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COPYRIGHT NOTICE
<br /> •
<br /> THIS DOCUMENT AND THE INFORMATION
<br /> CONCRETE REINFORCEMENT POST-INSTALLEp ANCHORS: Install only where specifically shown in the details or allowed by SER. All post- ERECTION: • Timber Connectors: Shall be "Strong 'Fie" by Simpson Company as specified in their latest catalog. Alternate HEREIN RELATING TO THE PROJECT ARE
<br /> Installed anchors types and locations shall be approved by the SER and shall have a current ICC Evaluation Ser- connectors by other manufeeture.rs may be substituted provided they have current ICC approval for equiva- AN INSTRUMENT OF SERVICE AND THE ,
<br /> COPYRIGHTED PROPERTY OF BOTESCH,
<br /> • vice Report that provides relevant design values necessary to validate the available strength exceeds the required 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section I "Erection". lent or greater load capacities and are reviewed and approved by the SER prior to ordering. Connectors shall NASH AND HALL ARCHITECTS, P.S. NO
<br /> REFERENCE STANDARDS: Conform to: strength. Submit current manufacturer's data arid ICC ESR report to SER for approval regardless of whether or 2) Conform to AISC 380 Chapter el 'Quality Control and Quality Assurance" and AISC 303 Section 8. be installed per the manufacturer's instructions. Where connector straps connect two members, place one PART HEREOF SHALL BE COPIED, .
<br /> (1) ACI 301-10 'Standard Speeifications for Structufal Concrete", Seetion 3 "Reinforeement and Reinforcement DUPLICATED, DISTRIBUTED, DISCLOSED OR ,
<br /> not it is a pre-approved anchor, Anchors shall be installed in strict accordance to ICC ESR and the manufacturer's a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is half of the nails or bolts in each member. Where straps are used as hold-downs, nail straps to wood framing ,
<br /> MADE AVAILABLE TO OTHERS OR USED TO
<br /> Supports." printed installation instructions (MPII) in conjunction with edge distance, spacing and embedment depth as indicat- performed in riceordanee with these requirements and the Contract Documents. just prior to drywall application, as late as possible in the framing process to allow the wood to shrink and the ANY EXTENT WHATSOEVER, EXCEPT AS
<br /> (2) ACI SP-66(04) "ACI Detailing Manual" EXPRESSLY AUTHORIZED IN WRITING BY
<br /> ed on the drawings. The contractor shall arrange for a manufacturer's field representative to provide installation 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 t..'tection 7.13. buildiog to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage.
<br /> (3) CRSI MSP-09, 28'1' Edition, "Martual of Standard Practice." BOTESCH, NASH AND HALL ARCHITECTS,
<br /> training for all products to be used, prior to the commencement of work. Only trained installer shall perform post 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 "Required RS,
<br /> (4) ANSI/IV/VS D1.4: 2005, "Structural Welding Corle - Reinforeing Steel." \i'Vhere connectors are in exposed exterior applications in contact with preservative treated wood (PT) other ' s
<br /> installed irk Finn installation. A record of training shall be kept on site and be made available to the SER as re- Testing", as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6,
<br /> (5) IB(, Chapter 19-reoncrete. than CCA, connectors shall be either batch hot dipped galvanized (HOG), mechanically galvanized (AsTm
<br /> quested. Adhesive anchors installed in horizontally or upwardly inclined orientation shall be performed by a certi- 5) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section M4.2
<br /> (6) AC1 318-14 "Building Code Frequirements for Struetural Concrete." B695, Class 55 minimurn) stainlees steel, or provided withoz/sf of zinc galvanizing equal to or better
<br /> fied adhesive anchor installer (AAI) as certified through AU/CRS' or approved equivalent Proof of current certifi- and AISC, 303 Section '7.10 and 7.11.
<br /> (7) AC11-17-10 "Specifications for Tolerances for Concrete Construction and Materials" than Simpson ZMAX finish. i•ta 1119- .
<br /> cation shall be submitted to the engineer for approval prior to commencement of installation. No reinforcing bars i
<br /> shall be di-Imaged during installation of post installed anchors. Special inspection shall be per the TESTS and IN PROTECTIVE,COATING REQUIREMENTS: Nail straps to wood framing as late as possible in the framing process to allow the wood to shrink and the ih
<br /> SUBMITTALS: Conform to ACI 301 Section 3211 "Sobmittels." Submit placing drawings sheaving fabrication di- SPECTIONS section, Anchor type, diameter and embedment shall be as indicated on drawings. buiiding to sc-ittle, Premature nailing of the strap may lead to strap butekling and pote.ntial finish damage. .
<br /> monsions and placement locations of reinforcement and reinforcement supports. 1) SHOP PAINTING: Conform to A1SGSection M3 and AISC.: 303 Section 6.5 unless otherwise specified
<br /> by the project specifications.
<br /> ,i1ATFRIAIrS: •,
<br /> 1. ADHESIVE ANCHORS: The following Adhesive type anchoring systems have been used in the design * Faetenere (nails, bolts, screws, etc) attaching timber connectors (joist hangers, post caps and bases, etc) to
<br /> 2) INTERIOR STEEL: PT wood 31-1011 have similar corrosion resistance properties (matching protective treatments) as the protected
<br /> and shall be used for anchorage to CONCRETE and MASONRY, as applicable and in accordance
<br /> Reinforcino Brae ASTM A615, Grade 60, deformed bans. a. Unless noted otherwise, do not paint any of the steel surfaces meeting the following conditions: connector. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or sheathing (shear walls) = - -• tte
<br /> te e
<br /> with corresponding current ICC ESR report. Reference the corresponding ICC ESR report for required , 0
<br /> to PT wood shall be corrosion resistant; nails and lag bolts shall be either HOG (ASTM A153) or stainless — - s
<br /> Smooth Welded Wire Fabric . . ASTM A1064 • Concealed by the interior building finishes,
<br /> minimum age of concrete, concrete temperature range, moisture condition, light weight concrete, and (f) EL ti4it ,
<br /> steel. Verify the suitability of the fastener protection/coating with the wood treatment chemical manufacturer/
<br /> Ger Supports- CRSI fv1SP-09, Chapter'3 "Bar Supponte." • Fireproofed, .
<br /> hole drilling and preparation requirements. Drilled in anchor embedment lengths shall be as shown on
<br /> Tie Wire 16 gage or heavier, black annealed. supplier.
<br /> drawings, or not loss than 7 times the anchor nominal diameter (70), Adhesive anchors are to be in- • Embedded in concrete,
<br /> I etalled in concrete aged a minimum of 21 days, unless otherwise specified in the ICC ESR report. • Specially prepared as a "laying surface" for Type SC 'slip-critical' connections including bolted
<br /> FABRICATION: Conform to AC,1301, Section 3:22, 'Fabrication'', and Aci 1SP-66 "ACI Detailing Manual." Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. .
<br /> connections that form at part of the Seisinie Force Reeisting System governed by A1SC 341 ure
<br /> less the coating conforms to requirements of the RCSC Bolt Specification and is approved by the • Lag Bolts/Botts: Conform to ASTM A307 and IBC Section 2304.10.
<br /> WELDING: Hers shall not be welded unless authorized. When authorizeci, isonform to AC1 301, Section 3.2.2,2. a. HILT1 'HIT-HY 200" - ICC ESR-3187 for anchorage to CONCRETE with embedment depth . • .
<br /> Engineer. .
<br /> rtiVelding"„NNS 0.1.4, and provide ASTM A706, grade 60 reinforcement. less than or equal to 20 bar diameters • N.03 and_Staples: Conform to ASTM F1667 and IBC Sections 2303.6 and 2304.10. ' .
<br /> • • Welded; if area requires painting, do not paint until after weld inspections and non-destructive .
<br /> b, HILTI "HIT-HY 270' - ICC ESR-4143 for anchorage to MASONRY Only testing requirement, if any, are satisfied.
<br /> , Pi ACING conform to AC1301. Section 3,3.2 "Placing." Placing tolerances shall conform to ClA 117t . :
<br /> ,
<br /> • En neared Wood Products (1-ZedBuilt): The following materials are based on lumber manufactured by 't•'-erl
<br /> 2. EXPANSION ANCHORS: The following Expansion type anchors are pre-approved for anchorage to •
<br /> b. Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise indicat- RedBulit and were used for the design as shown on the plans t Alternate products by other manufacturers
<br /> CONCRETE COVER: Conform to the folic/wing cover requirements unless noted otherwise in the drawiings. CONCRETE or MASONRY in accordance with corresponding current ICC ESR report: ed in the project specifications. Field touch-ups to match the finish coat or as otherwise indicated in may be substituted provided they have current ICC approval for equivalent or greater load and stiffness
<br /> Concrete cast againet earth,it..i..........,.......„.....ii3"
<br /> Concrete exposed to earth or weather 2" a. HILT! "KWIK BOLT TZ"- ICC ESR-1917 for anchorage to CONCRETE Only the project specifications. properties and are reviewed and approved by the Structural Engineer prior to ordering. [A HUD Material Re-
<br /> lease form is required for all manufactured wood products listed below] MEM
<br /> Ties in columns and beams 1-titt" b. DEWALT 'POWER-STUD ii-SD1"- ICC ESR-2966 for anchorage to MASONRY Only] ea, 3) EXTERIOR STEEL: Exposed exterior steel shalt be protected by either:
<br /> Bars in slabs tiet" - ie-
<br /> Bars in walls.......................................,i,...i.i...,i....M" 3. SCREVV ANCHORS: The following Screw type anchor is pre approved for anchorage to CONCRETE a. Paint with antixterior multi oil system as per the project epecifications. Field touch-up painting shall a. Laminated Veneer Lumber (RedLarn LVL): Conform to ICC ES Report No. ESR.,2993 or CONIC Re-
<br /> C,J ro
<br /> . or MASONRY in accordance with corresponding current ICC EST?.report: match top coat, port No. 12627-R.
<br /> WiS co ,i-
<br /> 0, 1
<br /> b. Galvanizing: Undoes; protected with a paint system, exposed steel (outside the building envelope) shall
<br /> SPLICES: Conform to ACI 301, Section 3.2.)'.2.7, "Splices'. Refer to "Typicai Lap Splice and Development Length a. 'SIMPSON "TITEN HD'' - ICC ESR-2713 for CONCRETE Only and ICC ESR-1056 for fv1A- be hot-dipped galvanized, where noted on the plans or otherwise indicated by the finishes specified by b. Tapered and Parallel Chord 1-J01STS' (Deferred Submittal): conform to ICC Report No. ESR,2994.
<br /> in
<br /> Schedule:" for typical reinforcement epiicee. Splices indicated on individual !sheets shall control over the schedule. SONRY Only the Architect. Apply field touch-ups per project specifications. The manufacturer shall design the joists for the spans and conditions shown on the plans. Joists shall
<br /> Mechanical connections may be used when approved by the SER. have LVIr chords and solid wood webs. Joists shall be tapered or parallel as shown on the plans. GO a: -1-', ig,
<br /> STRUCTURAL STEEL sj:DF,ciAt,„,g6rvipp3isvytER REQUIREMENTS: Ledger angle for brick support shall be installed such that tine Z ,c.L) ,,i_
<br /> FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." E'er eizere #3 through #5 TABLE of ENGINEERED WOOD Requirements .. LiJ x
<br /> sweep/camber does not exceed 1/8" deviation from straight in •10 feet, _ U)
<br /> may be field bent cold the first time. ittibsetquent bends and other bar sizes require preheating. Do not twist bare.
<br /> Bars shall not be bent past 45 degrees. REFERENCE STANDARDS: Conform to: _ __ si= (t) , .
<br /> Type Use Widths Eciel Fb Fy Fell 0 a) . .
<br /> 1) IBC Chapter 22, -"Steel" ,
<br /> 0 .-sze. cp
<br /> TYPICAL CONCRETE REINFORCEMENT: Unless noted on Inc plans, concrete wane shall teinve, tile following 7) ANSVAISC 303-10 -"Code of Standard Practice for Steel Buildings & Bridges•' WOOD FRAMING PSI PSI PSI PSI 0 .0 CD DLE3)
<br /> minimum reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to rebar fabrica- 3) ALSO-"Manual of Steel Construction'', Fourteenth Edition (2010) Yea p y 0 GED
<br /> bon. 4) ANSIIAISC 360-10 -"Specification for Structural Steel Buildings." REFERENCE STANDARDS: Conform to: ReclLarn LVL Rirnboard Rimboard or Stair
<br /> 1 14" 1.4E 1,800 225 2,500 0 if, ar cp
<br /> - i
<br /> cr)
<br /> 5) AWS D1.1:2010--"Structural Welding Code- Steel" (1) IBC Chapter 23 'WOOD" Stringer in < = oe
<br /> ter
<br /> TABLE of MINIMUM CONCRETE WALL REINFORCING 6) 2009 RGSC -''Specification for Structural Joints using High Strength Bolts" (2) NDS -"2015 National Design Specification (NDS)for Wood Construction" Header, Beam or Col- 1 ti/4", 3 1,4", 5 .., ...„i.,,,..,i
<br /> . (3) ANSI/AF&PA- SDPWA-15: Special Design Provisions for Wind and Seismic RedLam LVL
<br /> train 1/4", 7" 2iOE 2,900 285 2,635 lii•tit,iititiltleli,itititte, ,,,,reni ttai Sr) ,ji)
<br /> Wall Thickness HORIZONTAL Bars VERTICAL Bars Location SUBMITTALS: Submit the following documents to the SER for review: (el) APA D510C-12 Plywood Design Specification
<br /> RedLam LVL Wall Stud 2x4 & 2x6 1 'At" 2.0E 2,900 285 2,635
<br /> 6" tit4 @ 12" OC #4 @ 12" OC center in wall (5) ANSIITPI 1-2014 "National Design Standard for Metal-Plate-Connected Wood Truss Construction" terietteiegiiteits tetiiettittl, -,-, `)
<br /> (1) SHOP DRAWINGS,complying with AISC 360 Sections Mland N3 and AISC 303 Section 4. (6) BCSI "Guide to Good Practice for Handling, Installing &Bracing of Metal Plated Connected Wood Trusses" „et__ete
<br /> 1 i ", 1 3/", 3
<br /> 8" #5 it) •12" OC il5 @ 12 center" OC in wall (2) ERECTION D m
<br /> DRAWINGS complying AISC 360 Sections M1and N3 and AISC 303 Section 4. (7) TPI DSB "Recomended Design Specification for Temporary Bracing of Metal Plate Connected Wood Wall Stud >2x6 /2 t
<br /> 1/2." 2.0E 2,900 285 2,635
<br /> Trusses.'
<br /> 10" #41 0 16" OC EF #4 (rip 16" OC E F El = each face Make copies of the following documents "Available upon Request" to the SER or Owner's Inspection Agency in (8) APA Report TT-0455 "Minimum Nail Penetration for Wood Structural Panel Connections Subject to Lateral
<br /> ,
<br /> 12" /14 rife 12" OC EF #4 @ 12' OC El El = each face eleetroniC or printed form prior to fabrication per A1SC 360 Section N3.2 requirements: Loads"
<br /> i NAILING REQUIREMENTS: Conform to IBC Section 2304.10 "Connections and fasteners." Unless noted on
<br /> (I) FebriceptertetwritterteQuality Controt Mantua]that includes, as a minimum: plane, nail per Table 2304.10.1, Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be .
<br /> 5MRMITIN5.: Submit shop drawings to the ArchitectlEngineer for review. Shop drawings shall include member ,
<br /> a. Material-Control Procedures size, spacing, camber, material type, grade, shop and field assembly details and connections, types and location of driven flush a.nd shall not fracture the surface of sheathing. Alternate nails may be used but are subject to review ,
<br /> b. Inspection Procedures
<br /> BRICK VENEER bolts arid other fasteners. Supply shop drawings for tire following: and approval by the Structural Engineer. Substitution of staples for the nailing of rated sheathing is subject to ro-
<br /> c, Nort-conformence Procedures (1) Glued laminated members view by the structural engineer prior to construction.
<br /> (2) Steel &Anchor Rod suppliers' Material Test Reports (MTR's)indicating the compliance with specifications. (2) PSL members
<br /> , REFERENC.E STANDARDS: Conform to: (3) Fastener manufecturer's Certification documenting conformanee with the specification. (3) LVL members StT,ANDAREILIGHT-ERAME CONSTRUCTION: Unless noted Oil the plans, construction shall conform to IBC Sec-
<br /> (4) Filler metal manufacturer's product data for SIVIAIN, FCAVV and GMAW indicating: (4) LSL members tion 2308 "Conventional Lieht-Frame Construction."
<br /> , -1) IBC Chapter 14 "Exterior Walls," a. Product specification compliance (5) Parallel Wood I Joists (Solid web-wood joists)
<br /> 2) IMS 402-i13/AC1 530-13iASCE 5-13 "Building Code Requirements tor Masonry Structures:, Chapter 12 b. Recommended welding parameters NAILERS ON STEEL COLUMNS and BEAMS: Wood 3x nailers are generally required on all HSS columns and
<br /> "Veneer' Herein referenced 'as MSJC. c. Recommended storage and exposure requirements including baking DEFERRED SUBMITTALS: Submit product dEtta and proof of ICC approval for framing members and fasteners ieteeil beams abutting or embedded within wood framing. Unless noted otherviise, attach with 5.14" diameter bolts or
<br /> 3) TMS 602-13/ACI 530.1-13/ASCE 6-.13 "Specification for Masonry Structures," Herein referenced as d, Limitations of use that have beein designed by others. Submit calculations prepared by the SSE in the state of Washington for all welded studs at 16" on centers. Unless noted otherwise, wood trailers on beams supporting joist hangers shall not
<br /> MSJC.1. (5) Welded Headed (She.arr Stud Anchors Manufacturer's certification indicating the meet specifications. members and connections designed by others along with shop drawings. All necessary bridging, blocking, blocking overhang the beam flange by more than i/t".
<br /> (6) Weld Procedure Specifications (WPS's)for shop and field welding panels and web stiffeners shall be detailed and furnished by the supplier. Temporary and permanent bridging shall X
<br /> SUBMITTALS: Submit prodect specific information on anchor size, type and capacities tivith corresponding ICC- (7) Manufacture:1'e Certificates of Conformance for electrodes, fluxes and gases (Yielding consumables). be installed in conformance with the manufacturer's spoeifications. Deflection lirnits shall be as noted under DEF- VVOOD SHRINKAGE AND EXPANSION: Wood materials will expand or contract based en relative (-flanges in Ca
<br /> ESR reports regarding wire ties, -sheet metal connector piece's, serews, arid expanision anchors to the Architeei/ (8) apteederro_QtrelifiteatiorteRecterds (PQR's)for WPS`s that are not prequalified in accordance with MS, FERRED SUBMITTLALS seotion specific de.tails. Products included are: moisture, The. oontractor is responsible for means and methods of construetiun related to mitigating and managing
<br /> Engineer for review. (9) Welding pertereollet Pterfermance Qualification Recerder,(Wft3Qa)eand continuity records conforming to AWS the effects of changes in moisture. CC
<br /> standards and 'A/ABC) standards as applicable for Washington State projects.
<br /> <
<br /> MATERIALS: • Solid web wood loists (1-joiets) MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except i
<br /> 0.1) BRICK VENEER: Conform to ASTM 0216 "Standard Specification for Facing Brick (Solid Masonry Units MATERIALS: for the pressure treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of these limits. The
<br /> IDENTIFICATION: All sawn lumber and pre-manufactured wood products F.ihatl be identified by the grade mark or a
<br /> Made from Clay or Shale)", Grade. mw. Structural steel rnate.rials shall conform to materials and requirements listed in A1SC '360 section A3 including, but maximum moisture content required may be less than 19% when based on a particular claddingfinsulation system.
<br /> certificate of inspection issued by the certifying agency, Z not limited to: Refer to the Architect's drawings, and project specifications, or with cladding installer for iliaXifiliIM recommended
<br /> 2) Mortar: Conform to ASTM 0270, Type te, and IBC Section 2103.2 "Mortar." Wide Flange (W), Too (WT) Shapes ASTM A992, Fy= 50 ksi moisture content. LIJ CD .
<br /> NIATEBIL,S;,
<br /> Channel (C)&Angle (L) Shapes ASTM A36, Fy ts" 36 ksi .1 In 0
<br /> 3) Jo 1 NT REINFORCING: Conforms to ASTM A951 'Standard Specification for Steel Wire for fvlasonry Joint Structural Hate (PL) ASTM A36, Fy = 36 ksi • Sawn Lumber: Conform et) grading rules of WWPA, WCLiLi or NLGA and Table below. Finger jointed studs SHRINKAGE COMPENSATION,FOR MECHANICAL...ELECTRICAL, AND PLUMBING,SYSTEMSt: MEP systerns, < CO V : ,
<br /> Reinforcement". All joint reinforcing shall be hot dip galvanized. Hollow Structural Section - Square/Rect(HSS).iASTM A500, Grade B, Fy a-. 46 ksi acceptable at interior walls only. including ductwork. pipes, and other elements that run continuously between levels stroll bo installed/designed in
<br /> CO
<br /> w.
<br /> Structural Pipe, (PIPE) 12"dia. and less .i...........ASTM A53, Grade B, Fy e- 35 ksi such a manner to accommodate shrinkage in the wood framing. Wood shrinkage amounts will vary depending on
<br /> 4) ANCHQRS: Anchor ties shall be the HOhlTiallii & Barnard Seismic ianchorsi Anchor tiee shall be adjustable High Streneth, Heavy Hex Structural Bolts..........ASTM A325/F1852, Type 1 or 3, Plain TABLE of SOLID SAWN LUMBER
<br /> the construction process and materials used. The anticipated shrinkage under typical conditions is expected to 0 la CD
<br /> two-piece anchors made of 14 gage or 12 gage galvanized metal and/or 11V2.8 (3/16" diameter) galvanized Heavy Hex Nuts ...............,i......i.........i....,...i,.......ASTM A563, Grade and Finish per RCSC Table 2.1 range between 1/8' and 1/4" per floor. < > <
<br /> wire that shall be engineered to attach: Washers (Hardened Flat or Beveled) ASTM E436, Grade and Finish per RCSC Table 2.1 Member Use Size Species Grade
<br /> • to the face of Masonry or corterete. with a !A' expaneion bolt or screw anchor for concrete or masonry Ai-Mhor Rode (Anehor Bolts, typical)....................ASTM F1554, Gr. 36 Wall Stud/Top & But CLADDING COMPAT1BIL The Architect Owner shall review the ciedding and insuiation systems
<br /> proposed for 2 <
<br /> - , i TY:
<br /> embedded 2.' minimum into the concrete or masonry. 2x4, 3x4, 2xb, i3x6 Doug Fir Larch No. 2
<br /> torn Plates the project with respect to their performance over wood studs with moisture contents greater than 19%. EIFS sys-
<br /> 6 to steel stud with two #12 (0i209" dit,rmeter) screws per anchor, STRUCTURAL. JOINTS USING.HIGH-STRFNGTH BOLTS: tents should be avoided on wood-framed projects due to problems with moisture proofing.
<br /> • to wood stud with two #9 (0.177" diameter) screwe per anchor embedded at least 1 'A" into the wood Sill Plate (at concrete) 2X4, 14, 2x6, 3x6 PT Doug Fir Larch No. 2
<br /> stud. 1) ASTM A325-N bolts-"threads NOT excluded in the shear plane'. PRESERVATIVE TREATMENT (PT): Wood materials that are required to be "treated wood' in accordance with
<br /> • or at ehannel itilot arid tor aesembliets with a 305 DovetittilAnchor Slot embedded in the concrete arid a 2) I iigh-etrength bolted joints have been designed as "BEARING" connections. Post
<br /> 4x4, 4x6, 4x8 Doug Fir Earth No, 2 IBC Section 2304.12. "Protection Against Decay and Termite Protection" Shall conform to the appropriate stand- 41C p.,„
<br /> 303 Fe/ Seismic Notch Dovetail Anchor. 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above. Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No. 2 anis of the American Wood-Preservers Association (AWPA) for SaWil lumber, glued larninated timber, round poles, M liJ
<br /> 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. wood piles and marine piles. Follow American Lumber Standards Committee (ALSO) quality assurance proce- N. 1 a IIX
<br /> 5) Provide Nut and Washer grades, types and finishes conforming to RCSC specification Table 2.1, Beam 4x8 through 4x12 Doug Fir Larch No, 2 , • Iss nom
<br /> All parts of the veneer anchorage eystem shall be fabricated of similar metals with 'similar coatings to reduce tho dures. Products shall bear the appropriate mark. Easterners or anchors in treated wood shall be of tstainlese Ir3teei
<br /> CI) Provide fastener assemblies from a single supplier,
<br /> possibility of galvanic corrosion occurring. or hot-dipped galvanized or as per IBC 2304i10.5. limm to >
<br /> 7) Joiot Typec_; shall be: Beam flix8 through 6x12 Doug Fir Larch No. 1 CO CO
<br /> Brick Vef10.01 in Seiernic Design Category A, B, and C: and all brick veneer not laid in a running bond pattero shall tr. ST -"Snug Tight'', for typical beam end "shear" connectione, unless noted otherwise. Post or Timber 6x6, 8x8 Doug-Fir Larch No. 1 Mud sill plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodiurn Octabo-
<br /> have continuous joint reinforieing of W1.7 (0:143" diameter) wiree at a maximum vertical spacing of 20"oc. Lap a) Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 4,1. rate Tetrahydrate) as recent studies have noted less connector corrosion potential than other available wood treat
<br /> wire' 10" et splices. 9) Inspection is per RCSC Section 9. merits or tine m e original CCA treated sill plates. Wood treated with Sodium Borate shall be protected during shipment, .
<br /> storage and installation to minimize leaching of the water-soluble preservative from the lumber. Sodium borate
<br /> ANCHORAGE to CONCRETE: pressure treated plates do not require hot-dipped galvanized connectors.
<br /> Brieic veneer in Seismic, Design category U, E and F and all brick veneer not laid in a running bond pattern shall Glued Laminated Tinter: Conform to AITC 117-2010 "Standard Specifications for Structural Glue-laminated Tim- .•
<br /> have continuous joint reinforcing of W1.7 (0i148" diameter) wires at a maximum vertical spacing of Woe, Lap 1) COLUMN ANCHOR RODS arid BASE PLATES: All columns (vertical member assemblies weighing over ber of Softwood Species, Manufacturing and Design" and ANS1/AITC A190i1 "Structural GillOCI Laminated Timber." '
<br /> If using preservative treatments other than CCA or s wires 10" at splices. 300 pounds) shall be provided with a minimum of four 3/4" diameter anchor rods. Column base plates Camber all glued laminated beams, except cantilevered and continuous beams, to 3000' radius, unless shown oth- odium borate, fasteners must be hot clipped galvanized or '
<br /> shall be at least 't/it" thick, unless noted otherwise. Cast-in-place anchor rods shall be provided unless oth- erwiee on the plans. Fabricate eantilevered and continuoutt beams fiat, unlese shown otherwitse on plans, skinless steel. Vilood treated with Alkaline Copper Quaternary (ACQ) requires steel components in contact with
<br /> Pinfle anchors shall nave at least 0,,,,o pintle legs of wire V12.8 (3/-16" diameter) each and ,,3iiall have an offset erwise approved by the Engineer. Unless noted otherwise, embedment of east-in-place anchor rods shall the wood to be stainless (nails, bolts, screws, washers & lag Screws). Fasteners (nails, bolts, screiAis, washers &
<br /> net exceeding iet" from the horizontal plane of the plate anchored lo the structure. be 12 tirnes the anchor diameter (12D). TABLE of GLULAM and GRADE lag serews) attaching timber connectors (joist hangers, post caps and bases, ete) to PT wood shall have sithilar
<br /> corrosion resistance properties (matching protective treatments) as the protected connector; that is, use hot dipped
<br /> Anchors in :Seismic Design Category D, E and F shalt have a positive mechanical connection to the continuous FABRICATION: Member Sizes Species Comb. Sym-
<br /> Uses galvanized or stainless steel fasteners. Fasteners (nails, bolts, screws, washere & lag screws) attaching sawn tim-
<br /> wire joint reinforcing in the veneer. hot her members or sheathing (shear walls) to Pressure Treated wood shall be corrosion resistant (hot dipped galva- .
<br /> . • .
<br /> 1) Conform to AISC 360 Section M2"Fabrication" and AISC 303 Section 6 "Shop Fabrication". nized or stainless steel).
<br /> Beams All DF/DE 24F-V4 Simple Spans 0
<br /> Both wire enc.! sheet-metal anchors shall extend into the veneer a minimum of 11/;" and shall have a minimum of 2) Quality Control (QC) ehall conform to: Always verify the suitability of the fastener protectionlooating with the tivood treatment chemical manufacturer/ JOB NUMBER
<br /> 5/3" mortar cover on the outside, face. a. AISC 360 Chapter N "Quality Control and Quality Assurance"and Beams All DF/DF 24F-V8 Continuous or with Cantilever supplier tir'ittlietittlitifitii
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<br /> b. AISC 303 Section 8 "Quality Control'. Spans
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<br /> All ant hors shall adjuet 1-ett" up or doivn to tillovi for different course heights end shall alloiev at leatet Sit," horizoratil ci Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per
<br /> in-plane and tVi" vertical in-plane movement to accommodate expansion, contraction, shrinkage and other move- AISC 360 section N3. . i'.!;t,c :.•
<br /> rnent d. Fabricator shall perform self-inspections per A1SC 360 section N5 to ensure that their work is per- r
<br /> DRAWN BY
<br /> formed in accordance with Code of Standard Practice, the AISC Specification, Contract Docu- i • • i DA
<br /> coofdifiate expaneion joint !creations with the :Architect prior to erection. Typically, expansion 'joints should be in-
<br /> mei et-. arid the Applicable Building Code. • Wood Structural Sheathing (Plywood): Wood APA rated etructural sheathing includes: all veneer plywood, i .
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<br /> stalled m on on 24" front coere o one side of the corher, ;:.t. intersecting wall3, .,.it Chaik in wall wall heightre i , : .ehenriets inn i • l CHECKED BY '
<br /> e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where oriented strand board, waferboard, particleboard, T1-11 siding, and composites of veneer and wood based
<br /> wail thicknees and at 2'0' maximum on center. fabricators QA procedures provide the necessary basis for material control, inspection, and control material with T&G joint. Architect may disallow OSB. Confirm with Architect. Conform to "Construction Li .., i OS
<br /> of the workmanship expected by the Special Inspector. and Industrial Plywood" based on Product Standard PS 1-09 by the U.S. Dept. of Commerce, and
<br /> CONSTRUCTION OVER STUDS: When applied over wOOd of metal stud construction, the Stuns shall be spaced a "Performance Standard for Wood Based Structural Use Panels" based on Product Standard PS 2-10 by the SHEET TITLE
<br /> maximum of 16' inches on centers and approved paper shall firet be applied over the sheathing or aviros between .111,FIDIN.9..: U.S. Dept. of Commerce and "Plywooci Design Specification's based on APA D5100-12 by the American Ply- i
<br /> SkiCIS except as otherwise provided in IBC Sections lii102-1405. An air !space of at least 1-2 inch should be main- :
<br /> wood Association. Unless noted otherwise, sheathing shall comply with the following table: .
<br /> taineci between the backing and the veneer. The air space must be kept free and clear of debris and mortar drop- 1) Welding shall conform to AWS Dlil with Prequalified Welding Processes except as modified by AISC 360 Cfyr;ii:rr...-.1):,.,:: L-1:_ ,/iE...:LE::.
<br /> pings, section J2, Welders i,thall be qualified in accordance with AWS 131.1 requirements. ertetataldetti irdittiritt tt:ttit,
<br /> 2) Use 70kei strength, low-hydrogen type electrodes (E7018) or EMT TABLE of SHEATHING - Use, Minimum Thickness and Minimum APA Rating as appropriate for the process select- rOttAbilli14 .illt,L__
<br /> POST-INSTALLED ANCHORS (INTO CONCRETE AND MASONRY) ed.
<br /> 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. Location Thickness Span Rating Plywood Grade Exposure NOTES .
<br /> 4) Welding of headed stud anchors shall be in accordance with Al/VSD'1,1 Chapter? "Stud Welding".
<br /> REFERENCE ',STANDARDS': C,onform to:
<br /> Roof 15132" 32/16 C-D 1 .
<br /> 1) IBC Chapter 19 "Concrete" .
<br /> 2) ACI 318-14"Building Code Requirements for Structural Concrete" Floor 23/32' T&G 24 OC STURD-I-FLOOR 1
<br /> 3) IBC Chapter 21 'Masonry'
<br /> 4) AC1 530-13/ASCE 5-13/TM3402-13 "Building Code Requirements for Masonry Structures" Walls 15/32" 321'16 CO- 1 SHEET NUMBER .
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<br /> Unless noted otherwise on drawings, install roof arid floor panels with long dimension across supports and .
<br /> with panel continuoirs over two or more sprints. End joints shall occur over supporte, triee
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