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<br /> STRUCTURAL NOTES
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<br /> GENERAL REQUIREMEN7S The SSE shall submit stamped and signed calculafions and shop drawings to the EOR fQr review.Review of the SSE's shop drawings is for general MIX DESIGN NOTES: SUBMITTALS: Submi#shop drawings in accordance with AISC Specification Sec M1"Shop and Erection Drawings." �
<br /> campliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design.AII (1) W/C Ratio:Water-cementitious materiai ratios shall be based on the total weight of cementitious materials.Ra6os not shown in the tab�e above are �
<br /> BUILDING CODE&REFER�NCE STANDARDS:The"International Building Code"(IBC),2015 Edition,as adopted and modified by the City of Everett, necessary bracing,ties,anchorage,and proprietary products shall be fumished and installed per manufacturer's instructions or the SSE's design controlled by strength requirements. MATERIALS: � �
<br /> Washin ton overns the desi n and construction of this ro'ect. Reference to a s ecific section in the Code does not relieve the contractor from drawings and calculations.The design of the connection to the primary strucfure is the responsibility of the supplier and SSE. Submitted ca{culations are (2) Cementitious Content: The use of fly ash,other pozzolans,silica fume,or slag shali conform to ACI 301 Sec 4.2.2 9b.Maximum amount of fly ash Bars&Plates ASTM A36,Fy=36 ksi
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<br /> complianee with the entire materials reference standards noted betow.The latest edition of the matenals reference standards shall be used. for cursory review oniy and will generally not be returned. Deferred submittals include but are not limited to the following: shall be 20%of total cementitious content unless reviewed and approved otherwise by EOR. Steel Pipe ASTM A53,Grade B,Fy=35 ksi � :
<br /> Handrails 8�Guardrails (3j 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 F0, Anchor Bolts&Bolts in Wood ASTM A307 � �
<br /> SCOPE OF STRUCTURAL WORK:The structural desi n of re airs to the three existin residential wood framed buildin s includes re airs to eroded, S0,W0,and CO unless noted otherwise. Tolerance is+/-1.5%.Air content shall be measured at point of placement. �, � ,
<br /> 9 p 9 9 P Nuts ASTM A563 or ASTM A194,Grade 2H
<br /> � s alled and dama ed concrete elements and re airs to dama ed wood framed decks. The deck re airs include the connection and su ort of new NON-STRUCTURAL COMPONENTS:Design,detailing and anchorage of ail nonstructural components shall be in accordance with ASCE 7-10,Chapter (4) Exposure Classification:The mix design provided shall mee#the requirements of ACI 318 Chapter 19,based on the exposure classification � �' �
<br /> P � 9 p g p pp Washers flak or beveled ASTM F436
<br /> uardrail s stems b others. The sco of structural work also includes re airs to e�stin structural framin members as needed,and a series of lateral 13 and the project specifications.Nonstrucfural components designed by others shalf not induce torsional loading into supporting steel structural indicated in the table above. � � � � �: _
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<br /> f retrofit desi n and detailin recommendations that are classified as"Volunta members without additional bracing of those members to eliminate torsional forces. Torsional bracing shalf be designed by the nonstruciural component (5) Sfump:Unless otherwise specified or permitted,concrete shali have at the point of delivery,a siump of 4"+/-1".For additional criteria,reference Anchor Rods(hooked,headed,threaded/nutted) ASTM F1554,Grade 36[weldable] ,� .�,,,,
<br /> system improvement details. The design intent is to provide a series o g g ry
<br /> Seismic Upgrades,"based upon areas that are accessible during the course of the architectural cladding remodel. The upgrades are limited by the designer and approved by the Engineer.Anchorage to the pnmary structure is per the bidder-design contractor or supplier. ACI 301 Sec 4.2.2.2. Threaded Rods ASTM A36,Fy=36 ksi � .� �
<br /> existing conditions to improvements that are"technically feasible,"as defined by Chapter 2 of the IEBC,and are intended to substantially improve the Stainless Steel Threaded Rods ASTM A304,Fy=32 ksi � � � �
<br /> capacity of the lateral force resisting system,but are not intended to bring the building into compliance with the current code. TESTS&INSPECTI�NS 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 Welded Headed Studs(WHS) ASTM A108 � � � �
<br /> Sec 2.3.2.5 shall be 0.75 fc. Welding Electrodes E70XX,70 ksi,low hydrogen,typical ,.� .,� �°
<br /> DEFINlTIONS:The following definitions apply to these general notes INSPECTIONS:All construction is subjecf to inspection by the Building Official in accordance with IBC Sec 110.The contractor shall coordinate alf
<br /> Adhesive Anchors Hilti HY-200 or Simpson SET-XP -� � � �
<br /> • "Structural Engineer of Record°(EOR)-The structural Engineer who is legally responsible for stamping&signing the structural documents required inspections with the Building�fficiaL Submit copies of all inspection reports to the Architect/Engineer for review.The Building Official may MEASURING,MIXING,AND DELIVERY:Conform to ACI 301 Sec 4.3. � � �
<br /> for the projecL The EOR is responsible for the design of the Primary Structural System. accept inspection of and reports by approved inspection agencies in lieu of Building Official's inspections.The contractor shall obtain approval of Building Concrete Screws Simpson TITEN HD � � e�
<br /> • "Specialty Structural Engineer"�(SSE)-A licensed professional Engineer,not the EOR,who performs specialty structural engineering Official to use the third-party inspection agency and contractor shall atert the Architect/Engineer as such. � � �
<br /> services necessary to comptete the structure,who has experience and training in the specific specialty.The Generaf Contractor, HANDLING PLACING CONSTRUCTING,AND CURING:Conform to ACI 301 Sec 5. �
<br /> WELDING:Conform to AWS D1.1,D1.3&D1.8.Welders shall be certified in accordance with AWS and WABO requirements.Use E70 electrodes of � � �
<br /> subcontractor,or supplier who is responsible for the design,fabrication and installation of specialty-engineered elements shall retain the SPECIAL INSPECTIONS:In addition to the inspections required by IBC Sec 110,a Special Inspectw shall be hired by the Owner as an independent type required for materials to be welded. .
<br /> SS ub 'ttals shall be stam ed and si ned b the SSE.Documents stam ed and si ned b the SSE shall be com leted b or under the third-pa inspector to perform the specia!inspections per IBC Ch.17.Special inspections shall be performed by an approved testing agency as outlined CONCRETE SEALER:Concrete silane sealer containing 40%solids shall be applied to all supported slab surfaces and extended up vertical garage wall
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<br /> direct su ervision of the SSE with a PE or SE license issued b the State of Washin ton. in the Special Inspection Schedule,the contract documents,and/or the project specification.Special Inspectors shall meet the requirements outlines in surfaces 24 inches. FABRICATION/ERECTION:Conform to AISC S ecification Sec M2"Fabrication",AISC Code Sec 6"Fabrication and Delive "and AISC Code Sec 8 �`6 ����' ;,��=�`�����'��'�"V
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<br /> • "Deferred Submittals-Deferred Submittal is engineering work to be designed-by-others or bidder-designed. the specific materials sections of IBC Sec 1705.The contractor is responsibie for scheduling the inspections,per the citylBuilding Official requirements. "Quali Control."The fabricator and erector shall maintain a uali control r ram to the extent deemed necessa so that all of the work is erformed ������_ . ,
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<br /> EMBEDDED ITEMS:Position and secure in place expansion joint material,anchors and other structural and non-structural embedded items before in accordance with this Code,the AISC Specification,contract documents and project specifications. �t�:���,��"���'�� `s"��=��`�� �- �
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<br /> NOTE PRIORITIES:Notes on the individual drawings shall govem over these general notes. Special Inspections shall be performed for the foflowing: placing concrete.Contractor shall refer to mechanicaf,electrical,plumbing,and architectural drawings and coordinate al(other embedded items. � �
<br /> ntra ecificatio for i formation in addition to that contained in these notes and the structural drawin s. Concrete GALVANIZING:A11 exposed s#ee!outside the building envelope shalf be hot-dipped galvanized.Apply field touch-ups per project speciflcations. ,,����v" •
<br /> SPECIFICATIONS:Refer to the ca ct sp ns n 9 GROUT:Consult Simpson Strong-Tie Catalog and Master Builders Construction and sernce Division Product informat�on Catalog for descnption of
<br /> Periodic inspection of reinforcing steel and cast-in-place anchors grouts listed below. ERECTION:Conform to AISC Specification Sec M4"Erection"and AISC Code Sec 7"Erection.°Steel work shall be camed up frue and plumb within the
<br /> STRUCTURAL DETAILS;The stnictural drawings are intended to show the general character and extent of the project and are not intended to show aN Periodic verification of the use of the required design mix. 1 Anchor Bolts and Rebar.Use Simpson SET-XP reater than 40F e ox adhesive rout or Sim son Ac lic T�e Adhesive AT-XP less than 40F
<br /> details of the work. Continuous inspection during the sampling of fresh concrete and during slump,air corttent and temperafure determinations. � � �g � p Y 9 p ry � �� limits defined in AISC Code Sec 7.11.
<br /> Continuous inspection during the placing of reinforced concrete. (2) Bearing Plates and Equipment.Use[Master Bailders MASTERFLOW 928 Grout.] SEAL:
<br /> ARCHITECTURAL DRAWINGS:Refer to the Architectura!drawings for information including,but not limited to:dimensions,elevations,slopes,door and Con6nuous inspection during the grouting operation of bolts or rebar dowels. BRACING:The contractor shall provide temporary bracing by AISC Specification Sec M4.2"Bracing"and AISC Code Sec 7.10"Temporary Support of
<br /> window openings,non-bearing walls,curtain walls,stairs,elevators,curbs,drains,depressions,railings,waterproofing,finishes and other nonstructural Steel GROUTED REBAR AND ANCHOR BOLTS:Follow manufacturer's written instructions:drill holes in exis6ng concrete to depth noted on plans or to depth Structural Steel Frames," $ A. Dj
<br /> items. Periodic inspection of steel,bolts,nuts and washers identification marks conform to ASTM standard and weld filler material conforms to AWS. as necessary to develop the strength of the rebar listed in the manufacturer's ICC or ESR report.Dnll the hole diameter per manufacturer's instructions. p'� �� B�
<br /> Periodic verification of certificate of compliance. Roughen sides of holes by percussive drilling methods.Holes shall be brushed and blown free of debris and surface residue before grouting operation. 4' �g S�l�
<br /> STRUCTURAL RESPONSIBILITIES:The EOR is res onsible for the stren th and stabili of the Prima Structure in its com leted state. Periodic ins ection of hi h stren th bolts connections. Special Ins ection is re uired. STEEL ROOF AND FLOOR DECK �'� ��,
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<br /> Periodic inspection of fiNet welds<5/16-inch,and floor and roof deck welds ;�
<br /> CONTRACTOR RESPONSIBILITIES:The con#ractor is responsible for the means and methods of construction and afl job related safety standards such Soils&Foundations TESTING AND ACCEPTANCE: REFERENCE STANDAROS:Conform to: �
<br /> as OSHA and WSHA.The coMractor is responsible for the strength and stability of the structure during construction and shall provide temporary shoring, During driving and testing of piles. Testing:Obtain samples and conduct tests in accordance with ACI 3Q1 Sec 1.6.4.2.Additional samples may be required to obtain concrete strengths at (1) ICC Report 1735P.
<br /> bracing and other elements required to maintain stability unGl the structure is completed.It is the contractor's responsibility to be familiar with the work (2) "Specification for the Design of Cold-Formed Steel Structural Members:' � 37445 �
<br /> required in the construction documents and the requirements for executing it properly. Wo� alternate intervals than shown below. �j F��sTER� � '
<br /> (3) AISI"Specification for the Design of Cold-Formed Steel Structural Members." ti
<br /> Diaphragms:Continuous inspection during field gluing operations. jONAL �
<br /> DISCREPANCIES:In case of discre ancies beiween these eneral notes,the contract drawin s and specifications,and/or reference standards,the Periodic inspection of anchor bolts,hold-downs,drag strut connections,nailing size&spacing. • Cure 4 cylinders for 28-day test age,Test 1 cylinder at 7 days,test 2 cyfinders at 28 days,and hold 1 cylinder in reserve for use as the (4) AWS D1.3"Structural Welding Code-Sheet Steel"
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<br /> En ineer shall determine which shall ovem.Discre ancies shall be bro ht to the attention of the En ineer before proceedin with the work. Periodic verificatior�of moisture content of wood studs,plates,beams and joists. Engineer directs.After 56 days,unless notified by the Engineer to the contrary,the reserve cylinder may be discarded without being tested �����1'�
<br /> � 9 p � 9 9 for s ecimens meetin 28-da stren th requirements. SUBMITTALS:Submit sho drawin s to the EOR for review.Sho drawin s shall include material e,desi n loads,dia hra m ca acities,s an la out
<br /> Accordingly,any conflict in or between the Contract Documents shall not be a basis for adjusfinent in the Contract Price. Periodic inspection of 2x and 3x bQttom pfates and plafe washers. p g y g p 9 p g tyP g P g p P y
<br /> Special Cases by SSE,deck attachments,meta(deck edge farm design&calculations,and shoring requirements.All openings shall be indicated.Any altemate deck
<br /> SITE VERIFICATION:The contractor shall verify all dimensions and conditions at the site prior to fabrication andlor construction,Conflicts between the Continuous inspectio�of post-installed anchors during grouting of anchors and reinforcing bars. Acceptance:Strength is satisfactory when: types and gages shall be submitted to the EOR for review prior to fabrication and shall include a valid ICC evaluation repork,calculations&shop
<br /> drawings and actual site conditions shall be brought to the attention of the Engineer before proceeding with the work. AII underground utilities shall be • The averages of all sets of 3 consecutive tests equal or exceed the specified strength.No individual test falls below the specified strength by drawings stamped by the SSE.
<br /> determined by the Contractor prior to excavation or drilling. � 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 more than 500 psi.A"test"for acceptance is the average strength of the two cylinders tested at the specified test age.
<br /> � employ the EOR to perform structural observations.Structural observations do not include or waive the responsibility far the inspections in Section 110 MATERIAL:ASTM A653-SS Designation,Grade 33.Zinc coated per A653,G60.Minimum yield strength shatl be 38 KSI.
<br /> ADJACENT UTILITIES:The contractor shall determine the locations of all adjacent underground utilities prior to excavation or pile placement. Any utility or the special inspections in Section 1705 or other sections in the code. CONCRETE REINFORCEMENT
<br /> information shown on the drawings and details is approximate and not necessarily complete. TYPE:Deck shall be"Verco"type as shown on the st�uctural drawings based on 1-span,unshored condition.Shoring is required for conditions other '. �
<br /> Fhe following structural observations are required to be completed by the EOR during construction. The EOR is to be notified when elements listed than 1-span.To eliminate shoring,the contractor may choose to use a heavier gage deck with approval by the EOR.
<br /> DESIGN CRITERIA below are substantially complete and ready for obseroation.Contact the EOR a minimum of(2)business days prior to covering t�e work. REFERENCE STANDARDS:Conform to:
<br /> (1) ACI 3�1 "Standard Specifications for Structural Concrete",Sec 3"Reinforcement and Reinforcement Supports" .
<br /> • Concrete Reinforcemenk(Foundations,Elevated Slabs,Columns) INSTALLATION:Install deck in accordance with suppl'ter's instructions and shop drawings.Attachments shall resist the uplift forces and the diaphragm
<br /> CONSTRUCTION LOADS:Loads on the structure during construction shall not exceed the design loads or the capacity of#he partially completed (2) IBC Chapter 19,Concrete. shear forces shown on the drawin s Weldin shall conform to AWS D1.3.Welders shall have current WABO Li ht Ga e Certification.Minimum end la
<br /> construction. • Sheanvall Nailing 8�Holdowns 9 � 9 9 9 p
<br /> (3) ACI 318 and ACI 318R. shall be 2"centered over supports.Minimum bearing shall be 2".
<br /> SNOW LOAD: The roof snow load is determine by using Chapter 7 of ASCE 7-10 in accordance with IBC Section 1608 and with the following factors: SOILS AND FOUNDATIONS (4) ACI SP-66"ACI Detailing Manual"including ACI 315"Details and Detailing of Concrete Reinforcement" � � �
<br /> (5) CRSI MSP-2"Manual of Standard Practice," OPENINGS:Deck openings less than 6"do not require reinforcement.For larger openings,contact DEI.
<br /> Minimum roof desi n load 25 sf without drift (6} ANSI/AWS D1.4"Stn�ctural Welding Code-Reinforcing Steel." Q � � �
<br /> 9 P REFERENCE STANDARDS:Conform to IBC Chapter 18"Soils and Foundations." J �' 0
<br /> Ground Snow Load,Pg=20 psf ACCESSORIES:Deck manufacturer shall fumish shoring plans,closure plates,ridge and valley plates,cant sfrips,sump pans,flashing and all other �
<br /> Importance Factor,Is=1.0 SUBMITTALS:Conform to ACI 301 Sec 3.1.1 "Submittals,data,and drawings."Submit placing drawings showing fabrication dimensions and locations light gage steef material required to complete the work. � z � � Q
<br /> GEOTECHNICAL INSPECTION:The Geotechnical Engineer or third-party inspector shall inspect all prepared soil beanng surfaces prior to placement of for placement of reinforcement and reinforcement su orts. W
<br /> F l a t R o o f S n o w L o a d,P f=19 p sf pp J Q ,
<br /> Thermal Factor,Ct=1.0 cancre te an d rein forcing s te2 1 an d provi de a le t ter to t he O wner s ta ting t ha t soi ls are a dequa te to suppo r t t he"A l lowa b le Fou n da tion P res sure"s hown �j
<br /> below.Soil compaction shall be supervised by an approved testing agency or Geotechnical Engineer.Site soil conditions,fill placement and load-bearing CONCRETE FILL:Conform to notes this sheet for CAST-IN-PLACE CONCRETE and CONCRETE REINFORGEMENT.Provide minimum 3000 psi � � � � ^
<br /> WIND DESIGN:Wind load is determined usin Cha ter 27 of ASCE 7-10 in accordance with IBC Section 1609 with the followin factors: requirements shall be as required by Section 1705.6 and Table 1705.6. Assumed values shall be field verified by the Building O�icial or the MATERIALS: concrete and WWF 6�c6-W1.4xW1.4,unless noted otherwise. � F-- w � ~ -_ _
<br /> g p g Geotechnical Engineer prior to placing concrete.The Building Of6cial shall be permifted to waive the requirement for a geotechnical investigation where Reinforcing Bars ASTM A615,Grade 60,deformed bars.
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<br /> _ safisfactory data from adjacent area is available that demonstrates an investigation is not necessary for any of the conditions in Sections 1803.5.1- Weldable Reinforcing Bars ASTM A706,Grade 60,deformed bars. DECK FASTENING:Minimum deck fastening shall be as follows,unless noted othervvise on the drawings: � Q � W
<br /> Basic Wind Speed(3-Second Gust) V 110 MPH � � � ,
<br /> 1803.5.6 and Sections 1803.5.10-1803.5.11. Smooth Welded Wire Fabric ASTM A185 • 1/2"diameter puddle welds each rib at transverse and perimeter supports,
<br /> Wind Importance Factor Iw=1.0 Risk-Category=I! � W
<br /> � Exposure Category=B GCpi=t0.18 Deformed Welded Wire Fabric ASTM A497 • 1/2"diameter puddle welds at 12"OC at longitudinal supports, w � O� W
<br /> Analysis Procedure-All Heights per ASCE 7,Table 27.2-1 DESIGN SOIL VALUES:(Assumed} Bar Supports CRSI MSP-Z,Chapter 3"Bar Supports," . Button punch at 24"OC at side lap connections or as indicated on the diaphragm schedule. M
<br /> Allowable Soil Bearing Pressur� Tie Wire 16.5 gage or heavier,black annealed. � �
<br /> For Components&Gladding as Deferred Submittal,the design wind pressures for determining forces on components and cladding shall be 40 psf 1500 PSF DL+LL
<br /> ALUMINUM FRAMING
<br /> unless otherwise determined using Chapter 30 of ASCE 07-10 in accordance with IBC Section 1609 by the Washington State Registered 2000 PSF DL+LL+Seismic/wind FABRICATfON:Conform to ACI 301,Sec 3.2.2"Fabrication",and ACI SP-66°ACI Detailing Manual."
<br /> Professional Engineer who is responsible for the design of such elements. �
<br /> REFERENCE STANDARDS:Conform to:
<br /> SEISMIC DESIGN:E rth uake desi n is determined usin Cha ter 12 ASGE 1-10 in accordance with IBC Cha ter 16 with the followin factors: SLABS-ON-GRADE 8�FOUNDATIONS:AII slabs-on-grade and foundations shall bear on structural compacted fil!or competent native soil per the 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 ��� qp ASM 35 and part 1A and 1 B of"The Aluminum Design Manual."
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<br /> Importance Factor le=1.0 Geotechnical report or as noted in these documents. Exterior perimeter footings shall bear not less than 18 inches below finish grade,or as required by 60 reinforcement. (Z) "Aluminum Standards and Data." '
<br /> Risk Category=II the Geotechnical Engineer and the Building Officia{.Interior footings shall bear not less than 12 inches below frnish floor.
<br /> Ss=1.43 g Sds=0.954 g PLACING:Conform to ACI 301,Sec 3.3.2"Placement."Placing tolerances shafl conform to See 3.3.2.1 "Tolerances" MATERIALS:
<br /> S1 =0.55 g Sd1 =0.55 g BACKFILLING:Backfil(behind reiaining and foundation walls shall be of free-draining material placed in maximum loose lifts of 12"or as directed by the
<br /> Site Class=D Seismic Design Category=D Geofechnical Report.Backfill behind watls shall not be placed before the wall is properly supported by the floor slab or temporary bracing.Backfill shall Extruded Shapes Aluminum Alloy 6005-T5
<br /> CONCRETE COVER:Conform to the following cover requirements from ACI 301,Table 3.3.2.3. Plates&Mgles Aluminum Alloy 6061-T6
<br /> be compacted using hand-operated equipment only.The contractar shall refrain from operating heavy equipment behind retaining and foundation walls „ �
<br /> Cancrete cast against ea�th 3 Aluminum Bolts Aluminum Allo 2024 T-4 Anodized r
<br /> Wood Structure(Super-Structure) within a distance equal to or greater than the height of the wall,unless otherwise approved by the Engineer.All topsoil organics and loose surface soil Y
<br /> • Basic Seismic Force Resisting System:A-15(Bearing Wall Systems)Light framed walls with wood structural panels rated for shear shall be removed from beneath fill supporting concrete slab or paving. Concrete exposed to earth or weather(#5&smaller) 1-1t2" Weld filler Matenals Aluminum Alloy 5356
<br /> resistance Concrete exposed to earth or weather(#6&larger} 2" PRQJECT#: 15-555
<br /> • Analysis Procedure:Equivalent fateral force procedure,per ASCE 7-10,Section 12.8 PIN PILES Ties i�columns and beams 1-112" MISCELLANEOUS HARDWARE:(bolts,lag screws,nuts)shall be type 3041 or type 3161 stainless steel,and shall be isolated from contact with DRAWN BY: TLE
<br /> • R=6.5 Bars in slabs and walls 314" aluminum with non-conducting sleeves,coatings,or other approved mechanism. DESIGNED SY: MKW
<br /> • Cs=0.147 REFERENCE STANDARDS:Conform to: DATE: DESCRIPTION
<br /> - ections 1810.3.5.3.4. SPLICES&DEVELOPMENT LENGTH:Conform to ACI 301,Sec 3.3.2,7.Refer to Lap Splice&Development Schedule for 3500 psi concrete below. CONTACT:Aluminum surfaces in contact with dissimilar materials shall be provided with galvanic separation.AII aluminum components in contact with 12.01.2Q16 COORDINATION SET .
<br /> DESIGN BASE SHEAR:Design Base Shear,Building A(Seismic Governed),V-311K (1) IBC S Lap all continuous reinforcement and comer bars er Schedule.The s lices and develo ment len ths indicated on individual sheets control over the
<br /> P p P 9 concrete shall be coated with an asphalt-based epoxy,such as"hi-mil sher-tar epoxy°by Sherwin-Williams,or approved equal, 12.15.2016 PERMIT
<br /> Design Base Shear,Building B(Seismic Govemed),V=285K schedule.Use Class B splices unless otherwise noted.Mechanical connections may be used when approved by the EOR.
<br /> Design Base Shear,Bui4ding C(Seismic Governed),V=311 K SUBMITTALS:Conform to: 02.23.2017 BLDG DEPT RESPONSE �
<br /> (1) Design loads,calculations and shop drawings(component design drawings)stamped by EOR(or SSE)licensed in the state of Washington. WELDING:Conform to AWS D12"S#ruetural Welding Code".Welders shall be certified in accordance with AWS requirements.When fillet weld size is . r
<br /> DEFLECTIONS: LAP&DEVELOPMENT SCHEDULE(Concrete strength fc=3500) not indicated,provide maximum weld size of the material thickness in accordance with the latest edition o the"Aluminum Design Manual"by the
<br /> Floor Total Load Deflection Limit: U240 {2} Placing drawings showing steel strength,diameter and minimum embedment length.
<br /> aluminum association.
<br /> Floor Live load Deflection Limit: U360 Bar Desiqnation Lap Length Development Length ,
<br /> MATERIALS:Conform to notes for STRUCTURAL STEEL,this sheet. #q, 32^ 24"
<br /> WOOD FRAMING
<br /> LIVE LOADS: #5 39" 30"
<br /> Roof(Snow) 25 PSF SIZE:Pile size shall be as noted on the foundation drawings.Test piles are required for this project to verify pile capacities.Pile lengths shall be � q�^ 36"
<br /> Bafconies and Decks 1.5 X occupancy served determined and ver'�fied af the site by the Geotechnical Engineer during the test pile proeedure. REFERENCE STANDARDS:Conform to:
<br /> Residential Floor 40 PSF VWVF 8"on all sides and edges (1} IBC Chapter 23"WOOD."
<br /> Stairs&Landin s 100 PSF OR 300# 4"x4"SQR. 2 NDS and NDS Su lement-"National Desi n S ecification for Wood Construction." JURISDICTIONAL STAMP:
<br /> 9 � � CAPACITY: Pile capacities shall be as noted on the foundation drawings. Allowable loads shall be verified by load tests in accordance with ASTM � � pp g p
<br /> Exit Corridors 100 PSF Section S 114.5"quick load test"Pile installation must be observed by the Geotechnical Engineer to verify that the design bearing capacity of the piles STUD RAILS:As manufactured by"DECON",installed in accordance with the manufacturer's instructions using chairs provided by the manufacturer to
<br /> Balcony Railing&Guardraifs(Commercial) 5Q PLF OR 200#(TOP RAIL) has been attained and that construction conforms to the geotechnical engineer's recommendations. position rails at proper heighf. ALTERNATES:Altemates for specified item may be submitted to the EOR for review.Contractor shall submit a current ICC-ES report identifying that an -
<br /> Balcony Railings&Guardrails(Components) 50 PSF(12"x12"SQR.)(1) ;- .
<br /> alternative component has the same or greater load capacity than the specified item.
<br /> CAST-IN-PLACE CONCRETE FIELD BENDING:Conform to AC1301 Sec 3.3.2.8."Field Bending or Straightening."Bar sizes#3 through#5 may be field bent cold the first time.Other �:
<br /> (1) Component reactions need not be combined with top rail Ioadings. bars require preheating.Do not twist bars. ':' ,
<br /> IDENTIFICATION:All sawn lumber and pre-manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the
<br /> SUBMITTALS REFERENCE STANDARDS:Conforms to the latest edi#ions of the following: , � certifying agency.
<br /> CORNERS BARS:Provide matching-sized'L comer bars for all horizontal wall and footing bars with the appropriate splice Iength,UNO.
<br /> (1) ACI 318"Building Code Requirements for Structural Concrete and Commentary". ,
<br /> SUBMITTALS:Shop Drawings shalf be submitted to the Architect/Engineer prior to any fabrication or construction for all structural items as noted below. (2) IBC Chapter 19. MATERIALS:
<br /> The contractor shall review and place a shop drawings stamp on the submittal before forwarding to the Engineer.Submittais shall be made in time to TYPICAL CONCRETE REINFORCEMENT:Unless noted on the plans,concrete walls shall have the following minimum reinforcement. Contractor shall
<br /> provide a minimum of one week for review by the Engineer. Additional submittals required for this project are specified in the spec�c sections below, confirm minimum reinforcement of walls with EOR prior to rebar fabrica6on. Sawn I.umber:Conform to grading rules of WWPA,WCLIB or NLGA.Finger jointed studs acceptable at interior non-structural walls only.
<br /> Reference the individual material section for specific information to be included in the submittal.. FIELD REFERENCE;The contractor shall keep a copy of ACI Field Reference manual,SP-15,"Standard Specifications for Structural Concrete(ACI
<br /> 301 with Selected ACI and ASTM References:' Member Use Size Species Grade
<br /> � Wall Thickness Horizontal Bars Vertica(Bars Location Studs&Plates 2x4,3x4,2x6,3x6 HF No.2
<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 6" #4 @ 12"OC #4 @ 12"OC @ CL of Wall Sill Plates 2x4,3x4,2x6,3x6 P.T.HF No.2
<br /> Registered Professional Engineer who is responsible for the design. CONCRETE MIXTURES;Conform to ACI 318 Chapter 19"Concrete:Design and Durability Requirements.° g^ #5 @ 12"OC #5 @ 12"OC @ CL of Wall
<br /> Concrete reinforcing 10" #4 @ 16"OC #4 @ 16"OC Each Face Posts 4x4,4x6,4x8 DF No.2
<br /> SHEET TITLE:
<br /> Embedded steel items MATERIALS:Conform to ACI 318 Chapters 19 8�20. Joists 2x6--2x12 DF No.2
<br /> G Metal Deck 12" #4 @ 12"OC #4 @ 12"OC Each Face
<br /> Beams 4x8--4x12 DF No.2
<br /> � Structural steel Beams 6x8--6x12 DF No. 1 �
<br /> � SUBMITTALS:Provide all submittals required by ACI 301 Sec 4,1.2.Submit mix designs for each mix in the table below. STRUCTURAL STEEL STRU CTU RAL ��� °
<br /> � ALTERNATES: Product or manufacturer components specified in these drav�ings are used as the basis o#design far ihis project.Alternates for specified TABLE OF MIX DESIGN REQUIREMENTS '
<br /> ` Member Stren th Test A e Ma�cimum E osure Maximum Minimum Wood Structural Sheathing(Plywood):Wood APA-rated structural sheathing includes:all veneer pfywood,oriented strand board,waferboard, pp .
<br /> � items may be submitted to the Engineer for review.However,contractor shall submit a current ICGES report identifying that an alternative component � g � DES(GN STANDARDS:Structural steel for this project is designed in accordance with the latest edition of the AISC Steel Construction Manual. particleboard,T1-11 siding,and composites of veneer and wood based material.Conform to Product Standards PS-1-95 and PS-2-92 of the U.S.Dept. G E N E f�t1L N OTES
<br /> a has the same or reater load ca aci than the s ecified item. Type/Location (psi) (days) Ag�reqate C►assification W/C Ratia Air Content
<br /> 9 P h' P of Commerce and the American Plywood Association(APA)
<br /> � Foundations 3500 28 1" F1,CO 0.45(0.55 max} 4.5°l0 '
<br /> � SHOP DRAWING REVIEW:Review by the ArchitectlEngi�eer is for general compliance wifh the design concept and the contract documents. Exterior Slabs-on-Grade 4000 28 1" F3,C2 0.40 max 6.0% REFERENCE STANDARDS:Conform to:
<br /> �; Dimensions and quantities are not reviewed by the EOR,and therefore,must be verified by the General Contractor.Markings or comments shall not be Exterior Slabs on Meta►Deck 4000 28 1" F3,C2 0.40 max 6.0% (1) AISC"Code of Standard Practice for Steel Buildings&Bridges." Minimum APA Rating
<br /> construed as relievin the contractor from com liance with the r ect lans and s ecifications,nor de artures therefrom.The contractor remains (2} RCSG"Specification for Structural Joints using ASTM A325 or A490 Bolts." Location Thickness Span Ra6ng Plywood Grade Exposure
<br /> � g p p°� P p p Exposed Building Walls 3500 28 1° F1,C1 0.45(0.55 max) 4.5% „ SHEET NUMBER:
<br /> o responsible for details and accuracy;for confirming and correlating all quan6ties and dimensions;for seleeting fabrication processes;for techniques of (3) AWS D1.1 "Structural Welding Code-Steel. Roof 15/32" 24116 C-D 1
<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 Retaining Walls 4000 28 1" F2,C1 0.45 max 6.0°/a (4) AWS D1.3"Structural Welding Code-Sheet Steel." Floor 23132"T&G 24 OC Sturd-f-Floor 1
<br /> y Structural drawings they shall be designed and stamped by the responsible SSE.Allow one week for Engineer review time. (5) AWS D1.8"Structural Welding Cade-Seismic Supplement." Walls 15132" 32/16 C-D 1
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<br /> a DEFERRED SUBMITTALS:Per IBC Section 107.3.4.1,drawings,calculations,and product data for the design and fabricatian of items that are (6) AISC 344"Seismic Provisions for Structural Steel Buildings:'
<br /> � designed-by-others shall bear the seaf and signature of the Washingfon State Registered Professional Engineer(SSE)who is responsible for the design (lj ASCE 3"Standard for the Structural Design of Composite Slabs° f
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<br /> � and shall be submitted to the ArchitecUEngineer and the building department for review prior to fabrication.Allow one week for Engineer review time. - ,
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