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A I B I C I o I E I F
<br /> I G I H I I K I
<br /> GEOTECHNICAL CONCRETE (cont'd) STRUCTURAL STEEL WOOD NO .
<br /> REPORT&GENERAL CRITERIA FORMWORK AND ACCESSORIES REFERENCE STANDARDS MATERIAL CRITERIA
<br /> Criteria oulined in the report listed below was used for the design of the foundations: Concrete construction shall conform to ACI 301'Specifications for Structural Concrete-and the Building Steel construction shall conform to the latest editions of the AISC Specifications and Codes."Specification Framing lumber shall be kiln dried or MC-19 unless more stringent criteria are required in these n
<br /> Geotechnical Engineering Report Code,includingtesting p d/ ( 9 q ese ores or
<br /> procedures.Sees CI specifications and/or architectural documents for formwork for Structural Steel Buildings'ANSI/AISC S P360,efor Steel
<br /> for Structural Joints UsingAISC High-Strength on the drawings)and graded and marked in conformance with the latest WCUB"Standard Grading Rules
<br /> Prepared by Migizi Group.Inc(01/2Z2022) requirements.Installation shall adhere to ACI 301.Conduits and pipes of aluminum shall not be embedded Bolts'AISC 348 and"Code o1 Standard Practice Far Steel Buildings and Bridges'AISC 303 amended by the No.17fior West Coast lumber".Furnish to the following minimum standards:
<br /> - in concrete construction, deletion of paragraph 4A.1. WOOD STANDARDS
<br /> Contractor shall be familiar with recommencations in the above-mentioned report prior to start of
<br /> construction.Allowable soil pressure and lateral earth pressure are assumed and therefor must be verified See architectural drawings for exact locations and dimensions of door and window openings in all concrete FABRICATORS
<br /> by a Geotechnical Inspector or building official.If soils are found to be other than assumed,notify the walls.See mechanical drawings for size and location of mechanical openings through concrete walls.See Fabricators for structural steel must have a quality assurance program in place.The quality assurance Membar Grade Molstun
<br /> Structural Enigeer for possible foundation redesign.For wet weather work,see the Geotechnical Report architectural drawings for all grooves,notches,chamfers,feature strips,color,texture,and other finish Content ^���
<br /> P program must meet the requirements of one of the following methods: C
<br /> details at all exposed concrete surfaces,both cast-in-place and precast See structural details for reinforcing 4x BEAMS&POSTS,6x POSTS Of e2 MC79
<br /> Unless noted otherwise,footing zlnail be centered below columns or walls. around openings. Registration in the Washington Association of Building Officials(WASO)Steel Fabricator Registration deSlg 1'7 91'OU P
<br /> Program 4x TREATED BEAMS&POSTS,AND 6x TREATED POSTS OF 62 MC19
<br /> INSPECTIONS Contractor shall submit the proposed locations of construction joints to the Architect for acceptance before Participation in the AISC quality certification program,designated as an AISC Certified Plant,Category p�
<br /> All prepared soil-bearinq surfaces shall be inspected by the owners Geotechnical Inspector(or building starting construction.Erico Lenton Formasaver(IAPMO-UES-ER-0129)maybe used as an alternate to the U. 2x JOISTS.RAFTERS,BUILT-UP BEAMS,AND HEADERS OF b2 MC19
<br /> 1 official)
<br /> prior to placement of reinforcing steel and concrete.Inspections shall be made per IBC Table roughenedjoint All construction,control,and isolalionjoints for slabs on ground shall be in accordance Meeting the requirements of AISC 3601or structural steel buildings.appendix N and submittig plan
<br /> with the typical details. rh
<br /> documentation to the authority having jurisdiction,the engineer of record,and the owner or owner's 2x.3x FLAIWISE Be EDGEWISE BLOCKING DF STANDARD MC19 L _
<br /> designee.Quality assurance requirements of steel construction for wind and seismic(AISC 341, 2x4 AND 2x6 STUDS OF b2 MC19
<br /> BEARING VALUES Concrete accessories and embedded items shall be coordinated with Architectural and all other Contract Chapter J)shall be included as lectured in Special Inspection section of the general notes,where
<br /> All footings shall bear on undisturbed soft and shall be lowered to firm bearing if suitable soil is not found Documents and suppliers'drawings before placing concrete.Wet-setting of anchor rods,reinforcing, applicable. 2x4 PLATES DF STANDARD KD75 � .
<br /> at elevations shown.Exterior footings shall bear a minimum of 18'below the finished ground surface, hardware,etc,is not allowed in concrete.Anchor rods,reinforcing,hardware,etc.shall be firmly tied in Zx6 PLATES OF 12 KD15
<br /> Footing elevations shown on plans(or in details)are minimum depths and for guidance only.the actual M F.R CM1 IHmrUTF.Of ARCFIIrF.C1t
<br /> 9 y place prior to concrete placement Fabricator for structural steel must he registered and approved to perform work without special 2x,3z,AND 4x TREATED PLATES,LEDGERS OF bT KD75
<br /> elevations of footings must be established by the Contractor in the field working with the Geotechnical inspection.At completion of fabrication,the fabricator shall submit a certificate of Compliance to the Inspector. Refer to Architectural documents for waterstops,damp proofing,and soil retaining wall drainage building official stating that the work was performed in accordance with the approved construction
<br /> requirements at concrete and at concretejoints(construction joints.slab to wall joints,curb to slab joints, documents. MOISTURE CONTENT AND CARE OF MATERIAL DURING CONSTRUCTION Allowable vertical bearing soil pressure=3,000 psi e10. .
<br /> All 2x studs and plates shall be kiln dried.The Contractor shall take measures to minimize exposure of
<br /> SUBGRADE PREPARATION
<br /> FINISHING sawn lumber and engineered wood products to moisture during construction, Excessive changes fn
<br /> CURING AND FINISHES The terms finish,finish column,finishing,milled.milled surface or milling are intended to include surfaces moisture content during construction may result in swelling and shrinkage of a single story level in the
<br /> Prepare subgrade per the Geotechnical Report summarized as follows:All footings shall be cast on Protect and cure freshly placed concrete per ACI 305.1 in hot conditions,ACI 306.1 in cold conditions.and which have been accurate) sawed or finished to a true lane as defined b AISC magnitude of 12'.This may create undisturbed firm natural soils that are free of organic materials.Footing excavation shall be free of loose y P Y concrete
<br /> y problems whore multi-story wood construction turns content
<br /> 3
<br /> r9 9 ACI 308.1'Specification for Curing Concrete'.All exposed edges and comers shall have 3/4'chamfer, concrete wall construction.All wood named construction shall have maximum moisture content not[o
<br /> soils,sloughs,debris and free of water at all times.If organic silt and/or fill material is encountered at UNO.Concrete flatwork shall be sloped to provide positive drainage.Coordinate finish with architectural Grind surface value equal to or less than 1,000 as defined by ANSI 846.2(4-Inch and thinner). exceed 10%at time of fur-out,which shall be verified by a testing agency hired by the Owner.These test
<br /> subgrade elevations.overexcavate a minimum of 3'•0"below the design foundation subgrade elevation contract documents. results shall be submitted to the Architect and Structural Engineer of Record for review prior to installation
<br /> prior to placing footings.The overlean concretvatede
<br /> areas shell be fxackfilled with structural RII compacted to 95% STEEL COATINGS AND PROTECTION and interior drywall installation is performed.In addition,pre-loading the entire wood building with the
<br /> proctor per ASTM D•1557 or a lean concrete mix. At the time of application of finish materials or special treatment to concrete,moisture content of concrete Coatings and protection(weather,fire,corrosion,etc.)shall be as specified by the architect Galvanized interior drywall while the building is being dried out is recommended before wood ledgers are attached to
<br /> shall Conform to requirements in finish material specifications.Where vapor sensitive coverings are to be steel members shall conform to ASTM A-123 and galvanized steel hardware shall conform to ASTM A-153, concrete shear walls. HELIX DESIGN GROUP,INC
<br /> EXISTING UTILITIES placed on slabs on grade,conform strictly to slab covering manufacturer's recommendations regarding Guidelines outlined in ASTM A-384 shall be followed in order to safeguard against warping and distortion
<br /> The Contractor shall determine the location of all adjacent underground utilities prior to any excavation, vapor retarder and granular fill requirements below the slab. duringhot-clip Wood'i
<br /> shoring,pile driving,or pier drilling.Any utility information shown on the plans and details are approximate tr galvanizing of steel assemblies.Steel anchors and ties embedded in concrete and masonry u zli and beams supporting topping slabs or subjected to esconstructor loading shall have a
<br /> shall be left unpainted. maximum live load detection p rting The contractor shall be responsible for ensuring that the moisture
<br /> and not verified by the SER.Contractor is to provide protection of any utilities or underground structures CONCRETE[RACK MAINTENANCE content of wood members supporting concrete or construction loads is,and remains,at 10%or less.
<br /> during construction, Cracking occurs to concrete structures due to inherent shrinkage,creep,and the restraining effects of walls CORROSION CONTROL Wood framing with higher moisture contents before,or during,the placement of topping slabs or
<br /> and other structural elements.Most cracking due to shrinkage and creep Cott likely occur over the first two All steel noted as galvanized and any steel in ground contact or within 6-inches of grade shall be zinc- subjected to constructor loading are subject to excessive creep.Contactor to provide means to maintain _ �ND
<br /> DRAINAGE years of the life of the structure;further concrete movement due to variations in temperature may persist plated(galvanized) the licit-dipped galvanic method or pre-approved the moisture content as required to prevent tree Drainage systems,including foundation,roof and surface drains,shall be installed as directed the P 9 nc PP 9 ( p where
<br /> equivalent),except where such q p p. 4
<br /> by Cracks that result in water penetration will need is l e repaired to protect reinforcing,liner cracking may steel(s to be salty encased is concrete.Furthermore,any surface where the coaling has been removed or P SAHL
<br /> Geotechnical Repgrt.Vapor retarder placed below slab-on-grade shall conform to ASTM E 1643 and ASTM be repaired at the owner's discretion for aesthetical reasons or performance of applied finishes.Prior to damaged must be brushed and re-coated in clean,dry field conditions with an approved zinc-based anti- VERTICAL SHRINKAGE
<br /> E 74& repairing cracks,a structural engineer should be consulted to provide direction on which Cracks to repair corrosion coating except where such area is to be encased in concrete. Allow for 1/2'of wood shrinkage/compression at each level(including foundation).Values are cumulative 1201 First Avenue South,Suite 310
<br /> RETAINING WALLS
<br /> and on whether observed cracks may affect the strength of the structure. for height of the building.Building systems such as mechanical,electrical,plumbing.fire sprinklers,etc. Seattle.Washington 96134
<br /> SHOP PAINTING shall have flexible components that account for the potential wood shrinkage/compression.Architectural 206-102.5156 www.lundopaahl.com
<br /> Grade an either side of concrete walls shall not vary by more than 12',UNO.Slope of backfill shall not GROUTING STEEL BASE PLATES All steel to be shop primed.Steel fire proofed or encased with concrete need not be painted.All other finishes shall also account for the potential wood shrinkage/compression.
<br /> exceed 2H to 1V,UNO.Backfill behind all retaining walls with free draining,granular fill installed per the Nonshrink grout for base plates shall be an approved nonshrnk cemendtious grout containing natural steel shall be given one coat of shop paint,in accordance with Section 1.24 of the AISC"Specificaton"and
<br /> Geotechnical Report.Provide for subsurface drainage.Design pressures used for the design of retaining aggregates delivered to the job site in factory prepackaged containers requiring only the addition of Section 6.S of the AISC"Code",unless noted otherwise.The surface preparation of the structural steel TREATED WOOD
<br /> walls are based on drained conditions. water.The minimum 28-day compressive strength shall be at least 6000 psi,UNO.Grouts shall meet ASTM prior to painting shall be in accordance with the specific paint manufacturers published All wood framing to direct contact with concrete or masonry,exposed to weather,or that rest on exterior YIN PRf7
<br /> CI107.Approved grouts include:Master Builders'"Master Flow 713",Sika Corporation's'Sikagrout 212", recommendations.Structuraljoints and raying surfaces which are to be connected by means of welds or foundation wails and are located within 8"of earth,shall be pressure-treated with an approved '�O of vv'uroC
<br /> Passive earth pressure-225 PCF Burke Company's"Nonferrous Nonshrink Grout",W.R.Meadows CG-86 Construction Grade Grout,or bolts shall not be painted until all welds and bulls are installed,inspected and approved.Paint shall be preservative per IBC section 2303.1.9,Cut or drilled sections of treated material shall be treated with an v M 04
<br /> Coefficient of(Acton(factor of safety of 1.5 included)=035 approved equal.Grout shall be mixed,applied,and cured strictly in accordance with the manufacturers held back 3'from the raying surface or the joint to be welded. approved preservative per IBC section 2303.1.9.See IBC section 2304.12 for additional requirements.
<br /> published recommendations. ' T
<br /> Provide temporary shoring for tops of walls if backfill is placed prior to the supporting structure being STRUCTURAL STEEL MEMBERS GLU-LAMINATED MATERIALt 3a1 rF constructed,Supporting structure is the floor framing and sheathing completely installed and attached to MASONRY Structural Steel shall conform to the following requirements(unless otherwise shown on plans): Gill laminated members shall be fabricated In conformance with ANSI/AITC A190.1 AND ASTM D3737, rfi,. ?ck1l.perpendicular walls. Stress Class 24F-I.SE.Each member shall bear an AITC identification mark and shall be accompanied by cf0rrs,,sv,t N
<br /> CONCRETE MASONRY UNIT WALLS STRUCTURAL STEEL MEMBER SPECIFICATIONS TABLE an AITC certificate of conformance.All simple span beams shall be douglas fir combination 24F-V4,fb=
<br /> CONCRETE 2.400 psi,Fv=265 psi and all cantilevered beams and columns shall be Douglas fir combination 24F-V8,fb '�/'¢/Z01L
<br /> Concrete masonry unit walls shall be constructed of normal weight units,conforming to ASTM C90,laid in a =2,400 psi.fv=265 psi unless noted otherwise.Camber all simple span glu laminated beams to 3,500 running bond. Type o/Member ASTM Specification Fy radius or zero camber,unless shown otherwise on the plans.
<br /> CAST-IN-PLACE CONCRETE
<br /> Concrete materials shall conform to the following: Mortar shall be Type S per IBC 2103.2 Grout shall conform to IBC 21033 and ASTM C476 requirements and attain SQUARE&RECTANGULAR HSS SECTIONS AS00,GRADE 8 OR C 46 ksi Portland cement: Type 1,ASTM C150 a minimum compressive strength of 2,000 psi at 28 days,design F'm=2,000 psi.Full stresses are required. STRUCTURAL COMPOSITE(UMBER
<br /> Fly ash used ASTM C61 B class F or C PLATES,CHANNELS,ANGLES A36,GRADE 36 36 ksi Manufactured LVL lumber shall be manufactured under a process approved by the national research
<br /> Slag cement(if used): ASTM C989 board.Each piece shall bear a stamp or stamps noting the name and plant number of the manufacturer,
<br /> Lightweight a Strength shall be verified by prism testing in accordance with IBC Section 2108.Masonry units shall be chosen in THREADED RODS - A36 36 ksi
<br /> aggregates: lightweight aggregates shall not be used without ------ •-- .-__--- _----.---..--�.-.. ,..,_-.-_-_ the grade,the national research board number,and the quality control agency.All LVL lumber shall be
<br /> accordance with TMS 602 Table 2. ANCHOR RODS(HOOKED,HEADED,THREADED&NUTTED) F7SS4,GRADE 36(UNO) - 36 ksi manufactured in accordance ICC Report ESR-2993.LVL lumber shall be manufactured using veneer glued 6
<br /> odor approval of SER and building department COMMON BOLTS _ with a waterproof adhesive complying with the requirements of ASTM D2559 with all grain parallel with
<br /> Normal might aggregates: ASTM C33 All preparation and placing of masonry shall conform to Section 2104 of the IBC. A307,GRADE A the length of the member.The members shall have therequirements
<br /> ofminimum
<br /> Sand equivalent ASTM C33following properties:
<br /> FLAT CIRCULAR WASHERS F436 MINIMUM DESIGN PROPERTIES FOR COMPOSITE LUMBER(Redlam)
<br /> Water. Potable per ASTM C94 -
<br /> Airentrahhfngadmixtures: ASTMC260 REINFORCEMENT IN CONCRETE AND MASONRY
<br /> Chemical admixtures: ASTM C494 STEEL FRAMING Grade Orientation E(ksi) Fix(pst� Fell(psi) Fv{psi)
<br /> Plowable concrete admixtures: ASTM C1017 REINFORCING STEEL The contractor shall be responsible for all erection aids and joint preparations that include,but are not
<br /> Reinforcing steel shall conform to ASTM A615(including supplement Sl).Grade 60,Fy=60,000 psi,except limited to:erection angles,lift holes,and other aids;welding procedures:required root openings;root face 2.0E LVL BEAM 2,000 Z900 Z635 285
<br /> Durability requirements of concrete mixes shall conform to building code.These requirements include any bars specifically so noted on the drawings shall be Grade 40,Fy=40,000 psi, dimensions-,groove angler,backing bars;copes;surface roughness values;and tapers of unequal parts.
<br /> water-cementitfous material ratios,minimum compressive strengths,air entrainment,type of cement,and 2.0E LVL PLANK 2,000 3A30 Z635 190
<br /> maximum chloride ion content PROCEDURES
<br /> HEADED SNEAK STUDS STRUCTURAL
<br /> Reinforcing steel shall be detailed(including hooks and bends)in accordance with ACI 315'Details and Headed shear studs shall be Tru-Weld.a Division of TFP Corp.(ESR-2577)or Nelson Welding,Inc.a
<br /> CONCRETE STRENGTH REQUIREMENTS TABLE Detailing of Concrete Reinforcement'.Lap all reinforcement in accordance with"The Reinforcing Splice Fabristeel Company(ESR-28M.Shear connector studs shall be automatically end welded in shop or field Design shown on plans is based on RedLam products manufactured by the 0.edBuilt Corporation.
<br /> Alternate manufacturers may be used subject to review and approval by the Architect and Structural
<br /> and Development Length Schedule" al these documents.If rsec is not provided,lap all reinforcing by 40 with equipment recommended by manufacturer of studs.Steel stud material,welding and inspection shall Engineer of Record,alternatejoist hangers and other hardware may be substituted for items shown 7 GENERAL
<br /> Exposure Categories bar diameters.Provide corner bars at all wall and footing Intersections. be in accordance with AWS DIA. NOTES
<br /> Strength Max Max Total Air and tlasses provided they have ICC approval for equal or greater load capacities.All joist hangers and other hardware
<br /> Location fc A Stze w/C content Reinforcing steel shall be ade uate su orted to event dis lacement durin concrete and shall be compatible in size with members provided.
<br /> (psi) 99 Ratio q PP Pr P 9 grout AIIEweldl g shall be in conformance with AISC and AWS standard and shall be performed by AWS certified
<br /> F S W C placement.Bars shall be bent cold.
<br /> welders using E70XX Electrodes in accordance with AWS D1.1.Only Prequalified welders,as defined by AWS, PLYWOOD WEB JOISTS
<br /> LEAN MIX SOIL REPLACEMENT 1.5 SACK Bars partially embedded in concrete shall not be field bent,unless specifically so detailed or approved by shall be used. Prefabricated plywood web joist design shown on plans is based an Red-built products manufactured by
<br /> UNDER FOUNDATIONS 1.500 SAND CEMENT - Ell so WO C1 the SER. the Red-Built Corporation.Alternate plywood web joist manufacturers may be used provided they
<br /> conform with the ICC evaluation service reports ESR-1367 and ESR-1153 and are subject to review and
<br /> FOUNDATIONS,GRADE BEAMS, Shop drawings shall show all welding with AWS D7.4 symbols.Welds shown on the drawings are the approval by the Architect and Structural Engineer of Record.Alternate plywood web joists must have
<br /> 4,000 1' 0.44 43% Fl s0 WO C1 Mechanical connection of continuous reinforcing bar shall be used where shown on documents and may minimum sizes.Increase weld size to AWS minimum sizes,based on plate thickness.Minimum welding shall equivalent section properties and allowable stresses to those previously specified to be considered.
<br /> STEM WALLS be substituted for lap splices if approved by the SER.Such connections shall develop at least 125%of the be 3/16"UNO.Filler metal with a Specified minimum Charpy V•notch toughness of 20 h-lb at 40•F or lower P fy p
<br /> Alternate joist hangers and other hardware may be substituted for Items shown provided they have ICC
<br /> SLAB ON GRADE,TOPPING SLAB, 3000 3/4" 0.44 1% Po- SO WO CO specified yield strength of the bar.Acceptable connectors shall be the Erico Lenton Plus Standard Coupler shall be used at complete-joint-penetration groove welds.Welds designated as demand critical shall be approval for equal or greater load capacities.All joist hangers and other hardware shall be compatible in
<br /> STAIR TREAD(INTERIOR) (ER-3967),Dayton Superior Bar-lock L Series(ER•5064),or approved equal, made with filler metals meeting the requirements specified in AWS D1.8 clause 63. size with plywood web'oist provided.All necessary bridging,blockin blocking8
<br /> P Yw' 1 Pr ty 9, panels,stiffeners,etc.,
<br /> CONCRETE MIXTURES Welding or tack welding of reinforcing bars to other bars or to plates,angles,etc,is prohibited,except Welding procedures shall be submitted to the owner's testing agency for review shall be detailed and famished by the manufacturer.All permanent and temporary bridging shall be
<br /> q g ry prior to commencement of instated in conformance with manufacturer's specifications.The following deflection criteria shall be
<br /> Mixes shall be proportioned to meet compliance requirements of ACI 318 Section 26.4.3.Slump,W/C ratio, where specifically approved by the SER Where welding is approved,it shall be done by AWS/WABO- fabrication or erection.All complete-penetration welds shall be ultrasonically tested upon completion of the p
<br /> maintained with all alternates.
<br /> admixtures and aggregate see will be determined by the contractor.Submit documentation of concrete certified welders using E9018 or approved electrodes.Welding procedures shall conform to the connector except plate less than or equal to 1/4'thick shall be magnetic particle tested.Complete
<br /> mixture characteristics for review by the SER before the mixture is used and before making changes to requirements of AWS 01 A.Any Grade 60 reinforcing bars indicated on drawings to be welded shall penetration welds on plates less than or equal to 114'shall be magnetic particle tested. Floor d I
<br /> mixtures already to use.Documentation shall comply with ACI 318 Section 26.4.4 or Chy or Seattle conform to ASTM A706.Reinforcement complying with ASTM A615(St)may be welded only if material oor live load of ections shall be limited to span/480(span/360 at 100 psi live load).
<br /> Director's Rule 11-2014. property reports indicating conformance with welding procedures specified to AWS D1.4 are submitted. Field welds shown are engineer's recommendation.Contractor is responsible for actual welds used to Roo(total load detections shall be limited to span/240.Specified plywood web joists at floors have been designed for a minimum TJ-Pro rating of 40 it, REVISION DATE
<br /> Welding within 4"of cold bends in reinforcing steel is not permitted. support speck means and methods.All concrete,including slab an grade,shall contain an acceptable water-reducing admixture conforming to addition to the maximum allowable deflections noted above.
<br /> ASTM C494 and be used to strict accordance with the manufacturers recommendations, ANCHORAGE WELDING GALVANIZED STEEL Alternative framing members at shear wall rim/blocking locations may be used,provided ICC reports or
<br /> Welding of galvanized steel shall conform to AWS specification D•19.0.Welded areas of galvanized steel manufacturers test data are submitted.The submitted data shall verify the ability of the alternative
<br /> All concrete which is exposed to freezing and thawing in a moist condition or exposed to deicing chemicals Post-installed anchors or reinforcing bar shall not be installed without prior approval of engineer of record shall be touched up in conformance with ASTM A-780, members to provide equivalent or greater shear capacities using the specified nail and anchor sizes and
<br /> shall contain an air entraining agent,conforming to ASTM C260.Total air content shall be adjusted per ACI unless noted otherwise on the plans. spacing. 9
<br /> 318 for mix designs with smaller nominal aggregate size.The amount of entrained air shall be measured at BOLTS
<br /> the discharge end of the placing nozzle.Entrained air shall be as noted 3 1.0%by volume.Air-entrainment ADHESIVE ANCHORS All high-strength bolts,not part of the Seismic Load Resisting System(SLRS),need only be tightened to WOOD STRUCTURAL PANELS
<br /> shall not be used at slabs that will receive a smooth.dense,hard-troweled finish. Adhesive anchors(threaded rods or reinforcing bar)specified on the drawings shall be installed using snug-tight(ST)conditions,defined as the tightness that exists when all plies in ajoint are in firm contact Wood structural panels shall be APA rated sheathing,exposure 1 durability classification in conform
<br /> "HIT-HY 200"as manufactured by the Hild Corporation.install in strict accordance with ICC Report No. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary 9 b tY once
<br /> with USDOC PS 1,ASTM D 5457 and IBC 2303.1.5 and table 2304.BR1.Trucks hauling plant-mixed concrete shall arrive on-site with a field ticket Indicating the maximum gallons ESR-3187.Rods shall be ASTM F1554 Gr55,unless noted otherwise.Special inspection of installation is spud wrench.All boll holes shall be standard size,unless noted otherwise.All ASTM A•307 bolts shall be DATE JOB NO,
<br /> of water that can be added at the site not to exceed the total water content in the approved mix design. required. provided with lock washers under nuts or sell-locking nuts. Oriented strand board(OSE),shall be in accordance with USDOC PS 2,and of equivalent thickness, 10/14/2022 22.13MI
<br /> Concrete shall be deposited as nearly as practicable in its final positron to avoid segregation due to EXPANSION ANCHORS Connections,joints and fasteners that are part of the Seismic Load Resisting System(SLRS)shall be exposure rating and span rating and may be used in lieu of plywood pending OSR substitution approval
<br /> rehandlin or Cowin Concrete shall be thoroughly consolidated b suitable means during lacement and Expansion anchors into concrete and concrete masonry units shall be"Kwik Ball TZ"as manufactured slip-critical(SQ joints,UNO.All by Architect.
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<br /> g 9 9 y y g p p y b1, plying surfac s shall
<br /> ll be trepan bolts and shall meet the requirements for sit Contractor to ensure OSB is protected to prevent warping during installation.shall be thoroughly worked around reinforcement,embedded items,and into comers of forms. the Hilti Corporation.Install in strict accordance with ICC Report Number ESR-1917,including minimum raying surfaces shall be prepared as required for class A or better slip-rriticaljoints.All high-strength bolts
<br /> -
<br /> embedment requirements,At concrete masonry or brick masonry applications,bolts shall be installed into shall be installed,tightened and inspected In accordance with AISC 348.Slip-critical(SC)connections shall fully-grouted cells.cells.Substitutes proposed by contractor shall be submitted for review with ICC Reports use compressible-washer-type direct tension Indicators or twist-off-type tension-control bolts. - - -.
<br /> indicating equivalent or greater load capacities.Special inspection of installation is required. 10 COO .(
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<br /> between ties permitted. - - - J
<br /> DRAWING NO.
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