|
CONCRETE REIINFORCEMENT
<br />REFERENCE STANDARDS: Conform to:
<br />(1) ACI 301'10 "Standard Specifications for Structural Cunor*be', Section 3 "Reinforcement and Rein-
<br />forcement Supports."
<br />(2) AC| SP-66(04)"AC| Detailing yW |^
<br />(3) CRS| K8Sp-00. 28m Edition. "Manual of Standard Practice."
<br />) ANS|/AWSD1.4:2OO5."Structural Welding Code - Reinforcing Sheei^
<br />(5) IBC Chapter 1Q-Conorete.
<br />(6) AC! 318-14^Bui|ding Cod* Requirements for Structural Concrete."
<br />(7) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials"
<br />SUBMITTALS: Conform toAC| 301 Section 3.1.1 "Submittals." Submit placing drawings showing fabrication
<br />dimensions and placement locations of reinforcement and reinforcement supports.
<br />MATERIALS:
<br />Reinforcing Bans_'-' .................................. ASTMAG15. Grade6U. deformed bans.
<br />ASTK8A7OG. GnadeSO. deformed bans.
<br />Bar Supports ....................................... CRS| K8SP'09. Chapter 3"Bar Supporte."
<br />Tie Wire ....................................... ....... 18gage or heavier, black annealed.
<br />Conform to AC| 301. Section 3.2.2. "Fabrication", and AC| SP'SO '\4CI Detailing Manual."
<br />WELDING: Bans shall not be welded unless authorized. When auLhohzed, conform to AC| 301. Section
<br />3.2 2.2. "Welding", /VWS D1 4. and provideASTK8 A706. gradeRO reinforcement.
<br />PLACING: ConformtoAC|3O1.Seotion332"P|aoinQ^P|aoingtu|eranoeoeha||onnformtoACI 117.
<br />COVER:CONCRETE Conform tothe following cover requirements unless noted otherwise in the drawings.
<br />Concrete cast against earth ................................. 3"
<br />Concrete exposed toearth orweather ................. 2^
<br />Bars inslabs ......................................................... '/4 "
<br />Bars inwalls ... ............... ..................................... '/4 "
<br />SPLICES.- Conform to ACI 301. Section 3127. "Splices". Refer to "Typical Lap Splice and Development
<br />Length Schedule" for typical reinforcement splices.
<br />BENDING:FIELD Conform to ACi 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3
<br />through #5 may be field bent cold the first time. Subsequent bends and other bar sizes require preheating.
<br />Doriot twist bars. Bars shall not bebent past 45degrees.
<br />TYPICAL CONCRETE � Unless noted on the p|ane, concrete walls shall have the follow-
<br />ing minimum reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to re -
<br />bar fabrication.
<br />TABLE of MKNKMUM CONCRETE WALL REINFORCING
<br />WaUKThioknems HORIZONTAL Bars VERTICAL Bars Location
<br />61' #4@ 12"{}C #4 @ 12^OC center inwall
<br />81' #5@12^OC #5@12^[)C center inwall
<br />101' #4@16''OCEF #4@18"QCEF EF=each face
<br />VENEER
<br />REFERENCE STANDARDS: Conform to:
<br />1} IBC Chapter 14"Exterior VVa|k*.^
<br />2) TK8S4O2'13/\C| 530-13/ASCE 5-13 "Building Code Requirements for Masonry Etnuoturae.^. Chap-
<br />ter 12 "Veneer" Herein referenced as IMSJC.
<br />3) TyWS602-13A\C| 5301 13/ASCE8-13"SpedfioationforMasonryStruntures" Herein referenced as
<br />&4SJC1
<br />SUBMITTALS: Submit product specific information on anchor size, type and capacities with corresponding
<br />iCC-ESR reports regarding wire ties, sheet metal connector pieces, sorewn, and expansion anchors tothe
<br />Arch iteot/Engineerfor review.
<br />MATERIALS:
<br />1) BRICK VENEER: Conform to ASTM C216 "Standard Specification for Facing Brick (Solid Masonry
<br />Units Made from Clay or Shale)", Grade yWVV.
<br />2) Concrete Masonry Units: Conform to ASTKX C'90-14. Type-| (moisture nontro||ad), medium weight
<br />(approx. i15PCF)units.
<br />3) &yorta : Conform toASTK8C27O.Type N.and IBC Section 21O3.2"Mortar.^
<br />4) Conforms toASTKXA851 "Standard Specification for Steel Wire for Mason-
<br />ry Joint Reinforcement". All joint reinforcing shall be hot dip galvanized.
<br />5) ANCHORS: Anchor ties shall be the Hohmann & Barnard seismic anchors. Anchor ties oho|| be ad-
<br />justable two-piece anchors made of 14 gage or 12 gage galvanized metal and/or W2.8 (3/16" diame-
<br />ter)go|vanizedvvirethatsha||beengineeredtoattaoh:
<br />o to the face of Masonry or concrete with a Y4" expansion bolt or screw anchor for concrete or ma-
<br />sonryembedded2''minimumintothacmncneteormasonry
<br />9 Losteel stud with two #12(0.280^diameter) screws per anchor.
<br />» to wood stud with two #9 (0.177" diameter) screws per anchor embedded at least 1 1/4^into the
<br />wood stud.
<br />o oratchannel s| t anchor assemblies with a 3O5Dovetail AnohorS|otambedd*dintheooncrete
<br />S
<br />'sm
<br />Space an hors 16" c. horizon Ily and 2 ' on center vertically.
<br />AO�}a�aVtt��v�n�er���horage��|tomshz�~befabrio��dofsimilar metals with similar coatings toreduce
<br />the possibility ofgalvanic corrosion occurring.
<br />Brick veneer in Seismic Design Category A. B. and C and all brick veneer not laid in a running bond pattern
<br />oho|| have continuous joint reinforcing of VVi 7 (U 148" diameter) wires at a maximum vertical spacing of
<br />20^oo. Lap wires 1O^atsplices.
<br />Brick veneer in Seismic Design Category D. E and F and all brick veneer not laid in a running bond pattern
<br />aha|| h�ve oontinuous joint reinforcing of VV1 7 (U 148" diameter) wires at a maximum vertical spacing of
<br />16^oo. Lap wires 1O^atsplices.
<br />Pint|a anchors aheU have at least two pinUa legs of wire size VV2.8 (3/16^ diameter) each and shall have an
<br />offset not exceeding 1/2^ from the horizontal plane of the plate anchored to the structure.
<br />Anchors in Seismic Design Category D. E and F uhe|| have a positive mechanical connection tothe continu-
<br />ous vvire joint reinforcing in the veneer.
<br />Both wire and sheet -metal anchors shall extend into the veneer aminimum of11/2''and shall have aminimum
<br />of5/8" mortar cover on the outside face.
<br />All anchors shall adjust 1-Y4" up or down to allow for different course heights and shall allow at least }6" hori-
<br />zontal in -plane and W vertical in -plane movement toaccommodate expansion, onntraotion, shrinkage and
<br />other movement.
<br />Coordinate expansion joint locations with the architect prior to erection. Typically expansion joints should be
<br />installed at 24" from corners on one side of the oorner, at intersecting vva||s, at changes in vva|| height, at
<br />changes inwall thickness and et2O'maximum oncenter.
<br />STUDS:CONSTRUCTION OVER When applied over wood or metal stud oonstruotion, the studs shall be
<br />spaced a maximum of 16 inches on centers and approved paper shall first be applied over the sheathing or
<br />wires between studs except as otherwise provided in IBC Sections 1402-1405An air space of at least 1-2
<br />inch should be maintained between the backing and the veneer. The airspace must be kept free and clear
<br />ofdebris and mortar droppings.
<br />STANDARDS:POST-INSTALLED ANCHORS (INTO CONCRETE AND MASONRY1
<br />REFERENCE Conform to:
<br />1) IBC Chapter 10^Cnnonehy^
<br />2) AC| 318-14^Bui|ding Code Requirements for Structural Concrete"
<br />3) IBC Chapter 21''KXaeonry^
<br />4) AQ53O'13/ASCE5'13/TyWS482'13"Building Code Requirements for Masonry Structures"
<br />POST -INSTALLED ANCHORS- Install only where specifically shown in the details or allowed by BER. All
<br />post-|nabaUed anchors types and locations shall be approved by the SER and shall have a current |CC'
<br />Eva|uation Service Report that provides relevant design values necessary to validatethe available strength
<br />exceeds the required strength. Submit current manufacturer's data and |CCESRreport toSERfor approval
<br />regardless of whether or not it is a pre -approved anchor. Anchors shall be installed in strict accordance to
<br />|CC'EGR and the manufacturer's printed installation instruotions(MP||) in conjunction with edge distance,
<br />spacing and embedment depth aeindicated onthe drawings. The contractor shall arrange for amanufactur-
<br />er's field representative to provide installation training for all products to be used, prior hothe commencement
<br />of work. Only trained installer shall perform post installed anchor installation. A record of training shall be
<br />kept on site and be made available tothe SER as requested. Adhesive anchors installed in horizontally or
<br />upwardly inclined orientation shall be performed byacertified adhesive anchor installer (AA|) as certified
<br />through /\C|/CRSU or approved equivalent. Proof of current certification shall be submitted to the engineer for
<br />approval prior tocommencement ofinstallation. No reinforcing bars shall be damaged during installation of
<br />post -installed anchors. Special inspection shall beper the TESTS and INSPECTIONS section. Anchor type,
<br />diameter and embedment shall beeeindicated ondrawings.
<br />1. The following Adhesive -type anchoring systems have been used in the
<br />design and shall be used for anchorage to CONCRETE and K8&SDNR\', as applicable and in
<br />accordance with corresponding current |CC ESR report. Reference the corresponding iCC ESR
<br />report for required minimum age of oononate, concrete temperature range, moisture condition,
<br />light weight concrete, and hole drilling and preparation requirements. Drilled -in anchor embed-
<br />ment lengths shall be as shown on drawings, ornot less than 7times the anchor nominal diame-
<br />ter(7D) Adhesive anchors are to be installed in concrete aged a minimum of21 days, unless
<br />otherwise specified inthe |CCEBRreport.
<br />aH|LT| ''H|T'NY2OD^ - >CC ESR'3187for anchorage to CONCRETE with embedment
<br />depth less than or equal to2O bar diameters
<br />b H|LT|''M|T-HY7O''-|CCESR-3342for anchorage toMASONRY Only
<br />2 : The following Expansion type anchors are pre -approved for anchor-
<br />age toC(}NCRETEorK8ASONRYinaocordanuewithoornaspondinAourrent|CCESRreport:
<br />a H|LTI''KVVUKBOLT TZ''-|CCESR-1917for anchorage toCONCRETE Only
<br />b POWERS "POWER -STUD +SD1''- iCC ESR-2QGGfor anchorage to MASONRY Only
<br />3 : The following Screw type anchor is pre -approved for anchorage to CON-
<br />CRETE or MASONRY in accordance with corresponding current ICC ESR report:
<br />aS|K0pS(}N ''T|TEN HID^- |CC ESR'2713for CONCRETE Only and |CC ESR'1856for
<br />MASONRY Only
<br />STANDARDS:STRUCTURALSTEEL
<br />REFERENCE Conform to:
<br />1) IBC Chapter 22-^Stee|^
<br />2) ANSI/4|8C 3O3-1O-"Code of Standard Practice for Steel Buildings & Bridges^
<br />3) A|SC-"Manual ofSteel Construction^.Fourteenth Edition (2OiO)
<br />4 ANS|64|SC 3SO-1O-"Specification for Structural Steel Bui|din0s^
<br />5) AVVS D1.12010 - "Structural Welding Code -Steel"
<br />G) 2000 RCSC-^Speoifination for Structural Joints using High -Strength Bolts"
<br />SUBMITTALS: Submit the following documents tothe SERfor review:
<br />(i) SHOP DRAWINGS complying with AISC3GUSections K81andN3and A|SC3O3Section 4.
<br />(2) ERECTION DRAWINGS complying AASC3SOSections &81ond03and A|SC3O3Section 4.
<br />MakeoopiesnfthefoUowingdooumento^Avai|ab|eupnnRequest'iotheSERor(}vvner'a1nspectionAgency
<br />in electronic or printed form prior to fabrication parA|5C 380 Section M3.2 requirements:
<br />(1) that includes, asaminimum�
<br />a. Material Control Procedures
<br />b. Inspection Procedures
<br />o. Non-conformance Procedures
<br />(2) (K8TR's)indicating the compliance with specifi-
<br />) documenting conformance with the specification.
<br />(4) M/YJV. FCAVVand 8y0/V/Vindicating:
<br />a. Product specification compliance
<br />b. Recommended welding parameters
<br />c Recommended storage and exposure requirements including baking
<br />d. Limitations ofuse
<br />5) p and field welding.
<br />S) for electrodes, fluxes and gases (welding ooneumab|es).
<br />(7) for VVPS'athat are not prequa|ifiedinaccordance with
<br />(8) d continuity records conforming to
<br />AWS standards and WABO standards as applicable for Washington State projects.
<br />MATERIALS".
<br />Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 ino|ud-
<br />inQ.but not limited to,
<br />Channel (C) & Angle (L) Shapes ......................... ASTIMA3G. Fy= 36 kai
<br />Structural Plate (PL)............................................ ASTIMA3G.Fy=3Gkui
<br />Hollow Structural Section -Squere/Rent(HSS) ASTM A500. Grade B. FY=4G ksi
<br />Heavy Hex Nuts ................................................... ASTMA5S3.Grade and Finish per RCSCTable 21
<br />Washers (Hardened Flat or Beveled) .................. ASTIM F436, Grade and Finish per RCSC Table 2.1
<br />Anchor Rods (Anchor Bolts, h/pica|)------'ASTM F1554. Gc3G
<br />1) Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6 "Shop Fabrication".
<br />2) Quality Control conform to:
<br />a. AISC3GDChapter N"Quality Control and Quality Assurance" and
<br />b. A|SC 303 Section 8 "Quality Control".
<br />o. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures
<br />per A|SC3G0section N3.
<br />d. Fabricator shall perform self -inspections perA|SC 360 section N5 to ensure that their work
<br />is performed in accordance with Code of Standard Practice, the A!SC Specification, Con-
<br />tract Documents and the Applicable Building Code.
<br />e. QC inspections may becoordinated with Quality Assurance inspections per Section N5.3
<br />vvhena fabricators QA procedures provide the necessary basis for material oontro|, inspec-
<br />tion, and control of the workmanship expected by the Special Inspector.
<br />WELDING:
<br />1) Welding shall conform toAVVS D1.1 with Prequa|ified Welding Processes except as modified by
<br />A|SC3SOsection J2. Welders shall bequalified inaccordance with VVABOrequirements.
<br />2) Use 70kai strength, low -hydrogen type electrodes (E7018) or E71Tas appropriate for the process
<br />selected.
<br />3) Welding ofhigh strength anchor rods ioprohibited unless approved b Engineer.
<br />4) Welding ofheaded stud anchors shall beinaccordance with A\A/SD1.1 Chapter 7"Stud VVe|ding^
<br />ERECTION:
<br />1) Conform to/\|SC380Section &44^Ereotion^and AISC303Section 7''Enection^
<br />2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8.
<br />a. The Erector shall maintain detailed erection quality control procedures that ensure that the
<br />work is performed in accordance with these requirements and the Contract Documents.
<br />3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13.
<br />4) High strength bolting ahoU comply with the RCSC requirements including RCSC Section 7.2
<br />"Required Tautin ^ eaapplicable and A|SC3SOChapter J.Section M2.5and Section N5.G.
<br />5) Welding of HEADED STUD ANCHORS shall be in accordance with AWS D1 1 Chapter 7 ''Stud
<br />Welding.
<br />O) Provide Headed (Shear) Stud Anchors welded through the metal deck to tops of beams denoted in
<br />plans.
<br />7) The contractor shall provide temporary bracing and safety protection required by A|SC 360 Section
<br />K44.2and A|SC3O3Section 71Oand 7.11.
<br />PROTECTIVE COATING REQUIREMENTS:
<br />1) SHOP PAINTING: Conform to/\|SC 360 Section K83 andA|SC 303 Section 6.5 unless otherwise
<br />specified bythe project specifications.
<br />2) EXTERIOR STEEL: Exposed exterior steel shall be protected by either:
<br />a. Paint with an exterior multi -coat system as per the project specifications. Field touch-up painting
<br />shall betomatch top coat.
<br />STANDARDS:METAL ROOF DECK
<br />REFERENCE Conform to:
<br />1 lCC Report ESR'1735reissued March 2O1G
<br />2) G0-DDK8-"Diaphragm Design Manual, 4,'Edition
<br />3) ANSI/SDI RD-2O1O-^Standardfor Steel Roof Deck"
<br />4) /\|Sl S100'12 "North American Specification for the Design of Cold -Formed Steel Structural Mem-
<br />bers"
<br />5) /YJVS D1 320O8 "Structural Welding Code -SheetSbae|^
<br />SUBMITTALS: Submit shop drawings to the Arch itect/Engineerfor review. Shop drawings shall include ma-
<br />hsha|type. design loads, diaphragm iti o span layout, deck attachments, metaldeck edge form design
<br />&ca|cu|ations. and shoring requirements. All openings shall be indicated. Any alternate deck typesand gag-
<br />es shall be submitted to the Arch ite«t/Engineerfor review prior to fabrication and ahaU include a va|id <CC
<br />evaluation report, calculations & shop drawings (component design drawings) stamped by the SSE.
<br />MATERIAL: /\STyW/\G53 -SS Designation, Grade 33 Minimum yield strength shall be 33hsi. Stee| deck
<br />and accessories shall be galvanized to G60 minimum in accordance with ASTM A653.
<br />TYPE: Deck shall be ''Veroo" type aeshown on the structural drawings.
<br />INSTALLATION: Install deck in accordance with supplier's instructions and shop drawings. Welding shall
<br />conform to AWS D1.3. Welders shall have current WABO Light Gage Certification. Minimum end lap shall be
<br />2^ centered over supports. Minimum bearing shall be 2."
<br />OPENINGS: Deck openings less than B" do not require reinforcement.
<br />ACCESSORIES: Deck manufacturer shall furnish shoring p|ans, closure p|eteo, ridge and valley p|ates, cant
<br />stripa, sump pano, flashing and all other light gage steel material required to oomp|etethe work,
<br />FASTENING:DECK Minimum deck fastening shall be as follows, unless noted otherwise on the drawings:
<br />a 1/2^diameter puddle welds each rib attransverse and perimeter supports,
<br />a 1/2" diameter puddle welds etG" OC at longitudinal supports.
<br />COLD -FORMED STEEL FRAMING
<br />REFERENCE STANDARDS: Conform to:
<br />AISIS1OO'i2"North American Specification for the Design ofCo|d-Fonned Steel Structural Members"
<br />(2) AISI S200-12 "North American Standard for Cold Formed SteeI Framing - General Provisions"
<br />(3) AISI S210-07 "North American Standard for Cold Formed Steei Framing - Floor and Roof System De-
<br />sign"
<br />) A]SIG211/O7/S1'12"North American Standard for Cold Formed Steel Framing Wail Stud Design"
<br />(5) AISI S212-07/SI-12 "North American Standard for Cold Formed Steei Framing - Header Design"
<br />G) AISI S213-07/Sl-09 "North American Standard for Cold Formed Steei Framing - LateraI Design"
<br />(7) AlSf S214'12 ''North American Standard for Cold Formed Steel Framing -Truso Design"
<br />(8) A|B! S220-11 "North American Standard for Cold Formed Steel Framing - Nonstructural Members"
<br />(Q) A^&&/C "Wall and Ceiling Standards" Sec. 9.8 "Exterior Steel Studs Wall Systems."
<br />(iO)AWS D1.3 "Structural Welding Code-SheeLSbeei^
<br />Structural Sections 54.G8and Q7-mi|;ASTMA653.SSGrade 5OorAGTMA1003Grade 5O.
<br />Min Fy=5OKS|
<br />33and 43-mi|. ASTK8A653 SS or Minn
<br />. . .
<br />Fy=33KS|
<br />Sheet Metal Screws Grabber orBui|dexSe|f-DhUing,#1Dscrews unless noted otherwise on
<br />drawings; ASTM C1513 or SER approved alternate
<br />Fasteners toSteel Hi|ti)<-UPower Actuated Fasteners -|CCESR'22GA
<br />Fasteners toConcrete Hi|tiX-UPower Actuated Fasteners with 3/4^embedment- iCC ESR-2269
<br />Weld Material EGOXX electrodes conforming toAW8 D1 3
<br />Studs and Track shall be galvanized in accordance with ASTM A653. G60. unless in contact with prea-
<br />suretneated wood. If in oontactwith pressure treated wood, use GBO orgreater coatings. Fastenings
<br />not shown onthe drawings shall beaerecommended bythe manufacturer.
<br />PROFILE:SIZE AND Cold -formed steel framing members shall beaaspecified inthe Steel Stud Manufac-
<br />turer's Association ICC Evaluation Report ESR-3064P and of the size and profile as shown on the drawings.
<br />Alternate members equivalent in shape, size, and strength by manufacturers not members of the Steel Stud
<br />Manufacturer's Association shall be subject to review and approval by the Architect / Engineer.
<br />FASTENERS:CONNECTORS and Connectors shall be installed per the manufacturer's instructions. All
<br />screws shall busnug with the steel surface and shall penetrate into steel studs by minimum ofthree ex-
<br />posed threads. Connections shall not bestripped. Screws shall be installed a minimum of3/O^from steel
<br />edges and with noless than l4^oc.spacing.
<br />When fastening to steel, Powder Actuated Fasteners ahm|| be installed a minimum of 1/2'' from steel edges
<br />and with no less than 1^ o.o. spacing. When fastening to concrete, Powder Actuated Fasteners shall be in-
<br />stalled a minimum of 3" from concrete edges and with no less than 4" o.c. spacing
<br />CONDITION:MEMBER All structural cold -formed framing members must be in good condition. Damaged
<br />membera, members with cracking in the steel at the bend radius |ooatinna, and members with significant red
<br />rusting or scaling of the protective coating are unacceptable and must be rap|oned, unless approved by the
<br />SERMembers not meeting tolerances listed below shall be replaced prior to loading.
<br />TOLERANCES:ERECTION and Cold -formed steel framing shall be erected true and plumb per the require-
<br />ments and within the specified tolerances listed below. For purposes of this santion, camber is defined as
<br />the deviation from straightness of member or any portion of member with respect to its major axis, and
<br />sweep is defined as the deviation from straightness of a member or any portion of a member with respect to
<br />its minor axis.
<br />M For joists, track, and axial load bearingstuds, out ofp|umbnessand out ofstraightness (camber and
<br />sweep) shall not exceed 1/10UO" ofthe member length (1/8^over 1O'-0'')
<br />= Erect framing in accordance with manufacturer's instructions.
<br />= Studs shall seat into top and bottom tracks. The gap between the end ofthe stud and the web ofthe
<br />track shall not exceed 1/16^ for axial load bearing studs.
<br />= Joints and end stiffeners shall be located directly over studs. The use of vva|| top track as a load
<br />distribution member isnot permitted.
<br />NOTCHES:FIELD CUTS AND Field outs and notches of any kind (including widening pre -punched holes)
<br />are NOT allowed in any structural cold -formed steel member without prior approval from SER.
<br />STANDARDS:WOOD FRAMING
<br />REFERENCE Conform to:
<br />1) IBC Chapter 23^VVOOD^
<br />2) NDS'^2O15National Design Specification (NDS)for Wood Construction"
<br />(3) ANSI/AF&PA - SDPWA-1 5: Special Design Provisions for Wind and Seismic
<br />4 APAD51OC-12Plywood Design Specification
<br />5) ANSI/TPI 1-2014 "National Design Standard for Metal -Plate -Connected Wood Truss Construction"
<br />(6) BCS| "Guide to Good Practice for Handling, Installing & Bracing of Metal Plated Connected Wood
<br />Truauaa^
<br />(7) TPI DSB "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood
<br />Trusses"
<br />(8) APA ReportTT'O45B "Minimum Nail Penetration for Wood Structural Panel Connections Subject to
<br />Lateral Loads"
<br />DEFERRED SUBMITTALS: Submit product data and proof of ICC approval for framing members and Fasten-
<br />ers that have been designed by others. Submit calculations prepared by the SSE in the state of Washington
<br />for all members and connections designed by others along with shop drawings. All necessary bridging,
<br />b|ookinQ, blocking panels and web stiffeners nhe|| be detailed and furnished by the supplier. Temporary and
<br />permanent bridging shall be installed in conformance with the manufacturer's specifications. Deflection limits
<br />shall beannoted under DEFFERREDSUBM|TTLALSsection specific details. Products included are:
<br />w .Metal plate connected trusses (prefabricated trusses) Conform to IBC Section 2303.4.
<br />Truss Supplier to provide design and materials for all permanent truss bracing. Shop draw-
<br />ings shall provide for shapes, bearing points, intersections, hips, and valleys shown on the
<br />drawings. The manufacturer shall provide special hip, valley and intersection areas (step
<br />down trusses, jack trusses and girder trusses) unless specifically indicated on the plans.
<br />Provide all truss -to -truss and truss -to -support connection details and required connection
<br />materials. Specify temporary and permanent bracing and connections on the shop drawings.
<br />Provide all truss reactions on shop drawings.
<br />IDENTIFICATION� Ail sawn lumber and pre -manufactured wood products shall be identified bythe grade
<br />mark ora certificate of inspection issued by the certifying agency.
<br />MATERIALS.-
<br />0 Conform to grading rules ofVVIWPA. WCL|B or NLBA and Table be|ow. Finger jointed
<br />studs acceptable etinterior walls only.
<br />TABLE of SOLUD SAWN LUMBER
<br />Member Use
<br />Size
<br />Species
<br />Grade
<br />Wall Stud
<br />2x4. 3x4. 2xG. 3x8
<br />Doug Fir Larch
<br />No. 2
<br />Sill Plate
<br />2x4. 3x4. 2x0. 3xS
<br />PT Doug Fir Larch
<br />No. 2
<br />Post
<br />4x4.4x6.4x8
<br />Doug Fir Larch
<br />No 2
<br />Floor orRoof Joist
<br />2x0through 2x12
<br />Doug Fir Larch
<br />No 2
<br />Beam
<br />4x8 through 4x12
<br />Doug Fir Larch
<br />No2
<br />Beam
<br />Gx8through 6x12
<br />Doug Fir Larch
<br />No 1
<br />Post orTimber
<br />6x6.8x8
<br />Doug'FirLarnh
<br />No. 1
<br />9 Conform boAITC 117-2010 "Standard Specifications for Structural Glue -
<br />laminated Timber ofSoftwood Species, Manufacturing d Deeign^and /\NSI/AITCAi9O.1"Structural
<br />Glued Laminated Timber." Camber all glued laminated beams, except cantilevered and continuous
<br />boama, to3ODD' radius. unless shown otherwise omthe plans. Fabricate cantilevered and continuous
<br />beams flat, un|esoshown otherwise onplans.
<br />TABLE of GLULAM and GRADE
<br />Comb. Sizes mm�� ~�^^^�
<br />�� ���� �� N�boU Uses
<br />Beams AU DF/DF 24F-V4 Simple Spans
<br />Continuous Beams Ali �F/�F 24F-�� Cantilever
<br />Spans
<br />m Wood APA-rated structural sheathing includes: aU veneer p|y-
<br />vvoo8, oriented strand boerd.vvaferboerd. parUcleboard. T1-11 eidin0, and composites cfveneer and
<br />wood based material with T&G]oint. Architect may disallow OSB. Confirm with Architect. Conform
<br />to "Construction and Industrial Plywood" based on Product Standard PS 1-09 by the U.S. Dept. of
<br />Commerce, and "Performance Standard for Wood -Based Structural -Use Panels" based on Product
<br />Standard PS 2 18 by the W.S. Dept. of Commerce and "Plywood Design Specification" based on APA
<br />D51 OC-1 2 by the American Piywood Association. Unless noted otherwise, sheathing shall comply with
<br />the following table:
<br />TABLE of SHEATHIING - Use, Miniimum Thickness and MlInimum APA Rating
<br />Locaton
<br />ThIckness
<br />Span Rating
<br />Piywmod Grade
<br />Exposure
<br />Roof
<br />15/32^
<br />32/16
<br />C-D
<br />1
<br />Walls
<br />15/32^
<br />32/16
<br />C-D
<br />1
<br />Unless noted otherwise on drawingo. Install roof and floor panels with long dimension across supports
<br />and with panel continuous over two mrmore spans. End joints shall occur over supports.
<br />w Timber Connectors: BhaU be ''Strong Tie^ by Simpson Company as specified in their latest catalog.
<br />A|harnateoonnectors bvother manufacturers may besubstituted provided they have nurrant|CC ap-
<br />proval for equivalent or greater load capacities and are reviewed and approved by the SER prior to
<br />ordering. Connectors shall be installed per the manufacturer's instructions. Where connector straps
<br />connect two members, place one-half nfthe nails or bolts in each member. Where straps are used as
<br />ho|d-dovvno, nail straps to wood framing just prior to drywall app|icotion. as |ate as possible in the fram-
<br />ing process to a||om/ the wood to shrink and the building to settle. Premature nailing of the strap may
<br />lead tostrap buckling and potential finish damage.
<br />VVhena connectors are in exposed exterior applications in contact with preservative treated wood (PT)
<br />other than CCA, connectors shall be either batch hot -dipped galvanized (ND6), mechanically galva-
<br />nized (ASTM B695, Class 55 minimum) stainless steel, or provided with 1.85 oz/sf of zinc galvanizing
<br />equal toorbetter than Simpson ZK8/0(finish.
<br />Nail straps to wood framing as late as possible in the framing process tnallow the wood to shrink and
<br />the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish
<br />damage.
<br />0 Fasteners (nails, boits, ocnevvo, etc) attaching timber connectors (joist hmngere, post caps and basee,
<br />etc) to PT wood ehu|| have similar corrosion resistance properties (matching protective treatments) as
<br />the protected connector. Fasteners (nai|s, bo|ta, aonavve, etc) attaching sawn timber members or
<br />sheathing (shear walls) to PT wood shall be corrosion resistant; nails and |a0 bolts shall be either HDG
<br />(ASTK4 A163) or stainless steel, Verify e suitability of the fastener protection/coating with the wood
<br />treatment chemical mmnufmotuner/supp|ier.
<br />Provide washers under the heads and nuts of all bolts and lag screws bearing on wood.
<br />w : Conform toASTK8A3O7and |BCSection 23O4.1O.
<br />° Nails and Staples:Conform toASTK8F1SO7and |BCSections 23O3.Gand 23O41O.
<br />NAILING REQUIREMENTS: Conform to IBC Section 2304.10 "Connections and fasteners." Unless noted on
<br />p|eno, nail per Table 2304.10.1. Nailing for roof/floor diaphragms/shear vva||s ehe|| be per drawings. Nails
<br />shall be driven flush and shall not fracture the surface of sheathing. Alternate nails may be used but are
<br />subject to review and approval by the Structural Engineer. Substitution of staples for the nailing of rated
<br />sheathing is subject to review by the structural engineer prior to construction.
<br />CONSTRUCTION:STANDARD LIGHT -FRAME Unless noted on the plans, construction shall conform to
<br />IBC Section 23Q8"Conventional Light -Frame Construodon"
<br />CONTENT:MOISTURE Wood material used for this project shall have maximum moisture content of 19Y6
<br />except for the pressure -treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of
<br />these limits. The maximum moisture content required maybe less than 1QY6when based on a particular
<br />cladding/insulation system. Refer to the Architect's drevvings, and project apeoifioationn, or with cladding in-
<br />staller for maximum recommended moisture content.
<br />CLADDING : The Architect/Owner shall review the cladding and insulation systems pro-
<br />posed for the project with respect to their performance over wood studs with moisture contents greater than
<br />19%. E|FS systems should be avoided on wood -framed projects due te problems with moisture proofing.
<br />PRESERVATIVE TREATMENT (PT): Wood materials that are required to be"treated wood" in accordance
<br />with IBC Section 2304.12. "Protection Against Decay and Termite Protection" shall conform to the appropri-
<br />ate standards of the American Wood -Preservers Association (AWPA) for sawn lumber, glued laminated tim-
<br />ber, round po|eo, wood piles and marine piles. Follow American Lumber Standards Committee (ALSC) quali-
<br />ty assurance procedures. Products shall bear the appropriate mark. Fasteners or anchors in treated wood
<br />shall be of stainless steel or hot -dipped galvanized or as per IBC 2304.10.5.
<br />Mud sill plates in normally dry interior applications may be treated with Sodium B(DOT - Disodium (}o-
<br />babonate Tetnahydrate) as recent studies have noted Iesaconnector corrosion potential than other available
<br />wood treatments or the original CCAtreatod sill plates. Wood treated with Sodium Borate uhm|1 be protected
<br />during shiprnent, storage and ineta||atiun to minimize leaching of the water-ao|ub|e preservative from the
<br />lumber. Sodium borate pressure treated plates do not require hot -dipped galvanized connectors.
<br />If using sill plates other than CC/4 or sodium borate, fasteners must be hot dipped galvanized or stainless
<br />steel. Fasteners (nai|e, bo|te, eonewe. washers & IaQ screws) attaching timber connectors (joist hangers,
<br />post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective
<br />treatments) as the protected connector; that is, use hot dipped galvanized orstainless steel fasteners. Fas-
<br />teners (nai|o, bo|ts, screws, washers & lag screws) attaching sawn timber members or sheathing (sheer
<br />vve||s) to Pressure Treated wood sha|| be corrosion resistant (hot dipped galvanized or stainless sbae|).
<br />Always verify the suitability of the fastener protection/coating with the wood treatment chemical manufactur-
<br />er/supplier.
<br />Fire Retardant Treated (FRT)Wood: Wood material that is required to be Fire Retardant Treated Wood to
<br />conform toIBC section 23O33-"Fire Retardant Treated NJood." Submit ICCreport toEORfor review and
<br />approval prior to construction.
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<br />sxcEF TITLE
<br />GENERAL NOTES
<br />CONTMED
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