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STEEL ROOF DECK STORY DRIFT STAIRS. ELEVATORS. AND MISCELLANEOUS METALS ��,r�m-��-�ti-�-��-�vwvvwr,�-�,��-����rY�-e-�^r-r�ti�w\ � � � �
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<br /> a THESTEELDECKSHALLBEOFDEPTHANDGAGESHOWNONTHESTRUCTURALDRAWINGS. STEELDECKANDALLOF THEPRIMARYSTRUCTUREWILLEXPERIENCELATERALMOVEMENTSBETWEENADJACEMFLOORS. THESTORYDRIFTS UNLESSSHOWNANDDETAILEDINTHESTRUCTURALDRAWINGS, ALLSTAIRSARETOCONSISTOFAPR6FABRICATED ` I
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<br /> ITS FLASHINGS SHALL CONFORM TO ASTM A653 AND SHALL HAVE CURRENT I -E -
<br /> CC S (ORIAPMOESEQUIVALENT) PERPENDICULARANDIORPAR4LLELTOTHEPRIMARYSTRUCTUREAREASFOLLOWS'. ANDPRE-ENGINEEREDSTAIR, LANDING, ANDRAILINGSYSTEMDESIGNEDBYTHECONTRACTORORSTAIRSUPPLIER. d
<br /> M REPORTS. THE STEEL DECK SHALL HAVE RECEIVED, BEFORE BEING FORMED, A METAL PROTECTIVE COATING OF ZINC SEE THE ARCHITECT FOR STAIR SYSTEM LAYOUT, DIMENSIONS, AND CONFIGURATION OF RISE AND RUN. THE �
<br /> � CONFORMMG TO ASTM A653-G60. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3. UNITS SHALL SPAN OVER SEISMIC DRIFT CONTRACTOR SHALL BE RESPONSIBIE TO DES16N AND PROVIDE THE STAIR SYSTEM INCLUDING ALL CONNECTIONS
<br /> � FOUR SUPPORTS, CONTINUOUS OVER THREE OR MORE SPANS, EXCEPT WHERE THE FRAMING DOES NOT PERMIT. AND SECONDARY SUPPORT FRAMING. THE STAIRS SHALL ACCOMMODATE LATERAL MOVEMENTS BETWEEN ADJACENT �
<br /> ry SERVICE LEVEL DESIGN FLOORS AS DEFME� IN THE STORY DPoFT SECTION OF THESE NOTES. UNDER THE SERVICE LEVEL STORY DRIFTS, ALL
<br /> N UNLESS NOTED OTHERWISE, NONCOMPOSITE UNITS SHALL BE CONNECTE� AS FOLLOWS: LEVELS STORY DRIFT STORY DRIFT STAIRS MUST REMAIN FUNCTIONAL UNDER THE DESIGN STORY DRIFTS ALL EGRESS STAIRS MUST REMAIN
<br /> � FUNCTIONAL AND ALL OTHER STAIRS MUST REMAIN CONNECTED TO THE BUILDING,
<br /> CONNECT DECK TO THE STEEL SUPPORTS AT THE ENDS OF THE UNITS AND AT INTERMEDIATE SUPPORTS BY A 2�ROOF 112" 1-1/2° CBRE Heery, Inc.
<br /> MINIMUM OF FOUR 314-MCH PUDDLE WELDS PER 3'-0" OF WIDTH. WHERE TWO UNITS A6UT, EACH UNIT SHALL BE SO ALL ELEVATOR MACHINE BEAMS, HOIST BEAMS, SILLS, DOOR SUPPORTS, AND RAILS AND THEIR CONNECTIONS TO THE 700 Eas[ Pine S[ree[, Suite 300 �
<br /> CONNECTED TO THE STEEL FRAMING. BUILDING ELEMENTS INCLUDING EXTERIOR CLADDING, STAIRS, ELEVATORS, AND MISCELLANEOUS METALS�, PRIMARY STRUCTURE ARE TO BE DESIGNED 8Y THE ELEVATOR MANUFACTURER. THE CONTRACTOR SHALL PROVIDE Orlandq Rorida 32807 -
<br /> �� MECHANICALIELECTRICALIPLUMBING SYSTEM SUPPORTS; INTERIOR METAL STUD FRAMING; AND ANY OTHER ADDITIONAL FRAMING AS NECESSARY FOR ADDITIONAL MACHINE ROOM FLOOR PENETRATIONS PER THE TYPICAL � 407.992.6300
<br /> �Il{ESIDE LAPr$Of��,�ACEN�U[�IT,SSJ{AL,�,BEYCRNNE�CT�,ED BETWEEN SUPPORTS B (8) #1� TEK SCREWS EQUALLY ELEMENTS AS REQUIRED BY THE BUILDING CODE SHALL BE DESIGNED TO ACCOMMODATE THE PRIMARY STRUCTURE DETAILS. THE ELEVATOR MACHINE BEAMS SHALL BE DESIGNED TO BE FLUSH WITH THE BOTTOM OF CONCRETE AND
<br /> SPACED BETWEEN EAL`H SYUP O�TING �EAM. ��'- `��"''�'�L
<br /> ) �^M� �� , f, , ��.�,.,��,.,��.,�..,�,�n�-��-�-� STORY DRIFTS WITH ANY APPLICABLE ELEMENT-SPECIFIC MODIFICATIONS PER CHAPTER 130F ASCE 7. SHALL BE DESIGNED FOR THE TRIBUTARY LOADS INDICATED M THE LOA� MAPS IN ADDITION TO THE WEIGHT OF THE AA 0002293
<br /> � SUPPORTEDEqUIPMENTANDSELF-WEIGHTOFTHEMACHWEROOMFLOORIROOFSTRUCTURE THEELEVATORS EB 0005176
<br /> DECK UNITS SHALL BE CONNECTED TO THE STEEL SUPPORTS AT THE SIDE BOUNDARIES WITH 3141NCH PUDDLE WELDS FOUNDATIONS SHALL ACCOMMODATE LATERAL MOVEMENTS BETWEEN ADJACENT FLOORS AS DEFINED IN THE STORY �RIFT SECTION { �
<br /> AT THE SAME SPACING AS THE SIDE LAP CONNECTIONS. OF THESE NOTES. �
<br /> THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL ENGIN�F�RING J SN
<br /> WHERESTEELMEMBERSAREPAR4LLELTOTHEDECKFLUTESAN� ATTHESAMEELEVATIONOFTHEBOTTOMOFTHE DESIGNREPORTENTITLED "SNOHOMISHCOUNTYCOURTHOUSERENOVATIONANDADDITION" DATE[3MAY42018„}.-., THECONTRACTORSHAILDESIGNANDSUPPLYALLADDITIONALMISCELLANEOUSMETALSTHATAREINDICATEDINTHE OHOMISH
<br /> DECK, ADJUSTDECKLAYOUTANDCONNECTDECKTOSTEELWITHSAMEWELOMGASREQUIREDFORSIDE PREPARE� BYHARTCROWSER. REFERTOTHI$ REPORTFORALLG�OTE�HN1C,44FjFQU,IR,.���1T,�-ANDANTICIPATED � ARCHITECTURALDRAWINGSORTHOSEMETALSWHICHAREFOUNDTOBENECESSARYTOSUPPORTTHE J�
<br /> BOUNDARIES. CONDIT_IONSBELOWGRADE_ REFERT_0\J�(ISRE�OR� FbR�2E�2UI�2EOG�0�ECHNICALINSPECTIONSTHATSHALLATA� ARCHITECTURALFINISHESOROTHERBUILDINGSYSTEMS. THEMISCELLANEOUSMETALSSHALLACCOMMODATE l� COUNTY �
<br /> f MfI�IN�U�N�LCU�E fHE'F�LLYWIKIG'� LATERAL MOVEMENTS BETWEEN ADJACENT FLOORS AS DEFMED IN THE STORY DRIFT SECTION OF THESE NOTES t "
<br /> STEEL DECK THAT IS TO BE CWERE� WITH INSULATING CONCRETE SHALL BE SLOTTED OR PERFORATED TO PROVIDE `� -r
<br /> AMINIMUMOFI.5PERCENTUNIFORMLYDISTRIBUTEDVENTWG. PROVIDEFLASHINGANDCLOSUREPLATESATALL "� 11NSTALLATIONOFTEMPORARYSHORINGSYSTEMATEXCAVATIONSPERIBCSECTION1803.5.10 Jf ALLFRAMINGANDCONNECTIONSDESIGNEDBYTHECONTRACTORSHALLNOTRESULTINECCENTRICLOADSBEING � COURTHOUSE �
<br /> RECE VEE SIJ�LATTN� CON REIRENG CLOSURE. THE DECK INSTALLATION, WHEN COMPLETE, SHALL BE READY TO MOVEMENT MONITORING OF EXISTING STRUCTURE WHERE EXISTING FOUNDTIONS ARE UNDERPINNED '� BEAMSDT ETCONTRACTOR'S DESTGN SHA L V REFY THAT�THE CONN CTIONS DO NOT RES�UMTFIN ADV RSE LOCAL y
<br /> �PERIBCSECTION51803.S7AND1804.1 � CONNECTIONSTRESSESOCCURRINGWITHINTHEPRIMARYSTRUCTURE. SUBMITCALCULATIONSSTAMPEDBYA ,1 RENOVATION
<br /> SHOP DRAWINGS SHALL BE SUBMITTED SHOWING DECK DEPTH, GAGE, LAYOUT, CONNECTIONS, AND CLOSURES, STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED r
<br /> ( UNDERPINNING OF EXISTING STRUCTURE PER IBC SECTIONS 1803.5.7 AND 18042 . AND SHOP DRAWWGS INDICATING IMPOSED lOADS ON THE PRIMARY STRUCTURE. r
<br /> STEEL DECK TYPES SHALL BE VERCO TYPE HSB-36, ASC TYPE B, OR APPROVED E�UAL. ty � �
<br /> (PLACEMENTAND COMPACTION OF STRUCTURAI BACKFILL PER IBC SECTION 16034 MECHANICALIELECTRICALIPLUMBING SYSTEM SUPPORTS
<br /> MASONRY S �.��s.J1.-a�-���ti.-�,-�.r.,-�.�.,-���..,-t.��.ti.^. � 1 .
<br /> COLUMN DOWELS SHALL BE INSTALLED WITH A TEMPLATE TO HOLD BARS IN THE PROPER POSITION AND SHALL BE THE CONTRACTOR SHALL DESIGN AND SUPPLY ALLADDITIONAL MISCELLANEOUS METALS AND SYSTEM SUPPORT P praject number
<br /> CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE BUILDING CODE. ALL HOLLOW CONCRETE MASONRY UNITS PLACED WITH A TOLERANCE OF tl-1b INCH. COMPONENTS THAT ARE NECESSARY TO SUPPORTALL MECHANICAL, ELECTRICAL (TELECOM, AUDIO VISUAL, ETC), AND � �
<br /> SHALL CONFORM TO ASTM C90, ME�IUM WEIGHT. MINIMUM REQUIRED BLOCK COMPRESSIVE STRENGTH IS 1,900 PSI. PWMBINGIFIRE-PROTECTION SYSTEMS. SUCH METALS AND SUPPORT COMPONENTSAND THEIR CONNECTIONS SHALL � . Project Number �
<br /> ALL CELLS CONTAINING REMFORCEMENT SHALL BE FILLED SOLID WITH CONCRETE GROUT. GROUT MIX SHALL SPREAD FOOTINGS: DESIGN SOIL BEARING PRESSURE = 8,000 PSF AT OR BELOW EXISTING BASEMENT LEVEL�, 4,000 PSF BE PROVIDED AS NECESSARY TO DIRECTLY AND CONCENTRICALLY IMPOSE LOA�S ON THE PRIMARY STRUCTURE. THE
<br /> CONTAIN PORTLAND CEMENT, AGGREGATE, AND A GROUT-ENHANCING SHRINKAGE-COMPENSATWG ADDITNE. ELSEWHERE. ALL FOOTINGS SHALL BEAR ON SUITABLE UNDISTURBED SOIL AND AND/OR PREPARED BASE MATERIALS CONNECTIONS TO THE PRIMARY STRUCTURE ARE SUBJECT TO THE REQUIREMENTS OF THE MISCELLANEOUS METALS � consWtants/construction managers
<br /> MAXIMUM SIZE OF AGGREGATE SHALL BE 3/81NCH. SWMP SHALL BE 8 T011 INCHES. WATER-REDUCING ADMIXTURES APPROVED BY THE GEOTECHNICAL ENGINEER. WHERE SUITABLE UNDISTURBED SOILS ARE NOT FOUND AT THE SECTION ABOVE. THESE SYSTEMS MAY BE SUPPORTED DIRECTLY FROM STEEL ROOF AND COMPOSITE FLOORIROOF � .
<br /> MAYBEUSED. MINIMUMGROUTCOMPRESSNESTRENGTHBASEDON26-DAYTESTSSHALLBE2,OOOPSIAND SPEGFIEDFOOTINGELEVATION, OVER-EXCAVATETOTHEDEPTHSREQUIREDBYTHEGEOTECHNICALENGWEERAND SLABSSUBJECTTOTHEFOLLOWINGLIMITATIONS: 250POUNDSMAYHANGFROMCOMPOSITESLABONDECK, 50 {
<br /> - GREATER THAN OR EQUAL TO THE SPECIRED MINIMUM DESIGN STRENGTH. GROUT SHALL BE VIBRATED WHILE REPLACE MATERIALS WITH STRUCTURAL FILL, LEAN CONCRETE, OR PROVIDE OTHER PREPARATION AS �IRECTED BY POUNDS MAY HANG FROM STEEL ROOF DECK. LOA�S SHALL BE LOCATED NO CLOSER THAN 5 FEET FROM ANY )
<br /> PLACINGTOENSURETHATCELLSARECOMPLETELYFILLED, SUBMITGROUTMIXESTOARCHITECTFORREVIEW THEGEOTECHNICALENGMEERTOACHIEVETHEREQUIREDBEARINGCAPACITY. ADJACENTHANGINGLOAD, ANDTHECONTRACTORSHALLCOORDINATETHESUPPORTANDHANGINGLOADSFROMALL �
<br /> 6EFORE COMMENCWG MASONRY CONSTRUCTION, ALL UNITS SHALL BE LAID IN RUNNING BOND USING TYPE S MORTAR BUILDING SYSTEMS. THE MECHANICALIELECTRICALIPLUMBWG SYSTEM SUPPORTS SHALL ACCOMMODATE LATER4L �
<br /> WITH HEAD JOINTS. MASONRY MINIMUM DESIGN STRENGTH IS fm = 1,900 PSI. MICROPILES: MICROPILES SHALL BE GROUT-INJECTED PILES DESIGNED BY THE CONTRACTOR FOR MOVEMENTS BETWEEN ADJACENT FLOORS AS DERNED IN THE STORY DRIFT SECTION OF THESE NOTES, { �
<br /> THE DESIGN LOADS INDICATED ON THE DRAWINGS. ESTIMATED TIP ELEVATIONS ARE SHOWN ON THE DRAWINGS BUT l -
<br /> REQUIRED MORTAR PROPORTIONS BY VOLUME SHALL BE VALIDATED BASED ON PERFORMANCE ESTWG PER THE SPECIFlCATION. REINFORCING SHALL BE ASTM Afi15, MTERIOR METAL STUO FRAMING t
<br /> GRADE 75. SINGLE-BAR REINFORqNG SHALL 8E PLACED FOR THE FULL PILE LENGTH PRIOR TO GROUT PLACEMENL � � �
<br /> PORTLAND HVDRATED AGGREGATE MEASUREO IN A SPACERS FOR EINFORCING BARS SHALL BE PROVIDED TO ENSURE CLEARANCES SHOWN ON THE STRUCTURAL INTERIOR PARTITIONS SHALL CONSIST OF METAL STUD TYPE FRAMING THAT HAS CURRENT ICC-ES (OR IAPMO-ES �
<br /> TYPE CEMENT LIME DAMP. LOOSE CONDITION �RAWINGS. TOLERANCES FOR MICROPILE POSITION SHALL BE -1+3 NCHES. SHAFTS SHALL BE DRILLEO PLUMBAND E�UIVALENT) EVALUATION REPORTS. CONNECTION OF STUDS, TRACK, AND OTHER ITEMS BY MEANS OF EITHER `-'�-�^--^--�`�--'����v'`-'�--'�--1--'�-'���'��n�-�n��.�.u�-��J
<br /> TRUE TO LINE. DRILLED-IN ANCHORAGE OR POWDER DRNEN FASTENERS SHALL OCCUR WITH FASTENERS AS INDICATEO IN THE �
<br /> 5 1 OVER 114 NOT LESS THAN 2 114 AND METAL STUD ICC-ES (OR IAPMO-ES E�UIVALENT) REPORTS. CONNECTIONS SHALL ALLOW FOR THE BUIL�ING SHOP DRAWINGS
<br /> TO 112 NOT MORE THAN 3 TIMES STRUCTURAL FILL MOVEMENTS CITED ABOVE THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STRUCTURAL OESIGN OF SOFFITS,
<br /> THE SUM OF THE VOLUMES SUSPENDED WALLS, CEILINGS, OR CONDITIONS WHERE THE STUD FRAMWG IS USED TO SUPPORT CASEWORK OR SHOP DRAWINGS FOR REINFORCING STEEL AND STRUCTURAL STEEL SHALL BE SUBMITTED FOR REVIEW PRIOR TO
<br /> OF THE CEMENT ALL FILL PLACED TO SUPPORT SLABS ON GRADE, BEHIND PERMANENT WALLS, AND AROUND ALL DRAINS SHALL SIZEABLE DOORNJINDOW HARDWARE; THE METAL STUO FRAMING; AND ANY MISCELLANEOUS STEEL FRAMING THAT IS FABRICATION OF THESE ITEMS.
<br /> CONSIST OF WELL GRADFfI, GRANULAR MATERIAL PER THE SPECIFICATIONS. SOILS FOR STRUCTURAL RLL SHALL BE DETERMINED TO BE NECESSARV BASED ON THE CONTRACTOR'S DESIGN. INTERIOR METAL STUD FRAMINC £HALL �
<br /> STRUCTURALUESIGNDATA APPROVEDBYTHEGEOTECHNICALENGWEER. STRUCTURALFILLSHALLBEPLACEDONSOUNDNATNEMATERIAL. ACCOMMODATELATERALMOVEMENTSBETWEENADJACENTFLOORSASDEFWEDINTHESTORYDRIFTSECTIONOF THECONTRACTORSHALLSUBMITCONCRETEWALLELEVATIONDRAWINGSOFATLEAST118" = 1'-0" SCALEINDICATING -
<br /> PROOFROLL CUT AREAS WHICH PROVIDE SUPPORT FOR PERMANENT STRUCTURES. AREAS WHICH ARE EXCESSIVELY THESE NOTES. SUBMIT DESIGN CALCULATIONS AND SHOP DRAWINGS INDICATING IMPOSED LOADS ON THE PRIMARY LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. THE
<br /> LOAD COMBINATIONS: LOAD COMBINATIONS ARE IN ACCORDANCE WITH SECTION 1fi050F THE BWLDING CODE. YIELDING, AS DETERMINED BY THE CONTINUOUS OBSERVATION OF THE GEOTECHNICAL ENGMEER, SHALL BE STRUCTURE FOR THESE CONDITIONS. SUBMITTED DOCUMENTS SHALL BEARTHE STAMP AND SIGNATURE OF AN CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT DRAWINGS. -
<br /> OVEREXCAVATED AND REPLACED WITH STRUCTURAL FILL STRUCTURAL FILL SHALL BE PLACED PER THE ENGMEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED.
<br /> LNE LOADS�. LIVE LOADS SHALL BE IN ACCORDANCE WITH THE LOAD DIAGRAMS. SPEGFICATION. DIMENSIONS AND qUANTITIESARE NOT REVIEWED BY THE ENGMEER OF RECORD�, THEREFORE, THEY SHALL BE
<br /> BUILUING TOLERANCES VERIFlED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW ANO STAMP DRAWWGS PRIOR TO REVIEW BY THE ��
<br /> SNOW LOADS�. SNOW LOADING AND SNOW DRIFT LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE LATERAL PRESSURE ON SUBGRA�E WALLS ENGINEER OF RECORD. THE CONTRACTOR SHALL REVIEW DR4WWGS FOR CONFORMANCE WITH THE MEANS, ��i
<br /> (SECTION1608�. � STANDARDTOLER4NCESSHALLBEBASEDONTHEREQUIREMENTSOFTHEAISCCODEOFSTANDARDPRACTICEAND METHODS, TECHNI�UES, SE�UENCES, ANDOPERATIONSOFCONSTRUCTION, ANDALLSAFETYPRECAUTIONSAND - --���� ��
<br /> THE DESIGN PRESSURES FOR SUBGRADE WALLS ARE BASED ON A "DRAMED" CONDITION. SEE CIVIL AND MECHANICAL ACI 117, 'SPECIFlCATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS'. PROGRAMS INCIDENTAL THERETO. SUBMITTAlS SHALL INCLUDE ONE REPRODUCIBLE AND ONE COPY; REPRODUCIBLE �
<br /> GROUNDSNOWLOAD�, Pg =20PSF DRAWINGSFORSUBGRADEDRAINAGESYSTEM. SEEGEOTECHNICALREPORTFORCOMPACTIONREQUIREMENTSAT WILLBEMARKEDANDRETURNED.
<br /> SUBGRADEWALLS. SU6GR4DEWALLSANDSUPPORTINGSLABSSHALLHAVEATTAMEDTHEIRFULLCONCRETE STRENGTHANDSTABILITY �URINGCONSTRUCTION MAGNUSSON �
<br /> IMPORTANCE FACTOR: Is = 1.0 STRENGTH BEFORE PLACWG ANY BACKFILL THE CONTRACTOR SHALL PROVIDE TEMPORARY BR4CE5 FOR WALLS IF SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEERARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP -
<br /> BACKFILL IS PLACED BEFORE WALLS AND SLABS ACHIEVE FULL CONCRETE STRENGTH. DURING CONSTRUCTION, THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGMEER THAT THE CONTRACTOR KLEM.ENC IC
<br /> SNOW EXPOSURE FACTOR: Ce = 1.0 STRUCTURE. UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND ASSOC IATES �
<br /> BACKFlLLED, RESTRAINED BASEMENT WALLS ARE DESIGNED USMG AN "APPARENT" EARTH PRESSURE EQUIVALENT TO INSTALLED, AND BY DETAILING THE INTENDED FABRICATION AND WSTALLATION METHODS. IF DEVIATIONS,
<br /> THERMAL FACTOR: C� = tA (29H + i6D) PSF TRAPEZOIDAL DISTRIBUTION PER THE GEOTECHNICAL REPORT. A COMPLETED STRUCTURE IS REQUIRED TO PROVIDE GLOBAL STABILITY, TO PROVIDE LOCAL STABILITY OF INDIVIDUAL DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWINGS SUBMITTALS AND THE CONTRACT DOCUMENTS ARE
<br /> 'Y^�'�,^%�-�vw�r�rvw�-r.-�s-�--�-�-����-,�-�-�.��-Y�-�-�-���V�,�e-��v\ STRUCTURAL COMPONENTS (SLABS, DECKS, BEAMS, COLUMNS, WALLS, ETC.), AND TO RESIST IMPOSED LOADS. DISCOVERED EITHER PRIOR TO OR AFTER SHOP DR4WING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE
<br /> FLAT-ROOF SNOW LOAD: Pf= 25 PSF �FREE-STANDING SITE RETAINING WALLS {1 DESIGN DRAWWGS AND SPECIFICATIONS SHALL CONTROLAND SHALL BE FOLLOWED. �
<br /> (} 1 THE STRUCTURE WAS ANALYZED AN� DESIGNED BY MKA CONSIDERWG ITS COMPLETED STATE ONLY. THE DESIGN DID seallsignature
<br /> WINDLOADS: WINDPRESSURESHALLBEINACCORDANCEWITHTHEBUILDINGCODE (SECTION1609). l REFERTOTHECIVIL, ARCHITECTURAL, ANDLANDSCAPEDRAWWGSFORLOCATIONSANDDIMENSIONSOFFRE& { NOTEVALUATEPARTIALLYCOMPLETEDCONSTRUCTIONSTAGES. SHOPDRAWWGSFORDEFERREDSUBMITTALSTHATAREDEFINEDASDESIGN-BUILDCOMPONENTSWTHE ��ESIO;\' s
<br /> j STANDING SITE RETAINING WALLS, AND REFER TO THE STRUCTl1RAL DRAWINGS FOR RETAINING WALL DETAILS. THE 1t CONSTRUCTION DOCUMENTS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP FOR THE ,�e.� oc �,+v� O�F
<br /> BASICWINDSPEED (3-SECONDGUST): VuIt= 115MPH 1DESIGNOFFREE-STANDINGSITERETAININGWALLSISBASEDONTHERECOMMENDATIONSINTHEGEOTECHNICAL { THECONTRACTORSHALLCONSIDERALLASPECTSOFCONSTRUCTIONSE�UENCING, CONSIDERATIONSSHALL Jl1RISDICTIONWHERETHEPROJECTISLOCATEDANDSHALLBEAPPROVEDBYTHECOMPONENTDESIGNERPRI0RT0 a"' ?`� �''gPw �
<br /> S REPORT. DESIGN SOIL BEARING PRESSURE = 4,000 PSF WITH A ONE-THIRD INCREASE FOR SEISMIC LOADS. THE ) MCLUDE BUT NOT BE LIMITED TO STEEL ERECTION AND CONCRETE PLACEMENT CRANE RE UIREMENTS TEMPORARY Cl1RSORY REVIEW BY THE ENGMEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE, THE COMPONENT ..
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<br /> RISK CATEGORY: II
<br /> yDESIGN PRESSURES FOR SITE RETAINING WALLS ARE BASED ON A YIELDING CONDITION USING AN E�UIVALENT FLUID SHORING, BRACINGISTRENGTHENING, TEMPORARY CONSTRUCTION LOADS, SAFETY PROCEDURES, TEMPERATURE DESIGNER IS RESPONSIBLE FOR CO�E CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY
<br /> ` DENSITYOF35POUNDSPERCUBICFOOT. WHERESURCHARGELIVELOADSAREPRESENT (CONSTRUCTIONOR j CHANGE, ANDMOISTUREEFFECTS. CALLEDOUTONARCHITECTURALORSTRUCTURALDRAWINGS. SHOPORAWINGSSHALLINDICATEMAGNITUDEAND :p 'P� _•�� e`� e." .
<br /> EXPOSURE CATEGORY: B l TRAFFlC�, THE DESIGN ASSUMES AN ADDITIONAL TWO FEET OF RETAMED SOIL HEIGHT. THE SEISMIC SURCHARGE DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED W THE o�FsstouptaE�`$
<br /> ( PRESSURE IS BASED ON A RECTANGULAR DISTRIBUTION EQUAL T011H IN PSF WHERE H IS THE HEIGHT OF THE WALL. � THE CONTRACTOR SHALL EVALUATE THE NEED FORAND RETAIN AS NECESSARY A CIVIL OR STRUCTURAL ENGINEER, SUBMITTAL.
<br /> INTERNAL PRESSURE WEFFIGENT�. GCpi = 0.18 l SLIDING FORCES MAY BE RESISTED BY FRICTION WITH A COEFFlCIENT OF FRICTION OF 0.30 THAT INCLUDES A FACTOR `� LICENSED W THE STATE WHERE THE PROJECT IS LOCATED, TO REVIEW ALL STAGES OF CONSTRUCTION SEQUENCING,
<br /> � OF SAFETV OF 1.5, SITE RETAINWG WALL FOOTINGS SHALL HAVE A MINIMIM DEPTH OF 181NCHES (BETWEEN BOTTOM { VALIDATEALL TEMPORARY CONSTRUCTION lOADS, AND PREPARE A COMPRENENSIVE CONSTRUCTIONIERECTION STRUCTURAL OBSERVATION �
<br /> SEISMIC LOADS: SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE � OF FOOTING AND ADJACEN7 GROUND SURFACE). 7HE DESIGN PRESSURES ARE BASED ON A "DRAINED' CONDITION. ) PLAN TO ADDRESS BOTH STABILITY AND RESISTANCE TO IMPOSED LOADS UNTIL THE S7RUCTURE IS COMPLETE. issued for date
<br /> t SEE CIVIL DRAININGS FOR SUBGRADE DRAINAGE SYSTEM. � THE ENGINEER OF RECORD SHALL PROVIDE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, FOR GENERAL 100°/ CONSTRUCTION
<br /> BUILDING LOCATION: LATITUDE: 47.977�7° N �^'��^�%��-^--�����^�1�f'���-�.������'�-�-�.-�-��-� 7EMPOR4RY SUPPORTS, TEMPORARY CONNECTIONS, ANDIOR CONSTRUCTIONIERECTION AIDS SHALL BE REMOVED BY CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT THE 05/04/2018
<br /> LONGITUDE: 12220578° W BEAMDEFLECTION ��� THECONTRACTORAFTERTHEYARENOLONGERREQUIRED, COMPLETIONOFTHESTRUCTURALSYSTEM, STRUCTURALOBSERVATIONDOESNOTINCWDEORWAIVETHE DOCUMENTS
<br /> RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY IBC SECTIONS 110, 1705, OR OTHER SECTIONS OF THE
<br /> RISKCATEGORY: II FLOOR BEAMS, ESPECIALLY EDGE BEAMS, TRANSFER GIRDERS, AND CANTILEVERS WILL CONTINUE 70 DEFLECT WHEN EXISTING STRUCTURE INTERNATIONAL BUILDING CODE. STRUCTURAL OBSERVATION REPORTS SHALL BE ISSUED TO THE OWNER, item date ��
<br /> ADDITIONAL LOAD IS APPLIED. THESE MEMBERS HAVE BEEN CAMBERED TO COMPENSATE FOR THE THEORETICAL ARCHITECT, CONTRACTOR, AND BUILDING OFFlCIAL AT SIGNIFICANT CONSTRUCTION STAGES
<br /> IMPORTANCEFACTOR: Ie = 1.0 DEFLECTION. HOWEVER, 7HISMAYNOTOCCURUNTILALLTHEDEADLOADISAPPLIEDTOTHEMEMBER. THE EXISTINGSTRUCTURALDIMENSIONSANDMEMBERSIZESAREFORREFERENCEONLY. THECONTRACTORSHAIL 7 ASIN0. 03 07/02/2018
<br /> CONTRACTOR SHALL COORDINATE THE ATTACHMENT OF ANY ITEMS TO MEMBERS WHICH WILL CONTINUE TO SHORTEN VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION. THE CONTRACTOR SHALI VERIFY THE ACTUAI
<br /> MAPPED SPECTRAL ACCELERATION PARAMETERS: Ss = 1,319, Si = 0.501 OR DEFLECT DUE TO LATER STAGES OF CONSTRUCTION. CONFIGURATION OF EXISTING CONSTRUCTION AND THE CONDITION OF THE STRUCTURE BEFORE BEGINNING WORK.
<br /> ANY DISCREPANCIES OR UNSOUND CONDITIONS SHALL BE REPORTED TO THE ARCHITECT FOR RESOLUTION BEFORE �
<br /> SITE CLASS'. C EXTERIOR CLADDING BEGINNING WORK. REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS, EMBEDMENTS, AND OPENINGS NOT SHOWN. �
<br /> REFER TO MECHANICALAND ELECTRICAL PLANS FOR DUCTS, PIPING, EMBEDMENTS, AND OPENINGS NOT SHOWN,
<br /> SITE COEFFlCIENTS�. Fa = 1.0, Fv = 1.3 THE CONTRACTOR IS RESPONSBLE FOR THE DESIGN OF THE CLADDING SVSTEMS, INCLUDING THEIR STRUCTURAL ���
<br /> INTEGRITY, WATERPROOFING SYSTEMS, AND CONNECTION TO THE PRIMARY STRUCTURE. TEMPORARY SHORING AND BRACING MAY BE NECESSARY IN ORDER TO PERFORM THE NECESSARY STRUCTURAL
<br /> SPECTRALRESPONSECOEFFICIENTS: Sds =0,879, Sd1 = �.434 MODIFICATIONSTOTHEEXISTINGSTRUCTURESHOWNONTHESTRUCTURALANDARCHITECTURALPLANSAND ���� �
<br /> STRUCTURAL ELEMENTS AT THE BUILDING PERIMETER HAVE BEEN DESIGNED FOR THE VERTICAL LOADS SHOWN ON DETAILS, THE CONTRACTOR MUST RETAIN A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE
<br /> SEISMIC DESIGN CATEGORY: D THE LOAD MAPS. CLADDING ATTACHMENTS SHALL NOTAPPLY MOMENTS TO SLAB EDGES OR LATERAL LOADS TO JURIS�ICTION WHERE THE PROJECT IS LOCATED, WHO SHALL INVESTIGATE WHERE THIS TEMPORARY
<br /> STEEL BEAMS OR INTRODUCE TORSIONAL LOADS INTO STEEL BEAMS OR COLUMNS. BRACES, ADDED REMFORCING, SHORINGIBRACING IS REQUIRED AND SHALL DESIGN THIS TEMPORARY SHORINGIBRACING. �
<br /> LATERAL SVSTEM: SPECIAL REINFORCED CONCRETE SHEAR WALLS ANDIOR TIES SHALL BE DESIGNEDAND SUPPLIED BY THE CONTRACTOR FOR LOAD ECCENTRICITIES AND LATERAL
<br /> LOADS. THE CONTRACTOR SHALL SUPPLY ALL CONNECTION MATERIAL, BRACES, ET0. SUBMITTED DOWMENTS SHALL DEFERRED STRUCTURAL SUBMITTALS �
<br /> RESPONSE MODIFICATION COEFFICIENT: R = 4 INDICATE MAGNITUDEAND LOCATION OFALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. - � �
<br /> SOME STRUCTURAL SYSTEMSARE OEFINEO AS VENDOR-DESIGNED COMPONENTS PERTHE STRUCTURAL DOCUMENTS. �
<br /> SEISMIC RESPONSE COEFFICIENT�.NORTH-SOUTH: Cs = 0220 EXTERIOR CLADDING CONNECTIONS SHALL ACCOUNT FOR STRUCTURAL DEFLECTION, COLUMN SHORTENING, AND THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL COMPONENTSAND HAVE NOT BEEN PERMITTED UNDER
<br /> EAST-WEST: Cs = 0220 CONSTRUCTION TOLERANCE DETERMINED FROM ACI30L IN ADDITION, THE CLADDMG DESIGN SHALL ACCOMMODATE THE BASE BUILDING APPLICATION. THE CONTRACTOR WILL BE RE�UIRED TO SUBMIT THE STAMPED COMPONENT � �
<br /> A TYPICAL VERTICAL MOVEMENT AT EACH ROOR OF 112 WCH DUE TO VARIABLE LNE LOADING. THIS DISPLACEMENT SYSTEM DOCUMENTS TO THE BUILDING OFFICIAL FORAPPROVAL. -__
<br /> DESIGNBASESHEAR: NORTH-SOUTH: V = 2611KIPS WILLOCCURATTHEFREEENDOFCANTILEVERBEAMSANDATMIDSPANOFEDGESLABSANDBEAMS.
<br /> EAST-WEST: V = 3007 KIPS DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT, WHO SHALL REVIEW THEM ��
<br /> THE CLADDMG SHALL ACCOMMODATE LATERAL MOVEMENTS BETWEEN ADJACEM FLOORS PERPENDICULAR ANDIOR FOR GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE CONTRACTOR SHALL SUBMIT THESE REVIEWED
<br /> ANALYSIS PROCEDURE USED: MODAL ANALVSIS PROCEDURE PARALLEL TO THE WALL AS DEFlNED IN THE STORY DRIFT SECTION OF THESE NOTES, THE CLADDWG SHALL REMAIN DEFERRED SUBMITTAL DOCUMENTS TO THE BUILDING OFFICIAL THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE
<br /> UNDAMAGED UNDER THE SERVICEABILITY STORY DRIFTAND SHALL NOT FALL FROM THE BUILDING UNDER THE DESIGN INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.
<br /> SEISMIC LOADS FOR EXISTING BUILDIN(`i. SEISMIC LOADS FOR EXISTMG BUILDING THE EXISTING BUILDING DOES NOT STORY DRIFT. �
<br /> CONFORM TO PRESENT EARTH�UAKE CODE RE�UIREMENTS FOR NEW BUILDINGS. THE ADDITION AND ALTERATION THE FOLLOWING LIST INCLUDES THE ITEMS THATARE DEFINED AS DEFERRED STRUCTURAL SUBMITTAL COMPONENTS. �
<br /> � WORKCOMPLIESWITHSECTIONS402.4AND4W.4, RESPECTIVELY, OFTHEIE6C. INPARTICULAR, THEADDITIONAND REFERTOTHEARCHITECTl1RAL, MECHANICAL, ELECTRICAL, ANDCIVILDRAWINGSFORADDITIONALDEFERRED
<br /> ALTERNATION ARE PROPORTIONED SUCH THAT LATERAL lOAD ON EXISTING ELEMENTS ARE NOT INCREASED BY MORE SUBMITTAL COMPONENTS.
<br /> ai THAN 10 PERCENT. W GENER4L, THE NEW LATERAL ELEMENTS OF THE ADDITION AND ALTERATION ARE DESIGNEO
<br /> P AND OETAILED IN ACCORDANCE WITH THE BUILDING CODE AND ASCE 7 FOR THE SEISMIC LOADS OF THE COMBINED DEFERRED STRUCTURAL SUBMITTAL COMPONENTS:
<br /> � NEW AND EXISTING BUILDING, DISTRIBUTED BASED ON RELATIVE RIGIDITY. THE NEW ELEMENTS OF THEADOITION AND CITY OF EVERETT
<br /> N ALTERATIONIMPROVETHEEXPECTEDSEISMICPERFORMANCEOFTHEEXISTINGBUILDINGANDARECONSIDEREDA EXTERIORCLADDING REVIELNEDFORPERMIT
<br /> VOLUNTARY SEISMIC UPGR4DE IN ACCORDANCE WITH IEBC SECTION 403.9, BUTA SPECIFIC TARGET SEISMIC
<br /> � PERFORMANCE OBJECTIVE HAS NOT BEEN SPEGFIE�.
<br /> � METAL STUD SYSTEMS -
<br /> sheet [itle
<br /> � LOADPATHFORLATERALFORCES� LATERALFORCESARECARRIEDBYTHEROOFANDFLOORDIAPHRAGMSTOTHE METALSTAIRSANDLANDINGS � �
<br /> y SHEARWALLS. MOMENTS, SHEARS, ANDROTATIONALFORCESAREDELIVEREDTOTHEFOUNDATIONBYTHESHEAR GENERAL NOTES
<br /> � WALLS IN PROPORTION TO THEIR ABILITY TO RESIST LATERAL DEFORMATION. � � MICROPILES �
<br /> Ul:��hi1�
<br /> 0
<br /> y MISCELLANEOUS
<br /> LL REFER TOARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL, ELEVATOR, OR OTHER SPECIALTY ENGINEERING �
<br /> d DRAWWGS FOR DIMENSIONS NOT SHOWN, INCLUDING BUT NOT LIMITED TO', SIZEAND LOCATION OF CURBS, -
<br /> � E�UIPMENT HOUSEKEEPING PADS, WALLAND FLOOR OPENWGS, BLOCKOUTS, FLOOR DEPRESSIONS, SUMPS, DRAINS,
<br /> a
<br /> p ANCHORBOLTS, EMBEDDEDITEMS, ARCHITECTURALTREATMENT, ETC. THECONTRACTORSHALLVERIFYDIMENSIONS sheetnumber
<br /> R, AND RESOLVE DISCREPANqES OR CONFLICTS PRIOR TO CONSTRUCTION. � �� ��
<br /> � WHERE SECTIONS ARE INDICATED ON THE PIAN BY A NUMBER AND A DRAWING NUMBER THUS, ilS-5�1, THE INDICATED
<br /> �' SECTION (i) IS SHOWN ON STRl1CTURAL DRAWING 5-501. ..
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