|
:STRUCTURAL - GENERAL NOTES
<br />GENER�AL �KE(_�)LL�LiENIENTS
<br />GQVERN1lNG._C,0,DE� The design and cunstruct�ci�n of this projec, is gct�.,,e.�rned by the "Inteirnational Building
<br />Code (ISC)", 2018 Edition, hereafter refe-rced to as z1he JBC, as adopted �,,n,,d modified by the Cliv of Everett,, WA
<br />,,1zn;ders1o(.,1d Lo b��,ihe_ Authcrity Having Jurisdictlon (AFIJ),
<br />REFERENCE-, ST�OkNDARDS� Refer to Chapter 35 of 2018 18C. 'A)herr� other Stand,-ards are noted in the draw-
<br />ngs� use, th"," latest edition, of the standard a specific date is Reference to a specific section in a
<br />c,ode doc-..�s, not, relieve, the co-Mractor from corripliance vvifih the entire stand,,I�d,
<br />DEFINlTIONS, The followlr�g deTinitions cover the rneanirrgs of used in these notes�
<br />'Arthitect/Engineer' - The.,,,krchitect of Record and t1he Structural Engine&,- of Record,
<br />Engineer of Rec�ord" (SER) - The structural engin,,� ar who is iice��,nse(-J to stamp & sign the
<br />structural documents, -or 'he projject, T e SER is respr)nsible for the design of the, Primary Structuial Sys-
<br />1 e m,
<br />'Subm�t for review" - Submit to the ArchitectiSER for review prior to fabrication or constructlion.
<br />"Per Plan" - Indicates references to the strudl.ural plans, olevation<, and structural general notes,
<br />SPECIFICATiONS: Re�fer to the project Spe6fiCatiCr,IS issue(] as Dart: of thie, contract documents for inforr'nation
<br />supple
<br />-_,mental to these drawings.
<br />OTHER DRAWINGS� Refer to the architeoturai, mechrinical, electrical an-C'i plumbing drenvings for additional infor
<br />rnation nducfi�ng b�,ft not in-fted to� d1mensions, elevatiams,, slopes, door and window openings, non-beanng wells,
<br />-tairs. d�,r�a ations, and other nonstrucfuril items,
<br />I - ins, waterproofing, railings, meoharrical unit Ion,
<br />STRUCTURAL DE -TAIL& The sAructural drawings are intended to show the general character and extent ofthe
<br />project and are no� interided to show all deAaiis of trie work, Use entire detni� sheets and specific details referenced
<br />n the p��ans "'as, wherever they apply, Similarly, use details on er%re sheets with "typicat" in the name
<br />STRUCTURAL RESPQNSJIBILITIES� The,, structural engineer (SER) is rer:iponsible for the strength and stability a'
<br />'he Primarystl.Picwre in its oornpleted forni,
<br />COORDIf'4ATION, The CoMracLor is responsible for coordinating deUi,,As anfl accuracy of the. work,
<br />for confirmln�j
<br />corre�la-,iincg all qUan.t�fles and dfirriensions-1 for seleding fabrication pro,,�r,�sses, for techniques of assombly- arid
<br />�or ��%sc,rk, in a safe and secu�re i anna�r.
<br />EMSTING CONI'DiTIONS, Information shomn on thr�,3 drawings rei�ated to, �!,,,�Jsting condition's rE-,,,presen,, thel present
<br />krr,u��vled,'ae, but vjithou� guarantee of accuiacy. Report conditions that ccriflict with contract documents to the ar-
<br />-ip on in c 'o
<br />Her,! ol �EOF Do hot deviate from 1i - r, tract docuraents without �Ivnt,_,n direction fr, he. archite. t and,,, - r
<br />E01R, Ail existing Ciimensiorrs and nforrnaLion shall be field verified prior Lo fabrication as required to caordinate,
<br />neo,, co
<br />NEW CONISTRUCTIOW The contr ctor shall rei-nove all interfo,,-irtg iterns for new construction arrid shall repair or
<br />replo'ce �i!! ft,,-,,,.rns to match the existing conditions 4-, accordance ��vrrh the architecturaldra,,Mngs, New con-
<br />struction elenients shall be, designed and installed per current In tern at�o m,.t I Building Code 2018, hereafter referred
<br />�,�o as IBC a4c',i,,ved lby IEBC�
<br />�Nl EANS, METHQQ� and SAFETY PR QUIREMENT : Thc, corAractor is rg,�,�,,p-onsible far the ineans arid methods of
<br />consil"IciJorl aond all id DOSH (Departiment of Occupational Saf ety
<br />fob related safety standard,-, sucli-i as 0 S H �'�\ a r 'L"
<br />�,--,nd He�--,fltf-0, The _�s responsible for mearrs and methods of (.,on,I;F,-,uction related to the intermediaIte struc-
<br />afral cond�,Jons movement ofthe,, struct�,v-e due� to morsture and the�rrnal effects� cons-muction. seciuence� tempo-
<br />raryt
<br />CONSTRUC'flON LOADS, Loads on the stnuctura du,,rinq consIlnut.,"llion not exceed the design loads as noted
<br />in ' ESIGN & LOADS belov�, or tfie� cap,-.icity of parrially cornp�',,Aod construotion as, determined by the
<br />SSE for 8,-acing,/Shoring,
<br />C'HANC3��E�,--,; �N LCQADING� The contractor has -th(7,, responsibility io notify thf� SER of any architectural, rnect�onical.
<br />��,4eotr�cal, or plur-ibing k�aw.l imposed onto the structur(,,, that differs from, n� that is not documented on. the original
<br />'ontract Dom_.ifnf_��nts farchitectural / structural f rnechanical electncal or poy-inibing dratkivings). Provide documenta-
<br />��ize and anchora,
<br />ge of all undocumenled k-,ods in of 100 pounds, Provide rn,�vked-up
<br />�,,trudtural n"di-ating locations of any ne-vv equipaierit or loads, Si-ibrTiO, plans to the Architect,'Engineer for re-
<br />r')rjor to
<br />NOTE PRIOFZITHS� ,,1an and detaIl notes and -specific loading ,7J'ara proviJed on individual plans and detat draw-
<br />E,
<br />�,C! ir�, the Structural General Nut �s,
<br />DIISCREPANCIES: In case of discreloandes between the Generil Notes Specifications, PianslDetails a
<br />r Refer-
<br />�e St'ar"iJ`.arcis, Arch iteaVE rig iriee r shall detennine vvhich shall goverr, Discrepancies shall be broughttothe
<br />afl'emioa (yf tri� before proceeding vvith the work- Shouki �any discrepancy be found in the Con-
<br />fl"e Contractor wi4 be deerned to inokidhsd irl the pke ttl(,,, most expensive way ofcornplet-
<br />mg the vvmrk, rjn�;_nss 1p�rior to �he submission cd the pnce, Coritra,,-;tor as�c, for a decision from the Architect as to,
<br />r I 'I i-I f j
<br />�,vh�ch shaJ gfw�arn. AccordIngl�,,, ainyconfhct i�� or botvvee� ti Gfontract shall not be a basis for ad L
<br />ment in, the Pr�ce.
<br />,�JTE VEFZlFl0P'Ql0N� The contractor shall veffy- at! dimens�,ons and conr'�tioris M the site. Conflicts beiween the
<br />-]rawing,, aw.1 5ite, conditions shal� be broughl" to 11he aftentlo�,n of Arctlitoct."Engineer before proo(:,,,ecling
<br />-ith - k_
<br />DESIGN,CRITERIA AND LOADS
<br />I- , :71 _�CUK E�_117
<br />3 F, I's tv- I c Seismic Design Category- SDG D
<br />-S
<br />te C I assi h ca tio n Per I BCC I i-3, 13 2 & AS C E 10, C i 2 0
<br />Site Cfas,s
<br />Selsmic Irnportance Factor per ASCE 7-10 Table 1,52 Ile r. 1.5
<br />Design Resp,on-se Coefficient (Shfarlt Pe�riod) g
<br />AREA LIVE 1_0 ADS
<br />125 PSF
<br />SUMIRTALS
<br />U S IV a � t e
<br />- I�T FOR REVIEW, SUSNflTTALS of shop d-ivfings an,' product data a�e requirecifor it ms noteld in h,. indi-
<br />ViduaJ rn�aterlals, sectioms, and for bidder
<br />%(LB M ff
<br />�ALI",E�YIEW FIEFZ1100- Submittais be made in finne, In, prc,AdP a minimurn of 7RA10WEEKS or 10
<br />WOFRXINGI DAY':'3, fo,�r review by the prior to tirtis onaet offaljbrizo,-��,ition.
<br />GENERAL CONTRACTORL'S PRIOR REVIEW: Prior �h',) su,,,bmiss�on, to tho the, Contractor shall
<br />the� for complotoness, Dirnorision�s and qu�,ar.Jties, are reviewed by the,. SER, and therefore,
<br />;_T f'lv�d
<br />rrrusl` b��,, veffl�� Zt'�,e. Genenal Conbractor� Corrtrac-,tol' sln"Ril prl- �_ ,
<br />e anly n%,C,essary alinrierisional details requested
<br />by the 1_,,eta�ler pmvide the, Ccmtractor's review starnp ond sig,,r)atire bef re for\�varding tothe Architecb'
<br />SHOP DRA'AfING REVIEW: Once the, cc,)ntractor has c,,cmnpleJed his thev SER will reviewthe subn'�Ataifor
<br />"Mth the deskr
<br />gn cancapt ;,�,,nd the cont f: documents of the buikding and: will stamp the sm Ilb-
<br />m0aI
<br />k,% Markings or commomts ,;hall no!, be construed as relio�v_ng the contractor from compliance ��vth
<br />l�e ' ctrc) ject ptans ar�,,d �qp'e&jcaticms, nor departures there frorn. Tht, SER,,,vii� return submittals in theforri, they�-are
<br />submitt-0 in (e�iv ew hard copy or electronic), For hard copy sub�mfttals, the c"ontractoris responsible for submitting
<br />recLdife'd c�opies lo the SER for oview,
<br />SHOP ;)RAVViNG DEVIATIONS-1 shop draA4ngs k:,.iarnp� nent drawings) differ frorn or arid to the re-
<br />qr,.rremr,,,ntS q:)f the �itrvc,:Wral drawings they shal� be de,,-sign(,:,.,d and sL-,v,:npE,,,d, !-,�y the responsible SSE,
<br />REFERENCE STANDARDS, Conform to-
<br />(1) ACI 301-16`Spedfications for Structural Concrete"
<br />('21) IBC Chapter 19, �Cortcrete`
<br />(3) ACI 318-14 "Building Code Requirements for Structural Concrete."
<br />(4) AGI 117-10 `,Spe cjfj cations forTolerances for Concrete Construction zind Materials"
<br />FIELD REFERENCE, The contractor shall keep a. copy of ACI Field Reference manual, SFI-15, "Standard Specifi-
<br />cationsfor Structural Concrete (ACI 301) with Selected ACI and ASTM References.'
<br />CONCRETE. MIXTURES�, Conform. to ACI 301 Section 4 "Concrete Mixtures" arid IBC Section 1904,1,
<br />MATERIAL'S,� Conform to ACl 301 Section 421 'Materials" for requirements, for cementitious materials, aggre-
<br />gates, mixing water and admixtures,
<br />`� R -1 1 1
<br />SUBMITIALS� Provide all subrnftlals required by ACI 301 'Section 4.1,2, Submit mfx designs for each mix in the
<br />table, below. Substantiating stren�
<br />Ith resufts from pasttests shall not be, older than 24 moriths per ACl 318 Sectiori
<br />26,43A (b),
<br />TABLE OF MIX DESIGN REQUIREMENTS
<br />Member
<br />Strength
<br />Test Age
<br />Nominal
<br />Exposure
<br />I'vill a x
<br />Air Con-
<br />N o t es,
<br />T y p ef L o oa t i o n
<br />f'c (Psi)
<br />(days)
<br />Maximum
<br />Class
<br />W/C
<br />tent
<br />(1 'to 8 Typical
<br />Aggregate
<br />Ratio
<br />UNO)
<br />Topping Slabs
<br />3000
<br />1
<br />-
<br />-
<br />-
<br />Table, of Plix Desic
<br />in Re2uirements Notkas�
<br />(1) iANC Ratio� Warter-cementitious material ratios shall be based on the total vAieight of cementitlous materials.
<br />INlaximum ratiosare controlled by strength noted in the Table cof Mix Design Requirements and durability re-
<br />quirements given in ACI 318 Section 19,3,
<br />(2) Cemer-ititious Materials,
<br />R The use of fly ash, other pozzolans, silica fume, or slag shall conforni to ACI 318 Sections 19,3.2 and
<br />26,4..2,2, Maximum aniount of fly ash shall be 25% of, totat, cementitkaus content unless reviewed and
<br />approved otherwise by SER.
<br />b For concrete, used in elevated floors-, minimum cementitiouss-rnaterials content shall conform to AC�
<br />301 Table 4,1,2_9, Acceptance of lower cement content is contingent on providfrig supporting data to
<br />the SER far review and acceptance.
<br />c Cementitious materials shall conform to the refevant ASTM standards listed in ACII 318 Section
<br />26 A, 1, 1,1 (a),
<br />(3) Air Content , 0onforin to ACI 318 Section 19.3.3.1. Minimum standards for exposure class are noted in the
<br />tab,fe- If freezirig and thawlrg class is not rioted, air content given 'Is that required by the SER. Tolerance is
<br />±I Air content shall be measured at point of placement.
<br />(4) Aggregates shall conform to ASTM C31
<br />(5) Slump. Conform to ACI 301 Section 4.2.2.2. Slur -rip shall be determined at point of placement.
<br />(6) Chloride Content: Conform to ACI 318 Table 19.3,2.1,
<br />(71) Non- chloride arccelerator� Non-chlorlde accelerating admixture may be used In concrete placed at ambient
<br />ternperatures below 50'F at the contractor's option.
<br />(,8) ACI 3118, Section 19.3,11 exposure classes shall be assumed to be F0, SO, WO, and CO unless different
<br />exposure classes are listed in the, Table of Mix Design Requirements that modify these base requHrements,
<br />MEASURING, MIXING, AND DELIVERY� Conforni to ACI 301 Section. 4.3,
<br />HANDLlNG, PLACING, CONSTRUCTING AND CURING� Conform, to ACI 301 Section 5. In addition, hot weather
<br />concreting shall conform to ACI 305R-10 and cold weather concreting shall conform to ACI 306R-10�
<br />POST-iNSTALLED ANCHORS to CONCRET,_E� Anchor location, type, diameter and embedment shalf be as indi-
<br />cated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Ad-
<br />hesives. Anchors shall be installed and Inspected in strict accordance with. the applicable 1CC-Evalluation Service,
<br />Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section.
<br />TOPPING SLABS: Conform to ACI 301 and the recommendations of ACI 302A R-1 5 "Guide for Concrete Floor arid
<br />Slab Construction" for Class 3 (unbonded topping floors),
<br />STRENGTH TESTING AND ACCEPTANCE:
<br />Tesfinig: Obtain samples and conduct tests in accordance with ACI 301 Section -1.6.3.2. Additional samples
<br />may bo- required to obtain concrete strengths at alternate intervals than shown below.
<br />• Cure 4 cylinders for 28-day test age, test I cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cyl-
<br />inder h reserve for use as the Engineer directs. After 56 days, unless notified by the Engineer to the
<br />contrary, the reserve cylinder may be discarded without being tested. for specimens meeting 28-day
<br />strength requirements.
<br />• The number of cylinders indicated above reference 6 by 12 in cylinders. if 4 by 8 in cylinders are to he
<br />used, additional cy4nders must be cured for testing of 3 cylinders at test age per the table of mix design
<br />requirements .
<br />Acce Litance, Strength is satisfactory when,
<br />(1) The averages of all sets of 3 consecutive tests eqUal or exceed the specified strength.
<br />(2) No individual test falls below the specified strength by more than 500 psL
<br />A �'test" for acceptance is the average strength of two 6 by 12 in. cylinders- or three 4 by 8 In. cylinders test-
<br />ed at the specified test age�
<br />CONCRETE REINFORCEMENT
<br />REFERENCE STANDARDS: Conform to:
<br />(1) ACI 301-16 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Reinforcement
<br />Supports��'
<br />(2) ACI SP-66(041 "ACI Detailing Manual"
<br />(3 CRS1 MSP-09, 28"' Edition, "Nianual of Standard Practice."
<br />(4 ANSI/AWS DIA: 2005, "Structural Welding Code - Reinforcing Steel."
<br />1 5'�
<br />1BC Chapter 19-Concrete,
<br />(6) AC'1 318-14 "Building Code Requirements for Structural Concrete.`
<br />(7), ACI 117-10, "Specificatkin.s. for Tolerances for Concrete Construction and Materials"
<br />,SUBMITTALS: Conform to ACI 301 Section 3.1.2 "Submittals." Submit placing drawings showing fabrication di-
<br />rnensrons and placement locations of reinforcement and reinfDrComent supports.
<br />MATFERIALS
<br />Reinforcing Bars,,., --- A615, Grade 60, deformed bars-
<br />ASTM A706, Grade 60, deformed hars,
<br />Smooth Welded ",hre Farbric_....... ... .,..,ASTM Al 064
<br />Deformed Welded Wire Fabric....._.....,ASTM A1064
<br />Bar Supports....__...- ..... MSFI-09, Chapter 3 "Bar Supports,"
<br />Tic, Wire ........... __ ....... , ......... 16 gage or heavier, black annealed.
<br />FABRIC1-1,TION: Conform to ACt 3011, Section 3.2-2. 'Fabrication", and ACI SP-66 "ACI Detailing Manual,"
<br />-4k I SeC On 5�
<br />w1VELDING1- Sars shall not be �,va0ded unless authorized. When authodzed, confourn to , C 301, ti 3 222
<br />N%Teidingll, XvVS D1 .4, and provide ASTM A706, gracle 60 reinforcement.
<br />PLAC[NG� Conform to ACI 301, Section 3.3,2 "Macing," Placing tolerances shat conform to ACI, 117,
<br />FIELD BENDING: Conform to ACI 301 Seption 3.32,8� "Field Bending or Straightenirrg�" Bar sizes #3 through #5
<br />may he field bent cold the first time. Subsequent bonds and other bar sizes require preheating. Do not twist bars,
<br />Sars shall not. be bent past 45 degrees,
<br />REFERENCE STANDARDS: Conform to�
<br />1) IBC Chapter 19 "Concrete"
<br />2) ACJ 318-14 'Building Code Requirements, for Structural Concrete"
<br />POST -INSTALLED ANCHORS, Install only where specifically shown in the details or aillowed by SER� All post -
<br />Installed anchors types and losations shall be approved by the SER and shall have a current ICC-Evaluation 'Ser-
<br />vice Report that provides relevant design values necessary to validate the available strength exceeds the required
<br />strength. Submit current manufacturer's data and [CC E.SR report to SER for approval regardless of whether or
<br />not it is a pre -approved. anchor. Anchors shall be installed in strict accordance to ICC-ESR and the manufacturer's
<br />printed in,,�;tallation instructions (MPII) in conjunction with edge distance, spacing and embedment depth as indicat-
<br />ed on the drawings, The contractor shall arrange for a manufacturer's field representative to provide installation
<br />training for all products to be used, prior to the commencement of work. Only trained installer shall pedorm post
<br />installed anchor installation, A rocord of training shall be kept on site and be made availabfe to the SER. as re-
<br />quested, Adhesive anchors installed in horizontaity or upwardly inclined orientation shall be performed by a certk
<br />fied adhesive anchor installer (,AAI) as certified through ACl/CRSl or approved equivalent. Proof of current certifi-
<br />cation shall be submitted to the engineer for approvai prior to commencement of, installation. No reinforcing bars
<br />hall be damaged during installation of post-[nstalled anchors, Special inspection shall be per the TESTS and IN-
<br />SPECTIONS section. Anchor type, diameter and embedment shall be as indicated on drawings. 5511,17pm ATC) 0
<br />1 ADflESIVE ANCHORS. The following Adhesive -type anchoring systems have been uqediri the desig�
<br />and shall be used for anchorage to CONCRETE as apprkable and in accordance with corresponding
<br />current IICC ESR report. Reference the corresponding ]CC ESR report for required m[nirnum age of
<br />concrete, concrete temperature range, moisture, condition, light weight concrete, and hole drilling and
<br />preparation requirements. Ddlled-fn anchor embedment lengths shall be as sho%rm on drawings, or not
<br />less than 7 times the anchor nominal diameter (70). Adhesive, anchors are to be installed in concrete
<br />aged a minimum of 21 days, unless otherwise specified in the ICC ESR report,
<br />a, HILTi "HIT -RE 500 V3' - ICC ESR-3814 for anchorage to CONCRETE with any embedment
<br />depth
<br />2. EXPANSION ANCHOR& The following Expansion type anchors are pre -approved for anchorage to
<br />CONCRETE or MASONRY in accordance with corresponding current ICC ESR report�
<br />a, HILTI KWIK BOLT TZ" - ICC ESR-1917 for anchorage to CONCRETE Only
<br />1 SCREW ANCHORS: The following Screw type anchor is pre -approved for anchorage to CONCRETE
<br />or MASONRY in accordance with correspon ding current ICC ESR reporL
<br />a, HlLTI "KVVfK HUS-EZ." - ICC ESR-302-7, for anchorage to CONCRETE Only
<br />REFERENCE S-17ANDARDS: Conform to�
<br />1) IBC Chapter 22 - "Steel,"
<br />2) ANS,111AISC 303-16 - �4Code of Standard Practice for Steel Buildings & Bridges"
<br />3) AISC -"Manual of Steel Construction", Fifteenth Edition (2016)
<br />4) ANSIIAISC 360-16 - "Specifia-Alon for Structural Steel Buildings"
<br />:51) AWS D1.1 2015 - "Structural� Welding Code -- Steel'
<br />6) 2014 RCSC - "Speoffication for Structural Joints using High -Strength Bolts"
<br />SUBMITTALS- Submit the following documents to the SIER for review,-.
<br />(1) SHOP DRA�NIINGS complying with AIISC 360 Sections Mlarld N3 and AISC 303 Section 4.
<br />(2) ERECTION,
<br />. DRAVVINGS complying AISC 360 Sections Mland N3 and AlSC 303 Section 4.
<br />MATERIAL&
<br />Structural %feel maerials shall conform to materials and requirements listed in AlSC 360 section A3 including, but
<br />not fimited to -A
<br />Structuril Plate (PL)_____ ... ..... ASTMA36, Fy=36.1ksi
<br />High Strength, Heavy Hex Structural Balts...,._..ASTM F3125 Gr, A325/F1352. Type 1 or 3, Plain
<br />Heavy Hex ... _.ASTM A563, Grade. and Finish per RCSC Table 2.1
<br />luNfavillners (Hardened Fiat or F436, Grade and Finish per RCSC Table 2.1
<br />Anchor Rods (Anchor Bolts, typ1cal)__..,__ .... ...ASTM F1554, Gr. 36
<br />Mild Threaded Rods ....... ASTM A-16, Fy = 36 ksi
<br />WELDING',
<br />1) Welding shall conform to AVY8 131, 1 with Prequal'ified Welding Processes excent as modified by AISC 360
<br />p
<br />section J2, VVelders shall be qualified in accordance with VIVABO requirements.
<br />2) Use 70ksi siren gth, [ow -hydrogen type electrodes (E7018) or E71T as appropriatefor the process select-
<br />ed�
<br />3) Welding of high strangth anchor rods is prohibited unless approved by Engineer-
<br />4) Welding of headed stud anchors shall be in accordance withAWS DIA Chapter 7 'Stud Welding".
<br />ERECTION:�
<br />1) Conform to A.ISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection".
<br />2) Conform to AISC 360 Chapter N "Quality Controt and Quality Assurance" and AISC 303 Section 8.
<br />a, The Erector shall maintain detailed erection quality control procedures that ensure that the work is
<br />performed in accordance with these requirements and the Contract Documents,
<br />3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13,
<br />4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 "'Required
<br />Testing", as applicablIe and AfSC 360 Chapter J, Section N12.5 and Section N5.6.
<br />5) Welding of HEADED STUD ANCHORS shall be in accordance with AVVS DIA Chapter 7"Stud Welding.
<br />6) Provide Headed (Shear') Stud Anchors welded through the metal deck to tops of bearns denoted in plans,
<br />7) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section M4.2
<br />and AISC 303 Section 7.10 and 7.11,
<br />PROTECTIVE COATING REQUIREMENTS�
<br />1) SHOP PAINTING. Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless othreRvise specified
<br />by the project specifications.
<br />2) INTERIOR STEEL:
<br />a, Unless noted otherwise, do not paint any of the steel surfaces meeting the following conditions:
<br />• Concealed' by the interior building finishes,
<br />• Fireproofed,
<br />• Embedded in concrete,
<br />Specialty prepared as a "farying surface' for Type -SC "slip -critical" connections inciluding bolted
<br />connections that form a part of the Seismic Force Resisting System governed by AISC 341 un-
<br />less the coating conforms to requirements of the RCSC Bolt Specification arid is approved by the
<br />Engineer.
<br />Welded; if area requires painting, do not paint until after weld inspections and non-destructive
<br />testing requirement, if any, are satisfied.
<br />b. Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise indicat-
<br />ed in the project specifications, Field touch-ups to match the finish coat or as officowise indicated in the
<br />project specifications.
<br />STRUCTURAL SHEET LIST
<br />SHEET NUMBER SHEETTITLE
<br />S1.0 STRUCTURAL - GENERAL NOTES
<br />S2.0 STRUCTURAL - 3RD FLOOR FRAMING PLAN
<br />S2.1 STRUCTURAL - 4TH FLOOR FRAMING PLAN
<br />S3.0 STRUCTURAL - DETAILS
<br />Sheet Total: 4
<br />DRAWING LEGEND
<br />MARK
<br />DESCRIPTION MARK
<br />DESCRIPTION
<br />F 2. 0
<br />FOOTING SYMBOL (REFER TO SPBEAD
<br />INDICATES WIDE FLANGE COLUMN
<br />FOOTING SCHEDULE)
<br />INDICATES HOLLOW STRUCTURAL
<br />PILE CAP SYMBOL (REFER TO
<br />SECTION (HSS) COLUMN OR
<br />PILE CAP SCHEDULE)
<br />TUBE STEEL �TS) COLUMN
<br />TILT-UP/PRECAST CONCRETE WALL
<br />INDICATES HOLLOW STRUCTURAL
<br />0
<br />CONNECTION SYMBOL (REFER TO
<br />0
<br />SECTION (HSS) COLUMN OR
<br />CONNECTION DETAIL)
<br />STEEL PIPE COLUMN
<br />2W4
<br />SHEAR WALL SYMBOL (REFER TO
<br />9
<br />INDICATES WOOD POST
<br />SHEAR WALL SCHEDULE)
<br />Ao
<br />REVISION TRIANGLE
<br />INDICATES BUNDLED STUDS
<br />RFI 00
<br />TILT-UP/PRECAST CONCRETE WALL
<br />El
<br />PANEL NUMBER (REFER TO TILT -UP/
<br />INDICATES CONCRETE COLUMN
<br />PRECAST CONCRETE WALL ELEVATIONS
<br />CMU WALL REINFORCING SYMBOL
<br />(REFER TO CMU WALL REINFORCING
<br />INDICATES PRECAST
<br />CONCRETE COLUMN
<br />SCHEDULE)
<br />"o
<br />CONTINUITY PLATE LENGTH
<br />INDICATES MOMENT FRAME
<br />(REFER TO TYPICAL DETAIL)
<br />CONNECTION
<br />INDICATES DOUBLE SHEAB
<br />CONNECTION (REFER TO THE DOUBLE
<br />INDICATES CANTILEVER
<br />CONNECTION
<br />SHEAR PLATE CONNECTIONS DETAIL)
<br />INDICATES REINFORCING TYPE
<br />FO7OTB
<br />(REFER TO THE REINFORCING
<br />INDICATES DRAG CONNECTION
<br />SCHEDULE)
<br />INDICATES NUMBER OF STUD RAIL
<br />CS
<br />REQUIRED AT COLUMN (REFER TO
<br />-4
<br />INDICATES A LEDGER
<br />STUD RAIL DETAILS)
<br />ROOF/FLOOR DIAPHRAGM NAILING
<br />INDICATES WOOD OR STEEL STUD
<br />SYMBOL (REFER TO DIAPHRAGM
<br />*HEHHHH4
<br />BEARING WALL LINE
<br />NAILING SCHEDULE)
<br />PER KEY ON SHEET
<br />STEEL/CONCRETE COLUMN
<br />4pg��
<br />INDICATES WOOD OR STEEL STUD
<br />SYMBOL (REFER TO STEEL
<br />OR
<br />SHEAR WALL LINE AND HOLD-DOWNS
<br />XVXXXII
<br />COLUMN SCHEDULE)
<br />PER KEY ON SHEET
<br />ELEVATION SYMBOL (T/ REFERS
<br />T/FTG = X'-X"
<br />TO COMPONENT THAT THE
<br />INDICATES MASONRY/CMU WALL
<br />ELEVATION REFERENCES)
<br />STUD BUBBLE (INDICATES NUMBER
<br />INDICATES CONCRETE/T ILT-UP
<br />OF STUDS REQUIRED IF EXCEEDS
<br />CONCRETE WALL
<br />NUMBER SPECIFIED IN PLAN NOTE)
<br />INDICATES STEP IN FOOTING
<br />(REFER TO TYPICAL STEP IN
<br />INDICATES BEARING WALL BELOW
<br />FOOTING DETAIL)
<br />X
<br />DETAILS OR SECTION CUT
<br />(DETAIL NUMBER/SHEET NUMBER)
<br />J====�
<br />INDICATES EXISTING WALL
<br />SX.X
<br />00
<br />DETAILS OR SECTION CUT IN PLAN
<br />POST -TENSION DEAD END (PLAN)
<br />S0.0
<br />VIEW (DETAIL NUMBER/SHEET NUMBER)
<br />�\\
<br />INDICATES LOCATION OF CONCRETE
<br />g
<br />WALLS, SHEAR WALLS OR BRACED
<br />POST -TENSION STRESSING END (PLAN)
<br />XX/SXX.XX
<br />FRAME ELEVATIONS
<br />STRUCTURAL EXTENT SYMBOL
<br />3
<br />POST -TENSION PROFILE (PLAN)
<br />SINGLE ARROW - END OF EXTENT
<br />(IN INCHES)
<br />DOUBLE ARROW - CONTINUOUS
<br />EXTENT ALONG THE ELEMENT LINE
<br />UNTIL THE ELEMENT IS INTERRUPTED
<br />INTERMEDIATE STRESSING (PLAN)
<br />INDICATES DIRECTION OF DECK SPAN
<br />-- - --------------
<br />ABBREVIATIONS
<br />L
<br />Angle EXT Exterior
<br />pip Partial Joint Penetration
<br />AB
<br />Anchor Bolt FB Factory -Built
<br />PREFAB Prefabricated
<br />ADDL
<br />Additional FD Floor Drain
<br />PSF Pounds per Square Foot
<br />ADH
<br />Adhesive FDN Foundation
<br />PSI Pounds Per Square Inch
<br />ALT
<br />Alternate FIN Finish
<br />PSL Parallel Strand Lumber
<br />ARCH
<br />Architectural FLR Floor
<br />P-T Post -Tensioned
<br />B or BOT
<br />Bottom FRP Fiberglass Reinforced Plastic
<br />PT Pressure Treated
<br />B/
<br />Bottom Of FRT Fire Retardant Treated
<br />R Radius
<br />BLDG
<br />Building FTG Footing
<br />RD Roof Drain
<br />BLKG
<br />Blocking F/ Face of
<br />REF Refer/Reference
<br />BMU
<br />Brick Masonry Unit GA Gage
<br />REINF Reinforcing
<br />BP
<br />Baseplate GALV Galvanized
<br />REQD Required
<br />BRBF
<br />Buckling Restrained GEOTECH Geotechnical
<br />RET Retaining
<br />Braced Frame GIL Glue Laminated Timber
<br />S13 Site -Built
<br />BRG
<br />Bearing GWB Gypsum Wall Board
<br />SCBF Special Concentric
<br />BTWN
<br />Between HDR Header
<br />Braced Frame
<br />C
<br />Camber HF Hem -Fir
<br />SCHEID Schedule
<br />CB
<br />Castellated Beam HGR Hanger
<br />SER Structural Engineer of
<br />C130RE
<br />Counterbore HD Hold-down
<br />Record
<br />CL or
<br />Centerline HORIZ Horizontal
<br />SFRS Seismic Force-
<br />CLT
<br />Cross -Laminated Timber HP High Point
<br />Resisting System
<br />CIP
<br />Cast in Place HSS TS (Hollow Structural Section)
<br />SHTHG Sheathing
<br />ci
<br />Construction or IBC International Building Code SIM Similar
<br />Control Joint ID Inside Diameter
<br />SLBB Short Leg Back -to -Back
<br />CJP
<br />Complete Joint IE Invert Elevation
<br />SMF Special Moment Frame
<br />Penetration IF Inside Face
<br />SOG Slab on Grade
<br />CLR
<br />Clear INT Interior
<br />SID Southern Pine
<br />CLG
<br />Ceiling k Kips
<br />SPEC Specification
<br />CMU
<br />Concrete Masonry Unit KSF Kips Per Square Foot
<br />SQ Square
<br />COL
<br />Column LF Lineal Foot
<br />SR Studrail
<br />CONC
<br />Concrete LL Live Load
<br />SF Square Foot
<br />CONN
<br />Connection LLBB Long Leg Back -to -Back
<br />SST Stainless Steel
<br />CONST
<br />Construction LLH Long Leg Horizontal
<br />STAGG Stagger/Staggered
<br />CONT
<br />Continuous LLV Long Leg Vertical
<br />STD Standard
<br />C'SINK
<br />Countersink LP Low Point
<br />STIFF Stiffener
<br />CTRD
<br />Centered LONGIT Longitudinal
<br />STL Steel
<br />DIA
<br />Diameter LSL Laminated Strand Lumber
<br />STRUCT Structural
<br />DB
<br />Drop Beam LVL Laminated Veneer Lumber
<br />SWWj Solid Web Wood Joist
<br />DBA
<br />Deformed Bar Anchor MAS Masonry
<br />SYM Symmetrical
<br />DBL
<br />Double MAX Maximum
<br />T Top
<br />DEMO
<br />Demolish MECH Mechanical
<br />T/ Top Of
<br />DEV
<br />Development M EZZ Mezzanine
<br />T&B Top & Bottom
<br />DF
<br />Douglas Fir MFR Manufacturer
<br />TC AX LD Top Chord Axial Load
<br />DIAG
<br />Diagonal MIN Minimum
<br />TCX Top Chord Extension
<br />DIST
<br />Distributed misc Miscellaneous
<br />TDS Tie Down System
<br />DL
<br />Dead Load NIC Not In Contract
<br />T&G Tongue & Groove
<br />DN
<br />Down NLT Nail -Laminated Timber
<br />THKND Thickened
<br />DO
<br />Ditto NITS Not To Scale
<br />THIRD Threaded
<br />DP
<br />Depth/Deep 0C On Center
<br />THRU Through
<br />DVVG
<br />Drawing OCBF Ordinary Concentric Braced
<br />TRANSV Transverse
<br />(E)
<br />Existing Frame
<br />TYP Typical
<br />EA
<br />Each OD Outside Diameter
<br />UNO Unless Noted Otherwise
<br />EF
<br />Each Face OF Outside Face
<br />URM Unreinforced Masonry
<br />EL
<br />Elevation OPNG Opening
<br />Unit
<br />ELEC
<br />Electrical OPP Opposite
<br />VERT Vertical
<br />ELEV
<br />Elevator 0VVSj Open Web Steel Joist
<br />W Wide
<br />EMBED
<br />Embedment 0WWj Open Web Wood Joist
<br />W/ With
<br />EQ
<br />Equal PL Plate
<br />W/o Without
<br />EQUIP
<br />Equipment PAF Powder Actuated Fastener
<br />WHS Welded Headed Stud
<br />EVV
<br />EachWay PC Precast
<br />WID Working Point
<br />EXP
<br />Expansion PERP Perpendicular
<br />WWF Welded Wire Fabric
<br />EXP JT
<br />Expansion Joint PLWD Plywood
<br />+ Plus or Minus
<br />ID
<br />'n Uj
<br />75 0
<br />W -1
<br />co
<br />0
<br />ID
<br />0
<br />U,
<br />0
<br />U)
<br />2
<br />(D
<br />(D
<br />0
<br />E
<br />CD
<br />(D
<br />E
<br />C,
<br />CC ig
<br />2
<br />LL 25
<br />CV
<br />U-)
<br />015
<br />CV
<br />Cn
<br />U
<br />0
<br />2727
<br />L, , Oake's /�ve.
<br />Suite 100
<br />Everc�',�. & 9K01
<br />REVISIONS
<br />L
<br />6v lv,i,
<br />4767
<br />01(\�Z_\L
<br />I Z_ L
<br />Nz_ L
<br />JOB.
<br />N �) 20011-0321
<br />D R AWN
<br />DA
<br />B y
<br />C H E C K E D
<br />C S
<br />B Y
<br />01-29-21
<br />
|