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<br /> CONCRETE
<br /> REINFORCEMENT IN CONCRETE AND MASONRY STRUCTURAL STEEL (continued) WOOD (continued) ', �
<br /> CAST-IN-PLACE CONCRETE REWFORCING STEEL STRUCTURAL STEEL MEMBERS TREATED WOOD
<br /> Concrete materials shall conform to the following: Reinforcing steel shall conform to ASTM A615 (including supplement S1), Grade 60, Fy = 60,000 psi, Structural Steel shall conform to the following requirements (unless otherwise shown on plans): All wood framing in direct contact with concrete or masonry, exposed to weather, or that rest on exterior
<br /> Portland cement: Type 1,ASTM C150 except any bars specifically so noted on the drawings shall be Grade 40, Fy — 40,000 psi. foundation walis and are located within 8" of earth, shall be pressure-treated with an approved preservative �`
<br /> Fly ash (if used): ASTM C618 class F or C STRUCTURAL STEEL MEMBER SPECIFICATIONS TABLE per IBC section 2303.1.9. Cut or drilled sections of treated material shall be treated with an approved ,J i
<br /> Slag cement(if used): ASTM C989
<br /> WELDED WIRE REINFORCING preservative per IBC section 2303.1.9. See IBC section 2304.12 for additional requirements. 1 ZO 1 F1TSt AV2riUe SOutI1, Suite 310 � ``
<br /> Seattle, Washin ton 98134
<br /> Lightweight aggregates: lightweight aggregates shall not be used without Welded Wire Reinforcing (WWR) shall conform to ASTM A185. Lap splice adjacent mats of welded wire Type of Member ASTM Specification Fy g .
<br /> prior approval of SER and building department fabric a minimum of 8" at sides and ends. In equipment pads, use minimum WWR 6x6-W2.1xW2.1, GLU-LAMINATED MATERIAL ZO6-4OZ-S 1 S6 WWW.lundopsahl.COri1 ,
<br /> Normal weight aggregates: ASTM C33 UNO. ROLLED WIDE-FLANGE SHAPES A992 50 ksi Glu laminated members shall be fabricated in conformance with ANSI/AITC A190.1 AND ASTM D3737, Stress
<br /> Class 24F-1.8E. Each member shall bear an AITC identification mark and shall be accompanied by an AITC
<br /> Sand equivalent: ASTM C33
<br /> Water: Potable per ASTM C94 PROCEDURES SQUARE & RECTANGULAR HSS SECTIONS A500, GRADE B OR C 46 ksi certificate of conformance. All simple span beams shall be douglas fir combination 24F-V4, fb = 2,400 psi, fv
<br /> Air entraining admixtures: ASTM C260 Reinforcing steel shall be detailed (including hooks and bends) in accordance with ACI 315 "Details and ROUND HSS SECTIONS A500, GRADE B 42 ksi =265 psi and all cantilevered beams and columns shall be Douglas fir combination 24F-V8, fb = 2,400 psi, fv
<br /> Chemical admixtures: ASTM C494 Detailing of Concrete Reinforcement". Lap all reinforcement in accordance with "The Reinforcing Splice STEEL PIPES A53, GRADE B 35 ksi = 265 psi unless noted otherwise. Camber all simple span glu laminated beams to 3,500' radius or zero
<br /> Flowable concrete admixtures: ASTM C1017 and Development Length Schedule" on these documents. If table is not provided, lap all reinforcing by camber, unless shown otherwise on the plans.
<br /> 40 bar diameters. Provide corner bars at all wall and footing intersections. PLATES, CHANNELS,ANGLES A36, GRADE 36 36 ksi
<br /> Durability requirements of concrete mixes shall conform to building code.These requirements include THREADED RODS A36 36 ksi WOOD STRUCTURAL PANELS ;�
<br /> water-cementitious material ratios, minimum compressive strengths, air entrainment, type of cement, Reinforcing steel shall be adequately supported to prevent displacement during concrete and grout Wood structural panels shall be APA rated sheathing, exposure 1 durability classification, in conformance
<br /> and maximum chloride ion content. placement. Bars shall be bent cold. ANCHOR RODS (HOOKED, HEADED, THREADED & NUTTED) F1554, GRADE 36 (UNO) 36 ksi with USDOC PS 1,ASTM D 5457 and IBC 2303.1.5 and table 2304.8(2). � :
<br /> COMMON BOLTS A307, GRADE A -
<br /> CONCRETE STRENGTH REQUIREMENTS TABLE Bars partially embedded in concrete shall not be field bent, unless specifically so detailed or approved STRUCTURAL FRAMING BOLTS A325, TYPE 1 _ Oriented strand board (OSB), shall be in accordance with USDOC PS 2, and of equivalent thickness, exposure
<br /> Exposure Categories by the SER. A563 _ rating and span rating and may be used in lieu of plywood pending OSB substitution approval by Architect. ,
<br /> g HEX NUTS
<br /> Stren th Max Max Total Air Fly Ash and Classes Contractor to ensure OSB is protected to prevent warping during installation.
<br /> Location f'c W/C Mechanical connection of continuous reinforcing bar shall be used where shown on documents and FLAT CIRCULAR WASHERS F436 -
<br /> si) Agg S�Ze Ratio Content Content
<br /> (p F 5 P C may be substituted for lap splices if approved by the SER. Such connections shall develop at least 125%
<br /> of the specified yield strength of the bar.Acceptable connectors shall be the Erico Lenton Plus Standard SQUARE OR RECTANGULAR BEVELED WASHERS F436 FASTENERS E�UC��I O�
<br /> SLAB ON GRADE, TOPPING SLAB, 3,000 3/4" 0.44 1% - FO SO PO CO Coupler (ER-3967), Dayton Superior Bar-Lock L Series (ER-5064), or approved equal. Fasteners shall conform to the following requirements, unless noted otherwise. Splitting shall be avoided at
<br /> STAIR TREAD (INTERIOR) all wood fasteners �u i I d i ng ,
<br /> Welding or tack welding of reinforcing bars to other bars or to plates, angles, etc, is prohibited, except STEEL FRAMING
<br /> where specifically approved by the SER.Where welding is approved, it shall be done by AWS/WABO- The contractor shall be responsible for all erection aids and joint preparations that include, but are not
<br /> CONCRETE MIXTURES limited to: erection angles, lift holes, and other aids;welding procedures; required root openings; root Bolts NDS section 12.1.3
<br /> certified welders using E9018 or approved electrodes.Welding procedures shall conform to the face dimensions� roove an les; backin bars; co es; surface roughness values; and tapers of unequal Lag screws NDS section 12.1.4 Renovation
<br /> Mixes shall be proportioned to meet compliance requirements of ACI 318 Section 26.4.3. Slump,W/C requirements of AWS D1.4.Any Grade 60 reinforcing bars indicated on drawings to be welded shall � g g g p Wood screws NDS section 12.1.5 =
<br /> ratio, admixtures and aggregate size will be determined by the contractor. Submit documentation of parts. Bible Baptist Church
<br /> conform to ASTM A706. Reinforcement complying with ASTM A615 (S1) may be welded only if material Nails NDS section 12.1.6
<br /> concrete mixture characteristics for review by the SER before the mixture is used and before making property reports indicating conformance with welding procedures specified in AWS D1.4 are submitted. Wood-to-wood connection bolts ASTM A307 805 West Casino Road
<br /> changes to mixtures already in use. Documentation shall comply with ACI 318 Section 26.4.4. • WELDING Steel-to-wood connection bolts ASTM A307 Everett, WA 98204
<br /> Welding within 4" of cold bends in reinforcing steel is not permitted. All welding shall be in conformance with AISC and AWS standard and shall be performed by
<br /> h II contain an acce table water-reducin admixture conformin / AWS/WABO certified welders in accordance with AWS D1.1. Only Prequalified welders, as defined by Anchor rods (7" embed min) ASTM F1554 grade 36 with threaded ends and welded nut at end
<br /> All concrete, including slab on grade, s a p g 9 � (provide higher grade at holdown rods where indicated)
<br /> to ASTM C494 and be used in strict accordance with the manufacturer's recommendations. AN C H O Rt1G E AWS, shall be used.
<br /> Post-installed anchors shall not be installed without prior approval of engineer of record unless noted Shop drawings shall show all welding with AWS D1.4 symbols. Welds shown on the drawings are the Thru-bolt and anchor rod holes shall be at least 1/32" but no more than 1/16" larger than bolt/rod diameter.
<br /> All concrete which is exposed to freezing and thawing in a moist condition or exposed to deicing Clearance holes for lag screw shanks shall have the same diameter as the lag shank and the same
<br /> chemicals shall contain an air entraining agent, conforming to ASTM C260.Total air content shall be otherwise on the plans. minimum sizes. Increase weld size to AWS minimum sizes, based on plate thickness. Minimum welding penetration depth as the length of the unthreaded shank. Lead holes for threaded portion of lag screws
<br /> adjusted per ACI 318 for mix designs with smaller nominal aggregate size.The amount of entrained air shall be 3/16" UNO. Filler metal with a specified minimum Charpy V-notch toughness of 20 ft-Ib at 40°F shall have a diameter of 55 to 60%of lag screw shank diameter and shall extend the length of the threaded
<br /> shall be measured at the discharge end of the placing nozzle. Entrained air shall be as noted ± 1.0% by ADHESIVE ANCHORS or lower shall be used at complete-joint-penetration groove welds.Welds designated as demand critical ;�
<br /> Adhesive anchors (threaded rods or reinforcin bar s ecified on the drawin s shall be installed usin shall be made with filler metals meeting the requirements specified in AWS D1.8 clause 6.3. portion of the lag screw.
<br /> volume.Air-entrainment shall not be used at slabs that will receive a smooth, dense, hard-troweled g � p g g .�
<br /> finish. "HIT-HY 200" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report Na Fasteners exposed to earth,weather or located in pressure preservative or fire retardant treated wood shall " '
<br /> ESR-3187. Rods shall be ASTM F1554 Gr.55, unless noted otherwise. Special inspection of installation is Welding procedures shall be submitted to the owner's testing agency for review prior to
<br /> re uired. commencement of fabrication or erection.All complete-penetration welds shall be ultrasonically tested comply with the criteria listed in the"Metal Products in Contact with Treated Lumber" section.
<br /> Trucks hauling plant-mixed concrete shall arrive on-site with a field ticket indicating the maximum q .
<br /> gallons of water that can be added at the site not to exceed the total water content in the approved mix upon completion of the connection except plate less than or equal to 1/4" thick shall be magnetic FRAMING CONNECTORS
<br /> desi n. EXPANSION ANCHORS particle tested. Complete penetration welds on plates less than or equal to 1/4" shall be magnetic Building Permit
<br /> g Timber connectors called out by letters and numbers shall be "Strong-Tie" by the Simpson Strong-Tie
<br /> Expansion anchors into concrete and concrete masonry units shall be "Kwik Bolt TZ" as manufactured by particle tested. Company. Equivalent devices by other manufacturers may be substituted, provided they have ICC approval 06/01/18
<br /> Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to the Hilti Corporation. Install in strict accordance with ICC Report Number ESR-1917, including minimum
<br /> embedment re uirements. At concrete masonr or brick masonr a lications, bolts shall be installed Field welds shown are engineer's recommendation. Contractor is responsible for actual welds used to for equal or greater load capacities.
<br /> rehandling or flowing. Concrete shall be thoroughly consolidated by suitable means during placement q y y pp
<br /> and shall be thoroughly worked around reinforcement, embedded items, and into corners of forms. into fully-grouted cells. Substitutes proposed by contractor shall be submitted for review with ICC support specific means and methods.
<br /> Reports indicating equivalent or greater load capacities. Special inspection of installation is required. All connectors shall be installed in accordance with the manufacturer's recommendations. Provide number
<br /> and size of fasteners as specified by manufacturer.All shims shall be seasoned and dried and the same
<br /> FORMWORK AND ACCESSORIES BOLTS grade (minimum) as members connected.All nails shall be as called out in the "Fasteners" section of this
<br /> Concrete construction shall conform to ACI 301 "S ecifications for Structural Concrete" and the Building ANCHOR TIES IN MASONRY VENEER All high-strength bolts, not part of the Seismic Load Resisting System (SLRS), need only be tightened to sheet, unless noted otherwise.All bolts in wood members shall conform to ASTM A307. Provide washers '
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<br /> ' firm contact.
<br /> See s ecifications and or architectural documents for formwork Masonry veneer shall be anchored to backing walls per Section 1405.5 of the IBC with 3/4" x 16 gauge snug-tight (ST) conditions, defined as the tightness that exists when all plies in a joint are in under the heads and nuts of all bolts and lag screws bearing on wood.Where connector straps connect two Y
<br /> Code, including testing procedures. p /
<br /> re uirements. Installation shall adhere to ACI 301. Conduits and pipes of aluminum shall not be galvanized sheet metal or W1.7 minimum wire anchors. Anchor ties shall be spaced so as to support This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary
<br /> q members, place one-half of the nails or bolts in each member.
<br /> embedded in concrete construction. not more than 2.0 square feet of wall area in seismic design Category C and 1.5 square feet in seismic spud wrench.All bolt holes shall be standard size, unless noted otherwise.All ASTM A-307 bolts shall be
<br /> design Category D, E and F. Support spacing shall not exceed 24"oc horizontally. In seismic design provided with lock washers under nuts or self-locking nuts. METAL PRODUCTS IN CONTACT WITH TREATED LUMBER .
<br /> Concrete accessories and embedded items shall be coordinated with Architectural and all other Contract Category D, E, and F, providejoint reinforcement of minimum W1.7 size with spacing not exceeding
<br /> Simpson hardware in contact with ACQ, CA,or CBA pressure-preservative treated wood shall have a Zmax
<br /> Documents and suppliers' drawings before placing concrete.Wet-setting of anchor rods, reinforcing, 18"oc vertically. Joint reinforcement shall be continuous with butt splices between ties permitted. �/�/OO D finish (G185 HDG per ASTM A653) or shall be post hot-dip galvanized (per ASTM A123 for connectors and
<br /> hardware, etc. is not allowed in concrete.Anchor rods, reinforcing, hardware, etc. shall be firmly tied in YY
<br /> ASTM A153 for fasteners) unless noted otherwise. Exception: type 304 or 316 stainless steel connectors and
<br /> place prior to concrete placement. DRIVE PINS
<br /> Drive pins and other powder-actuated fasteners shall be low velocity type "Series X-U" (0.157" Q�, unless MATERIAL CRITERIA fasteners are required for the following applications:
<br /> noted otherwise) as manufactured by the Hilti Corporation, or an approved equivalent in strength and Framing lumber shall be kiln dried or MC-19 (unless more stringent criteria are required in these notes or
<br /> Refer to Architectural documents for waterstops, damp proofing, and soil retaining wall drainage on the drawings) and graded and marked in conformance with the latest WCLIB "Standard Grading Rules • ACQ CA, or CBA treatments with ammonia where members are used in exterior applications.
<br /> requirements at concrete and at concretejoints (constructionjoints, slab to walljoints, curb to slab embedment. Install in strict accordance with ICC Report Number ESR-2269. Minimum embedment in .
<br /> concrete shall be 1", unless noted otherwise. Maintain at least 3" to nearest concrete edge. No. 17 for West Coast Lumber". Furnish to the following minimum standards: All ACZA treatments
<br /> joints, etc). • Retention levels greater than 0.40 pcf for ACQ 0.41 pcf for CBA-A, or 0.21 pcf for CA-B treatments. DRAWI NG REVISIONS �
<br /> WOOD STANDARDS
<br /> RIGID FOAM �TRUCTU RAL STEEL Stainless steel connectors require matching stainless steel fasteners. Zmax and post hot-dip galvanized NO. DATE DESCRIPTION ., T
<br /> Rigid foam specified on the drawings for filling voids shall be expanded polystyrene (EPS) board Moisture connectors re uire fasteners alvanized er ASTM A153. Thru bolts and anchor rods used in dr eonditions
<br /> insulation havin at least 10 si com ressive resistance at 10°/o deformation:ASTM D 6817 (Type EPS15 Member Grade q 9 P y
<br /> 9 P P REFERENCE STANDARDS Content shall be permitted to be of inechanically deposited zinc coated steel with coating weights in accordance
<br /> minimum) or ASTM C578(Type 1 minimum), as manufactured by Insulfoam (ESR-1788) or approved Steel construction shall conform to the latest editions of the AISC Specifications and Codes. with ASTM B 695, class 55 minimum. See IBC section 2304.10.5.1 and "Framing Connectors" section on this
<br /> equal. Install in strict accordance with applicable ICC report. 4x BEAMS & POSTS, 6x POSTS DF#2 MC19
<br /> "Specification for Structural Steel Buildings" ANSI/AISC 360, "Specification for Structural Joints Using sheet for additional requirements.
<br /> High-Strength Bolts"AISC 348 and "Code of Standard Practice for Steel Buildings and Bridges" AISC 303 4x TREATED BEAMS & POSTS,AND 6x TREATED DF#2 MC19
<br /> CURING AND FINISHES amended by the deletion of paragraph 4.4.1. POSTS
<br /> Protect and cure freshly placed concrete per ACI 305.1 in hot conditions, ACI 306.1 in cold conditions,
<br /> and ACI 308.1 " Specification for Curing Concrete". All exposed edges and corners shall have 3/4" FABRICATORS 2x JOISTS, RAFTERS, BUILT-UP BEAMS,AND HEADERS DF#2 MC19
<br /> chamfer, UNO. Concrete flatwork shall be sloped to provide positive drainage. Coordinate finish with Fabricators for structural steel must have a quality assurance program in place. The quality assurance 2x, 3x FLATWISE & EDGEWISE BLOCKING DF STANDARD MC19
<br /> architectural contract documents. program must meet the requirements of one of the following methods:
<br /> 3x NAILERS ON STEEL BEAMS DF#2 MC19
<br /> At the time of application of finish materials or special treatment to concrete, moisture content of • Registration in the Washington Association of Building Officials (WABO) Steel Fabricator Registration 2x4 AND 2x6 STUDS DF#2STUD MC19 Y
<br /> concrete shall conform to requirements in finish material specifications. Where vapor sensitive Program 3x STUDS
<br /> coverings are to be placed on slabs on grade, conform strictly to slab covering manufacturer's . DF#2 MC19
<br /> Participation in the AISC quality certification program, designated as an AISC Certified Plant,
<br /> recommendations regarding vapor retarder and granular fill requirements below the slab. Category BU. 2x4 PLATES DF STANDARD KD15
<br /> • Meeting the requirements of AISC 360 for structural steel buildings, appendix N and submitting plan 2x6 PLATES DF#2 KD15
<br /> CONCRETE CRACK MAINTENANCE documentation to the authority having jurisdiction, the engineer of record, and the owner or
<br /> Cracking occurs in concrete structures due to inherent shrinkage, creep, and the restraining effects of owner's designee. Quality assurance requirements of steel construction for wind and seismic (AISC 2x, 3x, AND 4x TREATED PLATES, LEDGERS DF#2 KD15
<br /> walls and other structural elements. Most cracking due to shrinkage and creep will likely occur over the 341, Chapter J) shall be included as requred in Special Inspection section of the general notes, where DF UTILTY/#3 ,
<br /> first two years of the life of the structure;further concrete movement due to variations in temperature applicable. TONGUE AND GROOVE DECKING (NON-VISUAL) COMMERICAL MC19
<br /> may persist. Cracks that result in water penetration will need to be repaired to protect reinforcing. Other DED
<br /> cracking rnay be repaired at the owner's discretion for aesthetical reasons or performance of applied Fabricator for structural steel must be registered and approved to perform work without special -
<br /> finishes. Prior to repairing cracks, a structural engineer should be consulted to provide direction on inspection.At completion of fabrication, the fabricator shall submit a certificate of compliance to the TONGUE AND GROOVE DECKING (EXPOSED) DF#2 MC19
<br /> which cracks to repair and on whether observed cracks may affect the strength of the structure. building official stating that the work was performed in accordance with the approved construction TONGUE AND GROOVE DECKING (UPPER END
<br /> DF SELECT DEX MC19
<br /> documents. EXPOSED) `. °
<br /> FINISHING
<br /> The terms finish, finish column, finishing, milled, milled surface or milling are intended to include MOISTURE CONTENT AND CARE OF MATERIAL DURING CONSTRUCTION .
<br /> surfaces which have been accurately sawed or finished to a true plane as defined by AISC. All 2x studs and plates shall be kiln dried. The Contractor shall take measures to minimize exposure of
<br /> Grind surface value equal to or less than 1,000 as defined by ANSI 646.2 (4-inch and thinner). sawn lumber and engineered wood products to moisture during construction. Excessive changes in
<br /> moisture content during construction may result in swelling and shrinkage of a single story level in the �:�E �
<br /> STEEL COATINGS AND PROTECTION magnitude of 1/2". This may create problems where multi-story wood construction joins multi-story �
<br /> ion weather fire corrosion etc. shall be as s ecified b the architect. Galvanized concrete wall construction. All wood framed construction shall have maximum moisture content not to � � �� ���`5f�'i�. ��
<br /> Coatings and protect ( , , , ) p y �
<br /> steel members shall conform to ASTM A-123 and galvanized steel hardware shall conform to ASTM exceed 10% at time of fur-out,which shall be verified by a testing agency hired by the Owner. These test �'v � ��' ,�
<br /> A-153. Guidelines outlined in ASTM A-384 shall be followed in order to safeguard against warping and
<br /> results shall be submitted to the Architect and Structural Engineer of Record for review prior to installation U�` z .
<br /> distortion during hot-dip galvanizing of steel assemblies. Steel anchors and ties embedded in concrete and interior drywall installation is performed. In addition, pre-loading the entire wood building with the .
<br /> and masonr shall be left unpainted. interior drywall while the building is being dried out is recommended before wood ledgers are attached to
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<br /> concrete shear walls.
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<br /> SHOP PAWTING
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<br /> All steel to be shop primed. Steel fire proofed or encased with concrete need not be painted.All other Wood joists and beams supporting topping slabs or subjected to construction loading shall have a
<br /> steel shall be given one coat of shop paint, in accordance with Section 1.24 of the AISC "Specification" maximum live load deflection of I/600.The contractor shall be responsible for ensuring that the moisture
<br /> and Section 6.5 of the AISC "Code", unless noted otherwise. The surface preparation of the structural content of wood members supporting concrete or construction loads is, and remains, at 10%or less. _
<br /> steel prior to painting shall be in accordance with the specific paint manufacturer's published Wood framing with higher moisture contents before, or during, the placement of topping slabs or
<br /> recommendations. Structural joints and faying surfaces which are to be connected by means of welds or subjected to construction loading are subject to excessive creep. Contractor to provide means to maintain
<br /> bolts shall not be painted until all welds and bolts are installed, inspected and approved. Paint shall be the moisture content as required to prevent creep.
<br /> held back 3" from the faying surface or the joint to be welded. V T R U CT U RAL
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