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CONCRETE ANCHORAGE WOOD (continued)
<br /> CAST-IN-PLACE CONCRETE Post-installed anchors shall not be installed without prior approval of engineer of record unless noted FASTENERS
<br /> Concrete materials shall conform to the following: otherwise on the plans. Fasteners shall conform to the following requirements, unless noted otherwise. Splitting shall be avoided at 7r
<br /> Portland cement: Type 1,ASTM C150 all wood fasteners: t
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<br /> Fly ash (if used): ASTM C618 class F or C ADHESIVE ANCHORS
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<br /> Slag cement(if used): ASTM C989 Adhesive anchors (threaded rods or reinforcing bar)specified on the drawings shall be installed using Bolts NDS section 12.1.3 '
<br /> Lightweight aggregates: lightweight aggregates shall not be used without "SET XP" high strength epoxy as manufactured by the Simpson Strong Tie Company. Install in strict Lag screws NDS section 12.1.4A
<br /> prior approval of SER and building department accordance with ICC Report Number ESR-2508(into concrete) or IAPMO Report Number ER-265 (into Wood screws NDS section 12.1.5
<br /> Normal weight aggregates: ASTM C33 masonry).At concrete masonry or brick masonry applications, bolts shall be installed into fully-grouted Nails NDS section 12.1.6 1201 First Avenue South, Suite 310
<br /> Sand equivalent: ASTM C33 cells. Rods shall be ASTM F1554 Gr.55, unless noted otherwise. Special inspection of installation is Wood-to-wood connection bolts ASTM A307 Seattle, Washington 98134
<br /> Water: Potable per ASTM C94 required. Steel-to-wood connection bolts ASTM A307
<br /> 206-402-5156 www lundapsahl.com
<br /> Air entraining admixtures: ASTM C260 Anchor rods(7" embed min) ASTM F1554 grade 36 with threaded ends and welded nut at end
<br /> Chemical admixtures: ASTM C494 EXPANSION ANCHORS (provide higher grade at holdown rods where indicated)
<br /> Flowable concrete admixtures: ASTM C1017 Expansion anchors into concrete and concrete masonry units shall be"Strong Bolt 2" as manufactured by
<br /> the Simpson Strong-Tie Company. Install in strict accordance with ICC Report Number ESR-3037(into Thru-bolt and anchor rod holes shall be at least 1/32" but no more than 1/16" larger than bolt/rod diameter.
<br /> Durability requirements of concrete mixes shall conform to building code.These requirements include concrete) or IAPMO Report Number ER-240 (into masonry), including minimum embedment requirements. Clearance holes for lag screw shanks shall have the same diameter as the lag shank and the same
<br /> water-cementitious material ratios, minimum compressive strengths, air entrainment, type of cement, and At concrete masonry or brick masonry applications, bolts shall be installed into fully-grouted cells. penetration depth as the length of the unthreaded shank. Lead holes for threaded portion of lag screws En.ineer's Stam.
<br /> maximum chloride ion content. Substitutes proposed by contractor shall be submitted for review with ICC reports indicating equivalent or shall have a diameter of 55 to 60% of lag screw shank diameter and shall extend the length of the threaded
<br /> greater load capacities. Special inspection of installation is required. portion of the lag screw.
<br /> CONCRETE STRENGTH REQUIREMENTS TABLE
<br /> -- --- SCREW ANCHORS
<br /> Fasteners exposed to earth, weather or located in pressure preservative or fire retardant treated wood shall „ A. 01j
<br /> Exposure Categories Post-installed mechanical anchors into concrete and concrete masonryunits shall be "Titen HD" screw comply with the criteria listed in the"Metal Products in Contact with Treated Lumber"section. CSC
<br /> Strength Max '
<br /> Max Total Air Fly Ash and Classes anchors as manufactured bythe Simpson Strong-Tie Company. Install in strict accordance with ICC Report
<br /> Location f'c W/C p 9- p Y• . ��' -40°�
<br /> Agg Size Content Content Number ESR-2713 (into concrete)or ESR-1056(into masonry), includingminimum embedment FRAMING CONNECTORS .,��► ,ar
<br /> (psi) Ratio F SPCrequirements.At concrete masonry or brick masonry applications, bolts shall be installed into fully- Timber connectors called out by letters and numbers shall be "Strong-Tie" by the Simpson Strong-Tie =
<br /> '1►LEAN MIX SOIL REPLACEMENT 1.5 SACK grouted cells.Titen HD screw anchors are approved for dry interior applications only. Special inspection is Company. Equivalent devices by other manufacturers may be substituted, provided they have ICC approval li V: ' �w
<br /> UNDER FOUNDATIONS 1,500 SAND CEMENT - - F1 SO PO Cl required for the installation of all screw anchors resisting tension. for equal or greater load capacities. �Tt . ���
<br /> FOUNDATIONS, GRADE BEAMS, o j �,�,► t `<'
<br /> STEM WALLS 4,500 1" 0.44 4.5% 15-20% F1 SO PO Cl ��//� All connectors shall be installed in accordance with the manufacturer's recommendations. Provide number `'�o, AL Qi'
<br /> WOOD
<br /> and size of fasteners as specified by manufacturer.All shims shall be seasoned and dried and the same
<br /> SLAB ON GRADE,TOPPING SLAB, 4,500 3/4" 0.42 6% F2 SO PO Clgrade (minimum)as members connected.All nails shall be as called out in the "Fasteners" section of this
<br /> (EXTERIOR) MATERIAL CRITERIA sheet, unless noted otherwise.All bolts in wood members shall conform to ASTM A307. Provide washers
<br /> SLAB ON GRADE,TOPPING SLAB, Framing lumber shall be kiln dried or MC-19 (unless more stringent criteria are required in these notes or under the heads and nuts of all bolts and lag screws bearing on wood.Where connector straps connect two Project Title
<br /> 3,000 3/4" 0.44 1% - FO SO PO CO on the drawings) and graded and marked in conformance with the latest WCLIB"Standard Grading Rules members, place one-half of the nails or bolts in each member.
<br /> (INTERIOR) No. 17 for West Coast Lumber". Furnish to the following minimum standards:
<br /> * 28-DAY CONCRETE STRENGTH METAL PRODUCTS IN CONTACT WITH TREATED LUMBER
<br /> A 4x beams &posts, 6x posts DF#2 Simpson hardware in contact with ACQ CA, or CBA pressure-preservative treated wood shall have a Zmax
<br /> 3-DAY CONCRETE STRENGTH 4x treated beams &posts,6x treated posts DF kdat#2 finish (G185 HDG per ASTM A653)or shall bepost hot-dip galvanized (per ASTM A123 for connectors and
<br /> CONCRETE MIXTURES 2x joists, rafters, built-up beams, headers DF#2 ASTM A153 for fasteners) unless noted otherwise. Exception: type 304 or 316 stainless steel connectors
<br /> 2x, 3x flatwise &edgewise blocking DF standard and fasteners are required for the following applications:
<br /> Mixes shall be proportioned to accommodate placement. Slump,W/C ratio, admixtures and aggregate
<br /> 3x nailers on steel beams DF#2
<br /> size will be determined by the contractor in accordance with ACI. Mixes shall be approved by one of the 2x4, 2x6 studs DF#2 • ACQ CA, or CBA treatments with ammonia where members are used in exterior applications.
<br /> following criteria: 3x studs DF#2 • All ACZA treatments
<br /> Mix design is submitted in accordance with ACI 318 Section 26.4.3 2x4 plates DF kd15 standard • Retention levels greater than 0.40 pcf for ACQ 0.41 pcf for CBA-A, or 0.21 pcf for CA-B treatments.
<br /> • 2x6 plates DF kd15#2
<br /> All concrete, including slab on grade, shall contain an acceptable water reducing admixture conforming to 2x, 3x,4x treated plates/ledgers DF kdat#2 Stainless steel connectors require matching stainless steel fasteners. Zmax and post hot-dip galvanized
<br /> ASTM C494 and be used in strict accordance with the manufacturer's recommendations. tongue and groove decking (non-visual) DF utility/#3 commercial dex connectors require fasteners galvanized per ASTM A153. Thru-bolts and anchor rods used in dry conditionsZ
<br /> tongue and groove decking (exposed) DF#2 shall be permitted to be of mechanically deposited zinc coated steel with coating weights in accordance
<br /> All concrete which is exposed to freezing and thawing in a moist condition or exposed to deicing tongue and groove decking (upper end exposed) DF select dex with ASTM B 695, class 55 minimum. See IBC section 2304.10.5.1 and "Framing Connectors" section on this
<br /> 7,3 chemicals shall contain an air entraining agent, conforming to ASTM C260.Total air content shall be sheet for additional requirements.
<br /> MOISTURE CONTENT AND CARE OF MATERIAL DURING CONSTRUCTION
<br /> adjusted per ACI 318 for mix designs with smaller nominal aggregate size.The amount of entrained air All 2x studs and plates shall be kiln dried. The Contractor shall take measures to minimize exposure of •�
<br /> shall be measured at the discharge end of the placing nozzle. Entrained air shall be as noted ± 1.0% by sawn lumber and engineered wood products to moisture during construction. Excessive changes in PREFABRICATED WOODROOF TRUSSES
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<br /> volume.Air-entrainment shall not be used at slabs that will receive a smooth, dense, hard-troweled finish.
<br /> moisture content during construction may result in swelling and shrinkage of a single story level in the
<br /> magnitude of 1/2". This may create problems where multi-story wood construction joins multi-story PREFABRICATED CONNECTOR-PLATE WOOD ROOF TRUSSES s Trucks hauling plant mixed concrete shall arrive on site with a field ticket indicating the maximum gallons concrete wall construction. All wood framed construction shall have maximum moisture content not to Prefabricated connector plate wood roof truss loading shall be as follows: a
<br /> of water that can be added at the site not to exceed the total water content in the approved mix design. exceed 10%at time of fur-out,which shall be verified by a testing agency hired by the Owner. These test
<br /> Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to >41 •results shall be submitted to the Architect and Structural Engineer of Record for review prior to installation top chord snow load 25 psf unless noted otherwise in the load criteria `-1-0rehandling or flowing.Concrete shall be thoroughly consolidated by suitable means during placement and
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<br /> and interior drywall installation is performed. In addition, pre-loading the entire wood building with the top chord dead load 10 psf(+3 psf at overframed areas) CO
<br /> shall be thoroughly worked around reinforcement, embedded items, and into corners of forms. interior drywall while the building is being dried out is recommended before wood ledgers are attached to bottom chord dead load 10 psf(+ mech unit weights as shown on plan, refer to mech dwgs) A 0 co concrete shear walls. bottom chord live load 10 psf(uninhabitable attics w/o storage) C 0
<br /> CU
<br /> FORMWORK AND ACCESSORIES bottom chord live load* 20 psf(uninhabitable attics w/light storage or uninhabitable attics
<br /> Concrete construction shall conform to ACI 301 "Specifications for Structural Concrete" and the Building Wood joists and beams supporting topping slabs or subjected to construction loading shall have a w/o storage, but containing areas where the clear distance • ...a
<br /> maximum live load deflection of 1/600.The contractor shall be responsible for ensuring that the moisture between the top and bottom chords is greater than or equal to
<br /> Code, including testing procedures. See specifications and/or architectural documents for formwork +
<br /> requirements. Installation shall adhere to ACI 301. Conduits and pipes of aluminum shall not be content of wood members supporting concrete or construction loads is, and remains, at 10%or less. 42"for a horizontal distance of 24" involving (2) or more trusses) ,�
<br /> embedded in concrete construction.
<br /> Wood framing with higher moisture contents before, or during, the placement of topping slabs or
<br /> subjected to construction loading are subject to excessive creep. Contractor to provide means to maintain *the bottom chord live load does not act concurrently with the roof live or snow load
<br /> the moisture content as required to prevent creep. C�! >
<br /> Contractor shall submit the proposed locations of construction joints to the Architect for acceptance CIO < LJJ Prefabricated wood trusses shall be metal plate connected wood trusses.The truss manufacturer shall be
<br /> before starting construction. Erico Lenton Formsaver(ER-3967) may be used as an alternate to the VERTICAL SHRINKAGE responsible for the complete design and fabrication of all wood trusses.Trusses shall be designed to the
<br /> roughened joint.All construction, control, and isolation joints for slabs on ground shall be in accordance Project Information
<br /> with the typical details. Allow for 1/2" of wood shrinkage/compression at each level (including foundation).Values are cumulative latest ANSI/TPI document and sealed by a professional engineer registered in the state where the project is
<br /> for the height of the building. Building systems such as mechanical, electrical, plumbing, fire sprinklers, etc. located. Load criteria for wind and seismic loading as indicated in Structural General Notes, vertical loads are Project No. 18 098 01
<br /> • shall have flexible components that account for the potential wood shrinkage/compression.Architectural indicated on the load maps, see also plans and details for additional loading.Trusses shall be designed to
<br /> Concrete accessories and embedded items shall be coordinated with Architectural and all other Contract finishes shall also account for he potential wood shrinkage/compressi limit total defletions to a maximum of span/600 or 1/4" whichever is smaller. Provided a more stringent
<br /> Documents and suppliers'drawings before placing concrete.Wet-setting of anchor rods, reinforcing, on. Checked By BB
<br /> deflection requirement is not needed to accomodate brittle finishes.A complete submittal package shall be
<br /> hardware, etc. is not allowed in concrete.Anchor rods, reinforcing, hardware, etc. shall be firmly tied in TREATED WOOD sent to the FOR for review prior to fabrication. Submittal package shall include unfactored reactions from the
<br /> place prior to concrete placement.
<br /> sheathing - my ed to er, or -.. trusses to supporting structure broken out into components (i.e. Dead Load, Live Load, Snow Load, Wind
<br /> Issue
<br /> rest ►• -xterior • 4 dation and ar-
<br /> A woodframingand in direct contact vv' .�crete = onry
<br /> pressu --t eated ' .n Load, etc).The truss manufacturer shall have at least 3 years experience in the fabrication of prefabricated
<br /> Refer to Architectural documents for waterstops, damp proofing, and soil retaining wall drainage d within 8" .f earth, sh. �
<br /> requirements at concrete and at concrete joints (construction joints, slab to wall joints, curb to slab joints, a.•rove• - ervativt=.- BC se.- . 2303. s. All wood framing, sheathing and siding on the exterior of wood trusses. PERMIT SET 12/21/2018
<br /> the building within 2"vertical from exterior hard,flat surfaces shall be naturally durable material orA CITY RESPONSE#1 03/29/2019
<br /> etc). pressure treated with an approved •reservative .er IBC section 2303.1.9. ut or • sec '•.. .f tre. --
<br /> CURING AND FINISHES
<br /> matey;_. :II be tr 0 with a- proved r. vative .'C sectir. '0 . .•. See Ic" section 4.12
<br /> A CITY RESPONSE#2 05/31/2019
<br /> Protect and cure freshly placed concrete per ACI 305 in hot conditions,ACI 306 in cold conditions, and ACI
<br /> :dditiona',.,•uireme
<br /> 308 "standard specification for curing concrete".All exposed edges and corners shall have 3/4" chamfer, GLU-LAMINATED MATERIAL
<br /> UNO.Concrete flatwork shall be sloped to provide positive drainage. Coordinate finish with architectural Glu laminated members shall be fabricated in conformance with AITC 190.1 and ASTM D3737, Stress Class
<br /> contract documents.
<br /> 24F-1.8E. Each member shall bear an AITC identification mark and shall be accompanied by an AITC
<br /> certificate of conformance. All simple span beams shall be douglas fir combination 24F-V4, fb = 2,400 psi,
<br /> At the time of application of finish materials or special treatment to concrete, moisture content of fv=265 psi and all cantilevered beams and columns shall be Douglas fir combination 24F-V8, fb = 2,400
<br /> concrete shall conform to requirements in finish material specifications. Where vapor sensitive coverings psi,fv = 265 psi unless noted otherwise. Camber all simple span glu laminated beams to 3,500' radius or
<br /> are to be placed on slabs on grade, conform strictly to slab covering manufacturer's recommendations zero camber, unless shown otherwise on the plans.
<br /> regarding vapor retarder and granular fill requirements below the slab.
<br /> CONCRETE CRACK MAINTENANCE STRUCTURAL COMPOSITE LUMBER
<br /> Manufactured lumber, PSL, LVL, and LSL, shall be manufactured under a process approved by the national
<br /> Cracking occurs in concrete structures due to inherent shrinkage, creep, and the restraining effects of research board. Each piece shall bear a stamp or stamps noting the name and plant number of the
<br /> walls and other structural elements. Most cracking due to shrinkage and creep will likely occur over the manufacturer,the grade, the national research board number, and the quality control agency. All PSL, LVL
<br /> first two years of the life of the structure;further concrete movement due to variations in temperature may and LSL lumber shall be manufactured in accordance with ICC Report ESR-1387. LVL lumber shall be Department A •rov I
<br /> persist. Cracks that result in water penetration will need to be repaired to protect reinforcing.Other p a
<br /> cracking may be repaired at the owner's discretion for aesthetical reasons or performance of applied manufactured using veneer glued with a waterproof the requirements of ASTM D2559 with all grain
<br /> finishes. Prior to repairing cracks, a structural engineer should be consulted to provide direction on which parallel with the length of the member. The members shall have the following minimum properties:
<br /> cracks to repair and on whether observed cracks may affect the strength of the structure.
<br /> MINIMUM DESIGN PROPERTIES FOR COMPOSITE LUMBER
<br /> `., ,
<br /> REIN F RCEM ENT IN CON ETE Grade Orientation E (ksi) Fb (psi) kit (psi) Fv(psi)
<br /> t, ;, r .';
<br /> REINFORCING STEEL 1.55E LSL BEAM 1,550 2,325 2,050 310
<br /> Reinforcing steel shall conform to ASTM A615 (including supplement S1), Grade 60, Fy = 60,000 psi, except 1.9E LVL BEAM 1,900 2,600 2,510 285
<br /> any bars specifically so noted on the drawings shall be Grade 40, Fy = 40,000 psi. 1.8E PSL COLUMN 1,800 2,400 2,500 190
<br /> PROCEDURES 2.0E PSL BEAM 2,000 2,900 2,900 290
<br /> Reinforcing steel shall be detailed (including hooks and bends) in accordance with ACI 315 "Details and
<br /> Sheet Title
<br /> Detailing of Concrete Reinforcement". Lap all reinforcement in accordance with "The Reinforcing Splice Design shown on plans is based on Trus-Joist products manufactured by the Weyerhaeuser Corporation. �^T /A
<br /> and Development Length Schedule" on these documents. If table is not provided, lap all reinforcing by 40 Alternate manufacturers may be used subject to review and approval by the Architect and Structural S�RUI. 1 R/-"1L
<br /> bar diameters. Provide corner bars at all wall and footing intersections. Engineer of Record, alternate joist hangers and other hardware may be substituted for items shown
<br /> GENERAL NOTES
<br /> provided they have ICC approval for equal or greater load capacities. All joist hangers and other hardware
<br /> Reinforcing steel shall be adequately supported to prevent displacement during concrete and grout shall be compatible in size with members provided.
<br /> placement. Bars shall be bent cold.
<br /> WOOD STRUCTURAL PANELS
<br /> Bars partially embedded in concrete shall not be field bent, unless specifically so detailed or approved by Wood structural panels shall be APA rated sheathing. Plywood shall be Structural I, exterior glue, exposure
<br /> the SER. 1 durability classification, in conformance with USDOC PS 1 or PS 2,ASTM D 5457 and IBC 2303.1.5 and Sheet Number
<br /> table 2304.8(2).
<br /> Welding or tack welding of reinforcing bars to other bars or to plates, angles, etc, is prohibited, except
<br /> where specifically approved by the SER.Where welding is approved, it shall be done by AWS/WABO- Oriented strand board (OSB), shall be in accordance with USDOC PS 2, and of equivalent thickness, exposure
<br /> certified welders using E9018 or approved electrodes.Welding procedures shall conform to the rating and span rating and may be used in lieu of plywood pending OSB substitution approval by Architect.
<br /> requirements of AWS D1.4.Any Grade 60 reinforcing bars indicated on drawings to be welded shall
<br /> conform to ASTM A706. Reinforcement complying with ASTM A615 (S1) may be welded only if materialS I . 0
<br /> property reports indicating conformance with welding procedures specified in AWS D1.4 are submitted.
<br /> Welding within 4" of cold bends in reinforcing steel is not permitted.
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