/SEI7'1O
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<br />��������" LOADS
<br />-LIVE LOADS: ----����n addition to dead loads, the following live loads are used for design, Live load
<br />reduction is in accordance with ASCE7'1OSection 4.7
<br />Residential =4Opsf(redudb|e)
<br />SNOW LOADs: Snow loads are determined in accordance with ASCECh. 7with the following
<br />Factors:
<br />Ground Snow Load Pg = 20 psf Ct= 1.0Ce = 1.0
<br />Roof Snow Load Ps =2Spsf Iy= 1.0
<br />WIND LOADS: Wind loads are based onASCE 7'10Ch. 28 (Envelope Procedure) with the following
<br />factors:
<br />Exposure Category = B Iw = 1.0
<br />Velocity (3sec) =11Omph (uhd
<br />Design wind pressured for determining forces on components and cladding are determined in
<br />accordance with ASCE 7'10 Chapter3U.
<br />SEISMIC LOADS: Seismic loads are based on the Equivalent Lateral Force Procedure inASCE7-1O
<br />Section 12.8with the following factors:
<br />Risk Category = ll Ss = 1.15
<br />Site Class = D S1 = 0.302
<br />Design Category = D SIDS = 0.798
<br />R = 6.5(wood shear wa||)SD1 =0422
<br />Base Shear = 8.4 KIPS Cs 0.123 (u|U
<br />le = 1.0
<br />In addition to the details and schedules on the framing plans, those noted as "Typical" or~Typ.^
<br />shall be used throughout the structure asapplicable.
<br />TYPICAL SHEAR WALL SCHEDULE
<br />1 OF
<br />iSHEATHED
<br />SHEAR WALL
<br />EDGE
<br />AT SILL PLATLE PLA I E:
<br />ADJOINING TRWMN6[-ANCHORTO6 NAIL/SCREW
<br />SYMBOL' SHEATHING SIDES
<br />NAILING
<br />PANEL EDGES SIZE CONCRETE
<br />TO RIM JOIST
<br />SHEAR CLIPS
<br />SHEAR WALL SCHEDULE NOTES
<br />1. "P" INDICATES PERFORATED SHEAR WALL, SEE "PERFORATED SHEAR WALL DETAIL" (RI8HT)FOR ADDITIONAL
<br />FRAMING REQUIREMENTS.
<br />2.NAILS SHALL BECOMMON ORGALVANIZED BOX.
<br />3.WHERE NAIL SPACING l5LESS THAN 4''oc,STAGGER NAILS 1
<br />4. ALIGN ALL VERTICAL ADJOINING PANEL EDGES WITH STUD PER SCHEDULE. PROVIDE BLOCKING PER SCHEDULE
<br />ATALL HORIZONTAL ADJOINING PANEL EDGES.
<br />5. AT SW3 ONLY, 3x FRAMING MAY BE SUBSTITUTED WITH (2)2x NAILED TOGETHER W/ 10d @ 3" o.c EACH FACE.
<br />5.USE 3^x3''x1/4''STEEL PLATE WASHERS ATSILL BOLTS PER IBC Z3OG.1.1
<br />7.SHEATHING SHALL GENAILED TOALL INTERMEDIATE STUDS mV8d@1Z''O.C.
<br />DIAPHRAGM NAILING SCHEDULE
<br />NAIL SPACING NAIL SPACING AT
<br />AT BOUNDARIES INTERMEDIATE
<br />BLKG SIZE OF AND "OTHER" FRAMING
<br />LOCATION SHEATHING EQD NAIL PANEL EDGES MEMBERS
<br />SHEARWALL NOTES
<br />z.ALL DIAPHRAGM SHEATHING ISTOBESTAGGERED INTHE
<br />DIRECTION OFTHE PLYWOOD SPAN PER DIAPHRAGM DETAIL
<br />2.PROVIDE BOUNDARY NAILING CONTINUOUS AROUND THE ENTIRE
<br />PERIMETER 0FTHE DIAPHRAGM
<br />]. NAILS SHALL BECOMMON ORGALVANIZED BOX
<br />4.ALL FRAMING MEMBERS SHALL SEZxMINIMUM NOMINAL WIDTH
<br />TOP PLATES
<br />TOTAL)
<br />DBL. STUD MINIMUM
<br />AT EA. HOLD-DOWN
<br />F1554THREADED
<br />EPDXY ANCHOR PER
<br />SCHEDULE
<br />FL0OnR00FFRAMzNG
<br />SHEAR CLIPS PER
<br />SHEAR WALL
<br />5CHED.
<br />ADJOINING PANEL EDGES
<br />APPLY EDGE NAILING
<br />EACH SIDE DFJOINT,
<br />lYP.
<br />INTERMEDIATE -----
<br />NAILING, TYP.
<br />EDGE NAILING-=�
<br />SOLE PLATE
<br />SILL PLATE
<br />SILL PLATE ANCHORS
<br />TO CONCRETE PER
<br />SCHED.
<br />BOUNDARY NAILING
<br />INTERMEDIATE NAILING
<br />CONTINUOUS PANEL
<br />]OINT
<br />HOLD-DOWN ANCHOR
<br />SCHEDULE
<br />EDGE NAILING
<br />yt,_---BLKG PER SCHEID.
<br />Al HUKIZ. PANEL
<br />EDGES APPLY PANEL
<br />' EDGE NAILING
<br />T0ALL EDGES
<br />� MlNIMUIVIP)STUD S OF OPENINGS
<br />If ATALL M0Lo-nOWNS
<br />14 WITHIN THE
<br />'| PERFORATED
<br />/1111111, 1,1111111
<br />HOLD'oOVVNPsm SHEA&VVALL
<br />/ PLAN mVANCHOR
<br />PER 5/Sl
<br />FLOOR FRAMING
<br />SHEAR CLIPS
<br />PER SHEAR WALL
<br />sc*Eo.
<br />SOLID BLKQMATCH
<br />WIDTH OFBEAM/GIRDER
<br />CRIPPLE STUDS AT
<br />16"O.C.WHERE APPLICABLE
<br />TOP PLATES
<br />BUD(S) PER POS
<br />SCHEDULE FULL HEIGR
<br />TO TOP PLATE
<br />TRIM STUDS (TRD4MBR�
<br />PER POST SCHEDUL
<br />SHEARVVALL
<br />"OTHER" PANEL
<br />EDGE NAILING
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<br />NADDITION TOTYPICAL SHEAR
<br />NALLREQUIREMENTS APPLY ALL
<br />@e^THzwG, FRAMING, NAILING
<br />lNDANCHORS PER SCMED.TU
<br />'Uu'LENGTH OFPERFORATED
<br />;HEAR WALL, INCLUDING
<br />3sCROND0FWALL ABOVE AND
<br />�ELOvvOPENINGS.
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<br />No. Revision/Issue Date
<br />EDGE NAILING
<br />yt,_---BLKG PER SCHEID.
<br />Al HUKIZ. PANEL
<br />EDGES APPLY PANEL
<br />' EDGE NAILING
<br />T0ALL EDGES
<br />� MlNIMUIVIP)STUD S OF OPENINGS
<br />If ATALL M0Lo-nOWNS
<br />14 WITHIN THE
<br />'| PERFORATED
<br />/1111111, 1,1111111
<br />HOLD'oOVVNPsm SHEA&VVALL
<br />/ PLAN mVANCHOR
<br />PER 5/Sl
<br />FLOOR FRAMING
<br />SHEAR CLIPS
<br />PER SHEAR WALL
<br />sc*Eo.
<br />SOLID BLKQMATCH
<br />WIDTH OFBEAM/GIRDER
<br />CRIPPLE STUDS AT
<br />16"O.C.WHERE APPLICABLE
<br />TOP PLATES
<br />BUD(S) PER POS
<br />SCHEDULE FULL HEIGR
<br />TO TOP PLATE
<br />TRIM STUDS (TRD4MBR�
<br />PER POST SCHEDUL
<br />SHEARVVALL
<br />"OTHER" PANEL
<br />EDGE NAILING
<br />,_`,,°`_~,"
<br />NADDITION TOTYPICAL SHEAR
<br />NALLREQUIREMENTS APPLY ALL
<br />@e^THzwG, FRAMING, NAILING
<br />lNDANCHORS PER SCMED.TU
<br />'Uu'LENGTH OFPERFORATED
<br />;HEAR WALL, INCLUDING
<br />3sCROND0FWALL ABOVE AND
<br />�ELOvvOPENINGS.
<br />�
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<br />No. Revision/Issue Date
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<br />ned
<br />Drawen By
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