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NO. DATE ISSUE/REV. BY
<br /> STRUCTURAL NOTES � 08.29.18 BLDG.DEPT.REV. MRL
<br /> GENERAL REQUIREMENTS TESTS�INSPECTIONS 0 �o.os.ia BLDG.DEPT.REV. MRL
<br /> BUILDING CODE�REFERENCE STANDARDS:The"Intemational Building Code°(IBC),2015 Edition,as adopted and modfied by the City of Everett, INSPECTIONS:AII constniction is subject to inspection by the Building Official in accordance with IBC Sec 110.The contractor shall coordinate all GROUTED REBAR AND AN H
<br /> C OR BOLTS:Follow manufacturers written instructions:drill holes in existing c�ncrete to depth noted on plans or to depth STANDARD LIGHT-FRAME CONSTRUCTION:Unless noted on the drawings,construction shall conform to IBC Sec 2308"Conventional Li ht-Frame
<br /> govems e es�gn and construcction of this project. Reference to a speatic section in the Code dces not relieve the contractor from compliance with the required inspections wi�the Building Official.Submit copies of all inspection reports to the Architect/Engineer for review.The Building Offiaal may as necessa to develo the stren th of the rebar listed in the manufa r r • ^ • .
<br /> 9
<br /> ry p g ctu e s ICC or ESR report.Drill the hole diameter per manufacturers instructions. Construchon and IBC Sec 2304 General Construction Requirements.
<br /> entire materials reference standards noted below.The latest edition of the materials reference standards shall be used. accept inspection of and reports by approved inspection agenaes in lieu of Building Offiaal's inspections.The contractor shall obtain approval of Building Roughen sides of holes by percussive d�lling methods.Holes shall be brushed and blown free of debris and surface residue before grouting operation.
<br /> Offiaal to use the lfiird-party inspection agency and contractor shall alert the Architect/Engineer as such. Special Inspection is required. (1) Walt Framing(Unless noted otherwise on plans and details)AII interior walls shall be 2x4 @ 16"OC and all e�erior walls shall be 2x4 @ 16"OC.
<br /> SCOPE OF STRUCTURAL WORK: New Lateral anatysis and design for the entire structure,plus vertical analysis and design of new and fire damaged Provide(2)bundled studs min at wall ends and each side of all openings.AI solid sawn lumber headers shall be supported by a minimum of(t)
<br /> strudural elements of the e�risting building. SPECIAL INSPECTIONS:Special inspections per IBC Chapter 17 shall be perfom�ed by an approved testing agency as outlined in the Speaal BONDING AGENT:Use Master Builders Concresive Liquid(LPL).Apply in accordance with manufacturer's instructions. trim and(1)king stud and all glulam or engineered wood headers by(2)trim and(2)king studs.At framed walls,all solid sawn lumber beams
<br /> Inspection Schedule and the project speafication.Reference plans for the Speaal Inspection Schedule for this project containing all inspection,special shall be supported on a minimum of(2)bundled 2x studs and all glulam or engineered wood beams on a minimum of(3)bundled 2x siuds.
<br /> DEFINITIONS:The following definitions apply to these general notes: Q inspection,and structural observation requirements. CONCRETE REINFORCEMENT Provide minimum 4x6 headers at all interior and exterior wall openings UNO on the plans.Stitch-nail bundled studs with(2)10d @ 12"OC.
<br /> • "Structural Engineer of Record"(EOR)-The structural Engineer who is legally responsible for stamping 8�signing the structural documents 1 Provide salid blocking thru floors to supports below for bearing walls and posts.Attach bottom plates of stud walls to wood framing bebw with
<br /> for the projecl The EOR is responsible for the design of the Primary Structural System. STRUCTURAL OBSERVATIONS: When required by the provisions of Section 1704.6.1 or 1704.6.2,the Owner or the Owner's authorized agent shall REFERENCE STANDARDS:Conform to: 16d @ 12"OC or to cona�ete with 5/8"-dia.anchor bolts x 7°embedment at 48"OC.Refer to shear wall schedule for specific sheathing,stud,and
<br /> employ the EOR to perform structural observations.Structural obseroations do not include or waive the responsibility for the inspections in Section 110 (1) ACI 301 "Standard Specifications for Structural Concrete",Sec 3"Reinforcement and Reinforcement Supports." nailing requirements at shear walls.Provide gypsum sheathing on interior surfaces and plywood sheathing on exterior surfaces.
<br /> NOTE PRIORITIES:Notes on the individual drawings shall govem over these general notes. or the spedal inspec6ons in SecUon 1705 or other sec6ons in the code. (2) IBC Chapter 19,Concrete.
<br /> (3) ACI 318 and ACI 318R. (2) Roof/Floor Framinq:(Unless noted othervuise on plans and details)Provide double joists/rafters under all parallel bearing partitions and solid
<br /> STRUCTURAL DETAILS:The structural drawings are intended to show the general character and extent of the project and are not intended to show all The following structural observations are required to be completed by the EOR during construction. The EOR is to be notified when elements listed (4) ACI SP-66'ACI Detailing Manual"including ACI 315"Details and Detailin of Concrete Reinforcement." blockin at all bearin ints.Provide doubl '
<br /> details of the worlc. 9 g g po e�asts around afl roof/floor openings.Mulfi joists/rafters shall be stitch-nai�ed together with(2)10d @
<br /> below are substan6ally complete and ready for observation.Contact the EOR a minimum of(2)business days prior to covering the work. (5) CRSI MSP-2"Manual of Standard Practice." 12"OC.Provide roof sheathing edge clips centered between framing at unblocked plywood edges.AII floor sheathing shall have tongue and
<br /> • Preliminary Cor�firmation of Framing to be Replaced groove joints or be supported by solid blocking.Allow 1/8"spacing at all panel edges and ends of roof/floor sheathing.Roof/floor sheathing shall
<br /> ARCHITECTURAL DRAWINGS:Refer to the Architedural drawings for information including,but not limited to:dimensions,elevations,slopes,door and � .
<br /> window openings,non-bearing walls,curtain walls,stairs,elevators,curbs,drains,depressions,railings,waterproofing,finishes and other nonstructural • Substan6al Completion of Structural Framing Replacement SUBMITTALS:Conform to ACI 301 Sec 3.1.1 "Submittals,data and drawings."Submit plaang drawings showing fabrication dimensions and locations be laid face grain perpendicular to framing members. • ,
<br /> items. for placement of reinforcement and reinforcement supports.
<br /> STRUCTURAL RESPONSIBILITIES:The EOR is responsible for the strength and stability of the Primary Structure in its completed state. STATEMENT OF SPECIAL INSPECTIONS:In addition to the inspections required by IBC Sec 110,Special Inspectors shall,in accordance with IBC Sec MATERIALS: MOISTURE CONTENT:Wood material used for this projed shall have maximum moisture content of 19%except for the pressure-treated wood sill plate. A R C H I T E C T U R E
<br /> 1705.The registered design professional in responsible charge shall prepare a statement of speaal inspections in accordance with Section 1704.3.1 for Reinforcing Bars ASTM A615,Grade 60,deformed bars. � 980 South Homey Sfreet . Seottle,WA 98108
<br /> CONTRACTOR RESPONSIBILITIES:The contractor is responsible for the means and mett�ods of construction and all job related safe standards such submittal in accordance with Sec 1704.2.3.The Speaal Inspector shall be hired by the Owner as an independent third-party inspector to perform the Bar Supports CRSI MSP-2,Chapter 3"Bar Supports." � PRESERVATIVE TREATMENT:Wood materials are required to be"treated wood"under certain conditions in accordance with IBC Sec 2304.12 t:206.382.1900 • f:206.382.0450
<br /> � inspections listed below. The contractor is responsible for scheduling the inspections,per the atyBuilding Official requirements. Tie Wire 16.5 gage or heavier,black annealed. "Protection against decay and termites".Conform to the appropriate standards of the American Wood-Preservers Assoaation(AWPA)for sawn lumber,
<br /> as OSHA and WSHA.The contractor is responsible for tt�e strength and stability of the structure during construction and shall provide temporary shoring, glued laminated timber,round poles,wood piles and marine piles.Follow American Lumber Standards Committee(ALSC)quality assurance procedures.
<br /> braang and other elements required to maintain stability until the strudure is completed.It is tt�e contractor's responsibility to be familiar with the work FABRICATION:Conform to ACI 301,Sec 3.2.2'Fabrication",and ACI SP-66"ACI Detailing Manual." Products shall bear the appropriate ma�C.The cut ends of preservative treated framing shall be coated with a preservative treatment c�mplying with
<br /> required in the construcction documents and the requirements for executing it prope�ly. Concrete AWPAUI. D E'
<br /> Periodic inspection of reinforcing steel and qst-in-place anchors WELDING:Bars shall not be welded unless authorized.When authorized,conform to ACI 301,Sec 3.2.2.2.'Welding"and provide ASTM A706,Grade D I B B L E E N G I N E E R � .
<br /> DISCREPANCIES:In case of disaepanaes between these general notes,the contract drawings and specifications,andlor reference standards,the Periodic verification of the use of the required design mix. S N C
<br /> 60 reinforcement. METAL CONNECTORS/PT WOOD: All metal hardware and fasteners in contact with pressure treated lumber shall be staintess steel Type 3161.At�e www.dibbleen ineers.com
<br /> Engineer shall determine which shall govem.Discrepancies shall be brought to the attention of the Engineer,and a solution shall be reached,before W� Owners risk and discretion,hot�ipped galvanized metal hardware and fasteners may be investigated for use in lieu of stainless steel rovided that the g
<br /> proc�eding with the work.Acxordingly,any conflict in or between the Contract Documents shall not be a basis for adjustrnent in the Contrad Price. p �ozg Market Street,Kirkland,WA g8o33
<br /> Diaphragms:Continuous inspection during field gluing operations. PLACING:Conform to ACI 301,Sec 3.3.2"Placement."Plaang tolerances shall conform to Sec 3.3.2.1 "Tolerances." finish has a minimum zinc content of at least 1.85 oz1SF and its use is coordinated by the Contractor and Wood Supplier for the expected environment
<br /> Periodic inspection of anchor bolts,hold-downs,drag strut connections,nailing size&spaang. and moisture e�osure for appropriate use based on the method of preservative treatment of the w�d. 425.828.4200
<br /> SITE VERIFICATION:The contractor shall verity alt dimensions and conditions at the site prior to fabrication and/or construction.Conflicts beiween the CONCRETE COVER:Conform to the followin
<br /> drawings and actual site conditions shall be brought to the attention of the Architect or EOR before proceeding with the work. All unde�ground utilities P�odic verification of moisture content of wood studs,plates,beams and joists. g cover requirements from ACI 301,Table 3.3.2.3.
<br /> shall be determined by the Contractor prior to excavation or drilling. Periodic inspection of 2x and 3x bottom plates and plate washe�s. Concrete cast against earth 3" ANCHORS
<br /> Concrete exposed to earth or weathe�(#5 8�smaller) 1-1/2"
<br /> Speaal Cases Ties in columns and beams 1-1/2" POST-INSTALLED ANCHORS:Provide post-installed anchors as specfied in these drawings.
<br /> DESIGN CRITERIA Continuous inspedion of post-installed anchors,to include shear wall hold downs,during grouting of anchors and reinforang bars. Bars in slabs and walls 314"
<br /> Use of aftemate products,or of post-installed anchors at locations not shown in these drawings,is subject to the approval of the Architect/Engin�r.
<br /> I N LOADS:Loads on the structure during construction shalt not exceed the design loads or the capaaty of the partially completed PREFABRICATED CONSTRUCTION:AII prefabricated�nstruction shall conform to the inspection requirements of the same material or construction SPLICES&DEVELOPMENT LENGTH:Conform to ACI 301,Sec 3.3.2.7. The splice and development lengths indicated on individual sheets control Submit proposed anchors to the Architect/Engineer with an ICC-ES Report valid for the 2012 IBC or munici 1' where the buildin is to be constructed.
<br /> construction. Pa�Y 9
<br /> type used for this project. over the schedule.Use Class B splices unless otherwise noted.Mechanical connections may be used when approved by the EOR. Submitted ICGES reports shall demonstrate that the anchors are suitable for use in cxacked concrete. Use acrylic anchors of equivalent strength when
<br /> base material falls below 40F.Install anchors in strict ac�ordance to ICC report and manufacturers instructions.Where anchors resist seismic loads,
<br /> NOW LOAD: The roof snow load is determined by using Chapter 7 of ASCE 7-10 in acxordance with IBC Section 1608 and with the following factors: SOILS AND FOUNDATIONS Q LAP 8�DEVELOPMENT SCHEDULE(Concxete strength Pc=2500 psi.) submitted ICC-ED reports shall demonstrate that the anchors are suitable for the resistance of seismic loads.
<br /> Minimum roof design load 25 psf without drift �
<br /> Ground Snow Load,Pg=20 psf Bar Desiqnation Lap Lenqth Development Lenqth RENOVATION
<br /> REFERENCE STANDAROS:Conform to IBC Chapter 18"Soils and Foundations." #4 24� 22�
<br /> WIND DESIGN:Wind load is determined using Chapter 27 of ASCE 7-10 in accordance with IBC Section 1609 with the following factors: #5 39" 30° DEMOLITION: Contra�or shall verify all exisfing condiqons before commenang any demolition. Shoring shall be installed to support existing
<br /> Basic Wind Speed(3-Second Gust) V=110 MPH GEOTECHNICAL REPORT:No report available. WWF 8"on all sides and edges construction as required,and this shoring shall also be installed in a manner suitable to the work sequences. Existing reinforang shall be saved where
<br /> Wind Importance Factor Iw=1.0 Risk-Category=II and as noted on the plans. Saw cutting,'rf and where used,shall not cut e�sting reinforang that is to be saved. Demolition debris shall not be allowed (,�
<br /> Exposure Category=B FIELD BENDING:Con#orm to ACI 301 Sec 3.3.2.8."Field Bendin or Strai htenin "Bar sizes#3 throu h#5 ma be field bent cold the first time.Other
<br /> GEOTECHNICAL INSPECTION:A third-party inspector shall inspect all prepared soil bearing surfaces prior to placement of conaete and reinforcing 9 9 9• 9 Y to damage or overload the existing sVucture. Limit construc�ion loading(including demolition debris)on e�asting floor systems to 40 psf. �
<br /> steet and provide a letter to the Owner stating that soils are adequate to support the"Allowable Foundation Pressure"shown below.Sal com action bars require preheating.Do not twist bars.
<br /> Analysis Procedure-All Heights per ASCE 7,Table 27.2-1 p (1) All new openings through existing walls,slabs and beams shall be accomplished by saw cutting wherever possible. r-
<br /> shall be supervised by an approved testing agency.Site soil conditions,fill placement and load-bearing requirements shall be as required by Section R� � � (2) Contractor shall verify all existing conditions and location of inembers prior to cutting any openings. O
<br /> CO ER BARS:Provide matching sized L comer bars for all horizontal wall and footing bars with the appropriate splice length,UNO. � N
<br /> 1705.6 and Table 1705.6. Assumed values shall be field verified by the Building Offiaal prior to pladng concrete.The Building Official shall be permitted (3) Small round openings shall be accomplished by core drilling,if possible. � �
<br /> SEISMIC DESIGN:Earthquake design is detertnined using Chapter 12 ASCE 07-10 in accordance with IBC Chapter 16 with the following factors: to waive the requirement for a geotechnical investigafion where satisfactory data from adjacent area is available that demonstrates an investigation is not (4) Where new reinforang tertninates at existin concrete,threaded bars into threaded e nsion inserts in existin con �
<br /> Importance Factor le=1.0 TYPICAL CONCRETE REINFORCEMENT:Unless noted on the plans,concrete walls shall have the following minimum reinforcement. Contractor shall 9 � 9 crete shall be provided to � O�
<br /> - necessa for an of the conditions in Sections 1803.5.1-1803.5.6 and Sections 1803.5.10-1803.5.11. match horizontal or vertical reinforcing,unless otherwise noted on plans. � � Z
<br /> Risk Category=II ry y confirm minimum reinforcement of walls with EOR prior to rebar fabrication.
<br /> Ss=1.30g Sds=0.87g
<br /> S1 -0.50 g Sd1 =0.50 g DESIGN SOIL VALUES:(Assumed) GENERAL FIRE DAMAGE REPAIR GUIDELINES O � O
<br /> Wall Thickness Horizontal Bars Vertical Bars Location
<br /> Site Class=D Seismic Design Category=D Al�owable Soil Bearing Pressure 6" #4 @ 12"OC #4 @ 18"OC @ CL of Wall These uidelines outline eneral recommendations for the re air of structures that have limited damage due to fire.
<br /> � � �
<br /> � 1500 PSF DL+LL 8° #5 12"OC #5 18"OC 9 9 P Z
<br /> @ @ @ CL of Wall � _
<br /> W�S��� 2000 PSF DL+LL+Seismiclwind Temporary Shoring:My structural framing deemed unstable shall be shored immediately. The safety of the occupants,construction labor crew,and the Q
<br /> • Basic Seismic Force Resisting System:A-15(Bearing Wall Systems)Light-framed walls wiih wood structural panels rated for shear WOOD FRAMING O N
<br /> stability of building structure are first priority. In all cases,the contractor is responsible for providing temporary shoring of the structure during repairs. �'1 Q
<br /> resistance SLABS-ON-GRADE 8�FOUNDATIONS:All foundations shall bear on stn�ctural compacted fill or competent native soil.All slabs-on-grade shall be ._ �J�
<br /> • Analysis Procedure:Equivalent lateral force procedure,per ASCE 7,Section 12.8 REFERENCE STANDARDS:Conform to: -}- �
<br /> • R=6.5 founded on appropriate sub-grade preparation. Exterior perimeter footings shall bear not less than 18 inches below finish grade,or by the Building Wppp � �
<br /> 1 IBC Cha �
<br /> Cs=0.134 Official.Interior footings shall bear not less than 12 inches below finish floor. pter 23"WOOD."
<br /> � (2) NDS and NDS Supplement-"National Design Specifica6on for Wood Construction." Wood Evaluation Procedure: The magnitude of damage to U�e structural framing member shall be assessed by probing with a small flathead �
<br /> (3) ANSI/TPI 1 "National Design Standard for Metal-Plate-Connected Wood Truss Construction." screwdriver or an awl.Probe all blackened areas to determine the full de �
<br /> Structure(Staircase) FOUNDATION STEM WALLS:Unless otherwise noted on the drawings,the maximum unbalanced soil condition for all foundation stem walis(difference pth and e�ent of charred wood.Structurally competent wood should be W
<br /> (4) BCSI 2008"Building Component Safety Information.° resistant to the inse�ion of the tool and will confirm that the effect of the fire on the member is limited to surface discdoration. "�"' � �
<br /> • Basic Seismic Force Resisting System:G-2(Cantilevered Column Systems Detailed to Conform to the Requirements For)Steel Ordinary in elevation between interior and e�erior soil gradesj shall be 2'-6". Maintain a minimum 8"separation beiween finish grade and untreated wood framing.
<br /> Cantilever Column System. DEFERRED SUBMITTALS:Submit product data and proof of ICC approval for framing members and fasteners that have been designed by others. Based on the guidelines below,either remove and re lace the dama ed member in-kind or as noted on the r � � �
<br /> • Analysis Procedure:Equivalent lateral force procedure,per ASCE 7-10,Section 12.8 p g structu al drawings,or remove all char from W
<br /> COMPACTION:Unless otherwise speafied,fooGngs shall be placed on compacted materiat and shall be well-graded granular material with no more Submit calculations prepared by the SSE in the state of Washington for all members and connections designed by others along with shop drawings.AII the member and apply shellac. �
<br /> • R=1.25 than 5% assin a#200 sieve.
<br /> P 9 necessary bridging,blocking,blocking panels and web stiffeners shall be detailed and fumished by the supplier.Temporary and permanent bridging � •
<br /> • Cs=.580 shatl be installed in conformance with the manufacturers spea6cations.Deflection limits shall be as noted under DESIGN LOADS section. Products Wood Surface Discoloration: Discolored wood framing members without presence of char and determined to be structurally com ent based u on test
<br /> • Cd=1.25 induded are: P� P �
<br /> • ,S2-�.25 CAST-IN-PLACE CONCRETE probing,shall may remain in place after being treated with shellac.
<br /> Metal plate connected roof trusses(prefabricated roof trusses):shop drawings shall provide for shapes,bearing points,intersections,hips,and L �'�( W
<br /> valleys shown on the drawings.The manufacturer shall provide special hip,valley and intersection areas(step down trusses,jadc trusses and Wood Replacement:Wood framing members that require removal and replacement based on the criteria below shall be replaced to match the approved • v �
<br /> DEFLECTIONS: REFERENCE STANDARDS:Conforms to 1he latest editions of the following: irder trusses unless s ecficall mdicated on the lans.Provide all truss-to-truss and truss-to-su � Q
<br /> Total Load Deflection Limit: U240 (1) ACI 318"Building Code Requirements for Structural Concrete and Commentary". 9 � P y P pport connection details and required connection plan set for ihe 2014 remodel. AII framing exposed to exterior,soil,andlor in contact with concrete shall be pressure-treated.AII metal hardware and n (�
<br /> materials.Speafy temporary and permanent bracing and connections on the shop drawings.Provide all truss reactions over 1000#on shop fasteners in contact wi�pressure treated lumber be stainless steel Type 316L. At the Owner's risk and discretion,hot-dipped galvanized metal �.L �
<br /> Live load Deflection Limit: U360 (2) IBC Chapter 19. drawings. hardware and fasteners may be investigated for use in lieu of stainless steel provided that the finish has a minimum zinc content of at least 1.85 oz.ISF. � J
<br /> LIVE LOADS: Contractor to coordinate the connedor specifications with the wood supplier. Connector types shall be based on the expected environment and masture � Q
<br /> Roof(Live) 20 PSF FIELD REFERENCE:The contractor shall keep a copy of ACI Field Reference manual,SP-15,"Standard Specifications for Structural Concrete{ACI IDENTIFICATION:AII sawn tumber and pre-manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the exposure and based on the type of wood preservative treatment. �
<br /> Roof(Snow) 25 PSF 301)with Selected ACI and ASTM References" cerbfying agency. � (�
<br /> Balconies and Dedcs 1.5 X ocaipancy served Speaal Conditions:Contractor to contact the structural engineer regarding the extent of deterioration or the mitigation required for areas that are not � �J N
<br /> MATERIALS:
<br /> discemable. For unique conditions and areas of signficant deterioration,the structural engineer shall be contacted to assist in generating detailed N
<br /> esi ential loor 40 PSF CONCRETE MIXTURES:Confam to ACI 318 Chapter 5°Concrete Quality,Mi�ang,and Placing." recommendations. N
<br /> Residential Sleeping Areas 30 PSF Sawn Lumber:Conform to grading rules of WWPA,WCLIB or NLGA.Finger jointed studs acceptable at interior walls only. O
<br /> Residen6al Attic(Uninhabitable-No Storage) 10 PSF(1) MATERIALS:Conform to ACI 318 Chapter 3'Materiats"for requirements for cementitious materials,aggregates,mixing water and admi�ures. STUDS
<br /> Stairs 8�Landings 100 PSF OR 300#(4"x4"SQR.) Membe�Use Size Speaes Grade Minor Deterioration on the surface of the stud(char up to 3/16'deep),as a minimum,will require removal of the surface char through a mechanical effort �
<br /> Exit Corridors 100 PSF SUBMITTALS:Provide all submittals required by ACI 301 Sec 4.1.2.Submit mix designs for each mix in the table below. Studs 2x4,3x4,2x6,3x6 HF No.2 and application of shellac.The addition of a matching stud nailed alongside(sistered)with 10d common nails @ 12"oc may be necessary to achieve a
<br /> Q1 Sill Plates 2x4,3x4,2x6,3x6 P.T.HF No.2
<br /> plumb surface for proper nailing of sheaihing and gypsum wallboard(GWB).
<br /> 1 on-concurrent with top chord live load TABLE OF MIX DESIGN REQUIREMENTS Posts 4x4,4�,4x8 HF No.2
<br /> (2) Component reactions need not be combined with top rail loadings. Joists 2x6-2x12 HF No.2 Significant DeterioraGon to the stud char more than 3/16"dee will r uire sisterin or the removal and re lacement of the deteriorated stud.All studs
<br /> Member Strength Test Age Maximum Exposure Max Maximum Beams 4x8-4x12 �D No.2 witl�significant deterioration at holdowns must be addressed by the structural engineer on a case-by-case basis.If studs are removed and replaced at a
<br /> DEFERRED SUBMITTAL LOADS:AII pre-engineered,pre-fabricated,pre-manufactured,or other products designed by others shall be designed for the TypelLocation (psi) (days) Aqqreqate Classific�tion W/C Rabo Air Content Beams 6x8-6x12 Q2 � DF No. 1 shear wall sheathin n il
<br /> g a s must be added to the new studs per the shear wall nailing specifications found in the approved 2014 remodel plan set.
<br /> tn utary ea and live loads plus wind,earthquake,and component and dadding loads when applicable.Design shall confortn to the project drawings Foundations-residential 3500 28 1" F1 0.45 - Posts 6x6,8x8 DF No. 1 ' $ A. DI8
<br /> and speafications,reference standards,and goveming code. ftgs 8 walls below grade TOP AND BOTTOM PLATES 4,0�g �AsB�,l
<br /> Roof Dead Load 15 PSF Foundations-residential 3500 28 1' F1 0.45 4.5% Glued Laminated Timber:Conform to AITC 117"Standard Specifications for Shuctural Glue-Laminated Timber of Softwood Speaes,Manufacturing and Replace all plates at bearing walls and/or shear walts which show signs of deterioration with new material.AII f�aming lumber in contact with conaete ��► j.��
<br /> Top Chord Dead Load 10 PSF
<br /> Bottom Chord Dead Load 5 PSF walls above grade Design"and ANSI/AITC A1�.1"Structural Glued Laminated Timber.°Glued laminated member beams shall not be cambered,unless shown othervvise shall be replaced with pressure treated framing. �'a
<br /> Floor Dead Load 15 PSF
<br /> on the plans or speafica6ons.
<br /> Splice Sill Plates to Concrete by butting members together and strapping across the joint with a Simpson LSTA24 strap.Provide a minimum of two 5/8"
<br /> ota ection Limit U240 MIX DESIGN NOTES: Member Use Sizes Speaes Stress Class Uses diameter anchor bolts in each secfion of the bottom plate. Provide one bolt within 12"of each end of the sill plate and space bolts at the e�sting bolt
<br /> Live Load Deflection Limit U360 (1) W/C Ratio:Water-cementitious material ratios shall be based on the total weight of cementitious materials.Ratios not shown in the table above Beams AII DF/DF 24F-V4 Simple Spans 37445
<br /> spaang or 48°oc,whichever is less. An acoeptable retrofit anchor bolt is a 5/8"-diameter x 8"-long Simpson TITEN HD with a 3'x3"x.0229°(min)plate � 'PFG�S�O�
<br /> Truss Uplift Load(Grass) 10 PSF are controlled by strength requirements. All DF/DF 24F-V8 Cantilever Spans washer. Site specfic conditions should be reviewed by the structural engineer. �, �s
<br /> (2) Cementitious Content:The use of fly ash,other pozzolans,silica fume,or slag shall conform to ACI 301 5ec 4.2.2 9b.Maximum amount of fly I�
<br /> SUBMITTALS ash shall be 20%of total cementitiUous content unless reviewed and approved othervuise by EOR. Wood Structural Sheathing(Plywood):Wood APA-rated shuctural sheathing indudes:alt veneer plywood,oriented strand board,waferboard, Top and Bottom Plates at Shear walls that are to be re laced are to be stra ed to ad�acent lates with i '
<br /> (3) Air Content:Conform to ACI 301 Sec 4.2.2.4.Horizontal exterior surfaces in contact with the soil require entrained air.Use Exposure Category partideboard,T1-11 siding,and composites of veneer and wood-based material.Confonn to Product Standards PS-1-95 and PS-2-92 of the U.S.De t. P PP 1 P a m nimum Simpson LSTA24. Stagger the 1j�
<br /> SUBMITTALS:Shop Drawings shall be submitted to the Architect/Engineer prior to any fabrication or construction for all structural items as noted below. F0,S0,P0,CO unless noted othervvise. Tolerance is+/-1-1/2%.Air content shall be measured at 'nt of lacement. of Commerce and the American PI ood Association APA p double top plate splice location. New sections of top and bottom plates should be plate nailed to the rim joist with 16d nails at 4°oc(minimum or to j ve��1 �
<br /> � p � � � match existing). If top and bottom plates are removed and replaced at a shear wall,sheathing nails must be added to the new studs per the shear wall
<br /> Allow one-week fw Engineer review time.Reference the individual material sections for speafic infortnation required for the submittal: (4) Exposure Classification:The mix design provided shall meet the requirements of ACI 318 Section 4.3,based on the exposure dassification schedule on the original structural documents. Site specific conditions should be reviewed by the structural engineer.
<br /> Pre-Manufactured Roof T�usses indicated in the table above. Minimum APA Rafinq
<br /> 5 Slum Conform to ACI 301 Sec 4.2.2.2.Slum shall be determined at Location Thidcness Span Ratin Plywood Grade Exposure HEADERS AND RIM JOISTS
<br /> The contractor shall review and place a shop drawing stamp on the submittal before forwarding to the Engineer.Submittals shall be made in time to � � p' P point of placement. Roof 15132" 24h 6 C-D 1 r
<br /> ovide a minimum of one week for review b the En ineer.Additional submittals re wred for this ro ect are s afied in the s eafic sections. (6) Shrinkage Limit:Conaete used in elevated slabs and beams shall have a shrinkage limit of.045�a at 28 days measured in acxordance with Minor Deterioration of the surface of the rim ast or header char u to 3/16 dee will re wre removal of the charred fions infillin the voids as
<br /> � y 9 q P � � P Floor 23/32"T&G 24 OC Sturd-I-Floor 1 required,and treatment with shellac. � � P P� Q � ' 9 DRAWN
<br /> ASTM C157. Walls 15132" 32h6 C-D 1
<br /> If the shop drawings differ from or add to the design of the Structural drawings,they shall bear the seal and signature of the Washington State Walls(Alt-Wall and Roo� 7/16"OSB 24/16 C-D 1 SAT/MRL
<br /> Registered Professional Engineer who is responsible for the design. FORMWORK:Conform to ACI 301 Sec 2"Formwork and Form Accessories."Removal of Forms shall conform to Sec 2.3.2 except strength indicated in Signficant Deterioration to the rim jdst or header(char more than 3/16°into any surface)requires removal and replacement of ihe deteriorated member.
<br /> Sec 2.3.2.5 shall be 0.75 Pc. Consult the structural engineer for specific cases with limited area.New sections of rim joist should be plate nailed to the top and bottom plates with 16d CHECKED
<br /> Joist Hangers and Connectors:Shall be Simpson Strong-Tie Company Inc.as specified in their latest catalogs.Aftemate connectors by other nails at 4"oc
<br /> ALTERNATES: Altemates for specified items may be submitted to the Engineer for review. manufacturers ma be substituted rovided the have current ICC a (minimum,or to match existing). .
<br /> y p y pproval for equivalent or greater load capacities and are reviewed and approved by JAC/MPM
<br /> MEASURING,MIXING,AND DELIVERY:Conform to ACI 301 Sec 4.3. the EOR prior to ordering.Connectors shall be installed per the manufacturers instnictions.Where connector straps connect two members,place 1/2 of Built-Up Headers:In bcations where the deteriora6on is limited to one member of a built-u header,it is acce table to remove and re lace the dama ed
<br /> P p P 9 DATE
<br /> HOP DRAWIN RE
<br /> G VIEW:Review by the Architect/Engineer is for general compliance with the design concept and the contract documents. the nails or bolts in each member.Provide washers under the heads and nuts of all botts and lag screws bearing on wood.Unless noted otherwise all member onl .The enfire len th of the dama ed member is to be r m
<br /> Y g g e oved and replaced and shall not be spliced.Built-up headers shall be s�tch nailed
<br /> imensions and quantities are not reviewed by the EOR,and therefore,must be verified by the General Contractor.Markings or comments shall not be HANDLING,PLACING,CONSTRUCtING AND CURING:Confortn to ACI 301 Sec 5. nails shall be full length common. Nail straps to wood framing as late as possible in the framing process to allow the wood to shrink and the building to with(2)10d nails at 12"oc.
<br /> construed as relieving the contractor from compliance with the project plans and specfications,nor departures therefrom.The contractor remains settle. os.oa.2o�s
<br /> responsible for details and accuracy;for confirming and correlafing all quantities and dimensions;for selecting fabrication processes;for techniques of
<br /> assembly;and for performing work in a secure manner.When shop drawings(component design drawings)differ from or add to the requirements of the CONCRETE CURING:Provide curing canpounds for concrete as follows: . a SOLID SAWN FLOOR JOISTS AND BEAMS SCALE
<br /> Nails and Staples:Conform to IBC Sec 2303.6 Nails and Staples. Unless noted on plans,nail per IBC Table 2304.9.1.Unless noted otherwise all nails Minw Deterioration on the surface of the joist or beam(char up to 3/16°deep)will require removal of the charred portions,infill of the voids where
<br /> Structural drawings they shall be designed and stamped by the responsible SSE.Allow one week for Engineer review time. (1) AII concrete must achieve 2500 PSI compressive strength before being subjected to freezing and thawing cycles. shall be common.Nail sizes specified on the drawings are based on the following specifications: required,and treatrnent with shellac. n,s NOTEo
<br /> Size Length Diameter JOB NO.
<br /> N SEALER:Concrete silane sealer containing 40%solids shall be applied to all supported slab surfaces and extended up ve�ical surfaces 24 Signficant Deterioration to the joist or beam(char more than 3l16"into any surface)will require removal and replacement of the deteriorated member.
<br /> inches. 8d 2-1/2" 0.131" Consult the structural engineer for areas needed assessment on a case-by-case basis. ��-63�
<br /> 10d 3" 0.148"
<br /> 12d(16d sinker) 3-1/4" 0.148" t�
<br /> CONSTRUCTION JOINTS:Conform to AC1301 Sec 2.2.2.5,5.1.2.3a,5.2.2.1,and 5.3.2.6.Conshuction jants shall be located and detailed as on the PLYWOOD FLOOR,ROOF AND WALL SHEATHING w
<br /> construction drawin s.Use of an acce table adhesive,surface retarder,Portland cement rout,or rou henin the surface is not 16d 3-1/2" 0.162" Deteriorated Floor and Roof Sheathinq shall be removed and replaced in minimum 4foot x 4-foot sections.Panel edges are to be offset by 2-feet �
<br /> 9 P g g g required unless
<br /> specifically noted on the drawings.Where shear bond is required,roughen surfaces to 1/4"amplitude. minimum from adjacent panel edges,induding at the boundaries of the repair area. Provide 2x blocking at new sheathing edges,and nail both new and O
<br /> Lag Bolts/Bolts:Conform to ASTM A307. existing sheathing to the blocking. Nail sheathing with 10d common nails at 6"oc at all edges and 12"oc in the field unless called out otherwise on the Z
<br /> EMBEDDED ITEMS:Position and secure in place expansion joir�material,anchors and other structural and non-structural embedded items before approved plan set.
<br /> Wood Hold Downs:Hold downs speafied are as manufactured by Simpson Strong-Tie Company Inc.Additional framing members shall be provided per �
<br /> pladng concrete.Contractor shall refer to mechanical,electrical,plumbing and architectural drawings and coordinate all other embedded items. the manufacturer's requirements.Acceptable equivalent product substitutions are available irom other manufacturers with EOR approval. Deteriorated Wall Sheathinq shall be removed and replaced in minimum 4-foot x 4-foot sections. The new and existing sheathing shall be nailed to new
<br /> 2x blocking at all panel edges to match the stud depth at the sheathing edges. Nail plywood sheathing per the shearwalt schedule on the original �
<br /> GROUT: Consult Simpson Strong-Tie Catalog and Master Builders Construction and service Division Product information Catalog for description NAILING REQUIREMENTS:Provide minimum nailing in acoordance with IBC Table 2304.9.1 "Fastening Schedule"except as noted on the drawings. structural documents. Where sheathing edge nail spaang cannot be determined from existing drawings or exis6n '' n �' . n � W
<br /> of grouts listed below. Nailing for roof/floor diaphragms/shear walls shall be per drawings.Nails shall be driven flush and shall not fracture the surface of sheathi 9��� ������ '
<br /> �� for nailing requirements. � �'� �r,� � �� -. `� ,�,� �� y ���'�� Z
<br /> Mchor Bolts and Rebar.Use Sim son SET reater than 40F e adhesive rout or Sim son A �� •".wa-, ,,�_ °'_,'� �, �,; ��,a' , , W
<br /> P (9 ) PoXY g p cryliaTie Adhesive(less than 40F). � � w � 3 i
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<br /> i + � L�i � � ��7r� a °.,:�;'.1 V
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