NEW SNOHOMISH COUNTY COURTHOUSE DESIGN ...

Drawing No.

Date:

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Checked By:

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Consultants

CIVIL

MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200

STRUCTURAL


MECHANICAL

WSP GROUP600 UNIVERSITY ST, SUITE 500SEATTLE, WA 98101T 206-342-9900

ELECTRICAL / TELCOM / AV

SPARLING4100 194TH ST SW #400LYNNWOOD, WA 98036T 206-667-0555

LANDSCAPE

SITE WORKSHOP222 ETRURIA ST #200SEATTLE, WA 98109T 206-285-3026

LIGHTING

CANDELA4100 194TH ST SW #400LYNNWOOD, WA 98036T 206-667-0511

Heery International Inc.4700 Millenia Blvd.,Suite 550Orlando, FL 32839407.992.6300

SECURITY ELECTRONICS

GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373

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DRAWING LIST

2933 Rockefeller Ave.Everett, Washington 98201

DESIGN

DEVELOPMENT

DRAWING LIST

DD

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NUMBER NAME

X S-000 DRAWING LIST

X S-001 ABBREVIATIONS AND SYMBOLS

X S-002 GENERAL NOTES

X S-003 GENERAL NOTES

X S-004 ISOMETRIC VIEWS

X S-010 LOAD MAPS

X S-011 LOAD MAPS

X S-012 LOAD MAPS

X S-013 LOAD MAPS

X S-014 LOAD MAPS

X SF100 BASEMENT LEVEL & FOUNDATION COMPOSITE PLAN

X SF100A BASEMENT LEVEL & FOUNDATION PLAN - SECTOR A

X SF100B BASEMENT LEVEL & FOUNDATION PLAN - SECTOR B

X SF100R MAT FOUNDATION PARTIAL PLANS

X SF101 LEVEL 1 COMPOSITE PLAN

X SF101A LEVEL 1 FRAMING PLAN - SECTOR A

X SF101B LEVEL 1 FRAMING PLAN - SECTOR B

X SF102 LEVEL 2 FRAMING PLAN







X SF109 ROOF FRAMING PLAN

X SF109 ALT ROOF FRAMING PLAN - SCREENWALL ADD ALTERNATE

X SF110 PENTHOUSE ROOF FRAMING PLAN

X SF110 ALT PENTHOUSE ROOF FRAMING PLAN - SCREENWALL ADD ALTERNATE

X S-201 CORE WALL ELEVATIONS



X S-204 CORE WALL SECTIONS



X S-210 TYPICAL COUPLING BEAM DETAILS AND SCHEDULES

X S-211 SHEAR WALL DETAILS

X S-220 BRACED FRAME ELEVATIONS AND DETAILS

X S-221 BRACED FRAME DETAILS

X S-250 TRUSS ELEVATIONS AND DETAILS

X S-251 TRUSS DETAILS

X S-255 BRACE ELEVATIONS AND DETAILS

X S-401 TYPICAL FOUNDATION DETAILS AND SCHEDULES

X S-402 TYPICAL CONCRETE DETAILS

X S-411 TYPICAL STEEL COLUMN DETAILS AND SCHEDULES

X S-412 STEEL COLUMN SCHEDULE

X S-413 TYPICAL STEEL BEAM CONNECTIONS

X S-414 TYPICAL STEEL BEAM CONNECTIONS

X S-415 TYPICAL STEEL DETAILS

X S-416 TYPICAL STEEL DETAILS

X S-421 TYPICAL STEEL DECK DETAILS

X S-431 TYPICAL CMU WALL DETAILS AND SCHEDULES

X S-500 CONCRETE SECTIONS AND DETAILS



X S-503 CONCRETE SECTIONS AND DETATILS

X S-504 CONCTRETE SECTIONS AND DETAILS

X S-550 STEEL SECTIONS AND DETAILS

SECT

BARSIZE

#3#4#5#6#7#8#9#10#11#14#18

2 1/4"3"3 3/4"4 1/2"5 1/4"6"9 1/2"10 3/4"12"18 1/4"24"

5"6"7"8"10"11"15"17"19"27"36"

3"4"5"6"7"8"11 3/4"13 1/4"14 3/4"21 3/4"28 1/2"

6"8"10"12"14"16"19"22"24"31"41"

ALL GRADES(D) FINISHED BEND DIAMETER

D

END HOOK

E J

90° HOOKS180° HOOKS

A

BARSIZE

#3#4#5#6#7#8#9#10#11#14#18

MINIMUM TENSION EMBEDMENT LENGTHS,(Ldh) FOR STANDARD END HOOKS ON GRADE 60 BARS

3,000

TABLE A

4,000 5,000 6,000

NORMAL WEIGHT CONCRETE, f'c (PSI)

NOTES:

1. ABOVE VALUES VALID FOR ALL CASE IF:SIDE COVER ≥ 2 1/2"END COVER ≥ 2"

2. BAR DIMENSION REQUIRED TO MANUFACTURE HOOK.

3. FOR EPOXY COATED HOOKS, INCREASE THE ABOVE EMBEDMENTLENGTHS BY 20%.

Ldh, MINNOTE 1

E, NOTE 2

4db, OR 2 1/2" MIN

CONSTRUCTIONJOINT OR FACEOF SUPPORT

CONSTRUCTIONJOINT OR FACEOF SUPPORT

Ldh, MIN, SEE "TABLE A" NOTE 1

db

J

db

A, N

OT

E 2

180 DEGREE HOOK 90 DEGREE HOOK

12db

DD

6"8"10"12"14"16"18"20"22"37"50"

6"7"9"10"12"14"15"17"19"32"43"

6"7"8"9"11"12"14"15"17"29"39"

6"7"7"8"10"11"13"14"16"27"35"

SEE "TABLE A"

NOTES:

1. NOTATIONS:

db: NOMINAL BAR DIAMETER (INCHES)Ld: TENSION DEVELOPMENT LENGTH (INCHES) FOR REINFORCEMENT SATISFYING THE FOLLOWING REQUIREMENTS:

SLABS AND WALLS: CLEAR SPACING > 2db, AND CONCRETE CLEAR COVER > dbBEAMS AND COLUMNS: CLEAR SPACING > db, AND CONCRETE CLEAR COVER > db

Lt: DEVELOPMENT LENGTH OF BARS IN THICK CONCRETE = 1.3 X Ld (INCHES)Lb: DEVELOPMENT LENGTH OF BARS OR DOWELS IN COMPRESSION = 19 X db (INCHES)Lc: TIED COLUMN LAP SPLICE IN COMPRESSION = 30 X db (INCHES)Lcs: SPIRAL COLUMN LAP SPLICE IN COMPRESSION = 22.5 X db (INCHES)Lsb: TYPICAL LAP SPLICE LENGTH = 1.3 X Ld (INCHES)Lsbt: LAP SPLICE LENGTH OF HORIZONTAL BARS IN THICK CONCRETE = 1.69 X Ld (INCHES)

2. MULTIPLY VALUES IN THE TABLE BY 1.5 IF CLEAR SPACING OR CONCRETE COVER DO NOT MEET THE REQUIREMENTS FOR Ld IN NOTE 1.

3. "HORIZONTAL BARS IN THICK CONCRETE" REFERS TO BARS WITH MORE THAN 12 INCHES OF FRESH CONCRETE CASTBELOW. THIS INCLUDES BEAMS, SLABS, FOUNDATIONS, AND WALLS.

4. THE DEVELOPMENT AND SPLICE LENGTHS ARE BASED ON REINFORCEMENT STRENGTH FY = 60KSI.

5. #14 AND #18 BARS SHALL NOT BE LAP SPLICED. SEE "GENERAL NOTES."

6. MULTIPLY VALUES IN THE TABLE BY 1.3 FOR USE WITH LIGHTWEIGHT AGGREGATE CONCRETE.

7. MULTIPLY VALUES IN THE TABLE BY 1.25 FOR USE WITH REINFORCEMENT STRENGTH FY = 75KSI.

BARSIZE

#3#4#5#6#7#8#9#10#11#14#18

17222833485562707893124

2329374363728191102121162

2329374363728191102

--

303849568294106119133

--

f' c = 3,000 PSI

Ld Lt Lsb Lsbt

#3#4#5#6#7#8#9#10#11#14#18

1216202434394450556688

16212632455158657286115

162126324551586572--

212834425967768594--

f' c = 6,000 PSI

#3#4#5#6#7#8#9#10#11#14#18

15192429424854616781108

202532385563718088106141

202532385563718088--

26334250728293104115

--

f' c = 4,000 PSI

#3#4#5#6#7#8#9#10#11#14#18

1317222638434854607296

17232934505663717894125

172329345056637178--

2330384565738293102

--

f' c = 5,000 PSI

#3#4#5#6#7#8#9#10#11#14#18

810121517192224273343

121519232630343842--

121214172023262932--

ALL CONCRETE STRENGTHS

Lb Lc LcsBARSIZE

Ld Lt Lsb Lsbt

BARSIZE

Ld Lt Lsb LsbtBARSIZE

Ld Lt Lsb Lsbt

BARSIZE

L ANGLELAB LABORATORYLB, # POUNDLF LINEAL FOOTLIN LINEAL; LINEARLL LIVE LOADLLBB LONG LEGS BACK-TO-BACKLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLOC LOCATION; LOCATELONGIT LONGITUDINALLP LOW POINTLSL LONG SLOTTED (HOLES)LSW LIGHT GAGE SHEAR WALLLTWT LIGHTWEIGHTLVL LEVELLWC LIGHT WEIGHT CONCRETE

MAS MASONRYMATL MATERIALMAX MAXIMUMMB MACHINE BOLTMC MISCELLANEOUS CHANNELMECH MECHANICALMEMB MEMBRANEMEP MECHANICAL/ ELECTRICAL /

PLUMBINGMEZZ MEZZANINEMF MOMENT FRAMEMFB MOMENT FRAME BEAMMFC MOMENT FRAME COLUMNMFR MANUFACTURE; MANUFACTURERMFRG MANUFACTURINGMIN MINIMUM; MINUTEMISC MISCELLANEOUSML MATCH LINEMO MASONRY OPENINGMS MECHANICAL SPLICE

N NORTHN-S NORTH-SOUTHNF NEAR FACENIC NOT IN CONTRACTNS NEAR SIDENTS NOT TO SCALENWC NORMAL WEIGHT CONCRETE

OC ON CENTEROD OUTSIDE DIAMETEROPNG OPENINGOPP OPPOSITE (HAND)OPT OPTION; OPTIONALOVS OVERSIZED (HOLES)OWJ OPEN WEB JOIST

P PIPEPC PRECASTPCF POUNDS PER CUBIC FOOTPCP PRECAST CONCRETE PANELPEN PENETRATIONPERP PERPENDICULARPH PENTHOUSEPJP, PP PARTIAL JOINT PENETRATION

WELDPL PLATEPLC PLACEPLF POUNDS PER LINEAL FOOTPLYWD PLYWOODPP, PJP PARTIAL JOINT PENETRATION

WELDPREFAB PREFABRICATEDPS PRESTRESSEDPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHPT POST-TENSIONEDPVC POLYVINYL CHLORIDE

R RADIUSRB RISER BARRCMD RECOMMENDREF REFERENCEREINF REINFORCE; REINFORCING;

REINFORCEMENTREQD REQUIREDREQT REQUIREMENT

S1S SURFACED ONE SIDES2S SURFACED TWO SIDESS4S SURFACED FOUR SIDESS AMERICAN STANDARD SHAPE;

SOUTHSB SPACER BAR; SUPPORT BARSC SLIP CRITICALSCC STRUCTURAL CONSULTANT TO THE

CONTRACTORSCHED SCHEDULE, SCHEDULEDSDQ SPECIAL DUCTILE QUALITYSECT SECTIONSEOR STRUCTURAL ENGINEER OFRECORDSHT SHEETSHTG SHEATHINGSIM SIMILARSLBB SHORT LEGS BACK-TO- BACKSOG SLAB ON GRADESP SPIRALSPC SPACESPCG SPACINGSPEC SPECIFICATIONSQ SQUARESSL SHORT SLOTTED (HOLES)STD STANDARDSTIFF STIFFENERSTIRR STIRRUPSTL STEELSTR STRAIGHTSTRUC STRUCTURALSUPT SUPPORTSW SHEAR WALLSYM SYMMETRICAL

T&B TOP AND BOTTOMT&G TONGUE AND GROOVETEMP TEMPERATURE; TEMPORARYTHK THICK; THICKNESSTOC TOP OF CURB; TOP OF CONCRETETOF TOP OF FOOTINGTOS TOP OF STEELTOW TOP OF WALLTRANS TRANSVERSETYP TYPICAL

UB UNIVERSAL BEAMUBC UNIFORM BUILDING CODEUC UNIVERSAL COLUMNUL UNDERWRITERS' LABORATORY, INC.UNO UNLESS NOTED OTHERWISEUT ULTRASONIC TEST

V, VERT VERTICALVEF VERTICAL EACH FACEVG VERTICAL GRAINVIF VERTICAL INSIDE FACEVOF VERTICAL OUTSIDE FACE

W WIDE FLANGE; WIDE; WESTW/ WITHW/O WITHOUTWD WOODWF WIDE FLANGEWH WEEP HOLEWL WORK LINEWP WORK POINTWPJ WEAKENED PLANE JOINTWT WEIGHT; STRUCTURAL TEE CUT

FROM W SHAPEWWF WELDED WIRE FABRICWWR WELDED WIRE REINFORCING

YD YARD

& AND@ AT°, DEG DEGREEø, DIA DIAMETER# NUMBER, POUND

AB ANCHOR BOLTACI AMERICAN CONCRETE INSTITUTEADDL ADDITIONALADJ ADJACENTAESS ARCHITECTURAL EXPOSED

STRUCTURAL STEELAGGR AGGREGATEAISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTIONALT ALTERNATEALUM ALUMINUMANSI AMERICAN NATIONAL STANDARDS

INSTITUTEAPA AMERICAN PLYWOOD ASSOCIATIONAPPD APPROVEDAPPROX APPROXIMATEAR ANCHOR RODSARCH ARCHITECTURAL; ARCHITECTASSY ASSEMBLYASTM AMERICAN SOCIETY FOR TESTING

AND MATERIALSAWS AMERICAN WELDING SOCIETY

BAL BALANCEBD BOARDBF BRACED FRAMEBLDG BUILDINGBLK BLOCK; BLOCKINGBM BEAMBMU BRICK MASONRY UNITBOS BOTTOM OF STEEL; BOSOM (WELD)BOT BOTTOMBRCG BRACINGBRG BEARINGBRKT BRACKETBSMT BASEMENTBTWN BETWEENBU BUILT-UP

C CAMBERC STANDARD CHANNELCANT CANTILEVERCC CENTER TO CENTERCG CENTER OF GRAVITYCIP CAST-IN-PLACECJ CONSTRUCTION JOINTCJP COMPLETE JOINT PENETRATION

WELDCL CENTERLINECLR CLEARANCE; CLEARCMU CONCRETE MASONRY UNITCOL COLUMNCOMP COMPRESSIONCONC CONCRETECONFIG CONFIGURATIONCONN CONNECTION; CONNECTCONST CONSTRUCTIONCONT CONTINUE; CONTINUOUSCONTR CONTRACTORCOORD COORDINATE; COORDINATIONCORR CORRUGATEDCP, CJP COMPLETE JOINT PENETRATION

WELDCTR CENTERCTSK COUNTERSINK; COUNTERSUNKCU CUBIC

d PENNY (NAIL)db NOMINAL BAR DIAMETER (INCHES)DBA DEFORMED BAR ANCHORDBL DOUBLEDEG, ° DEGREEDEMO DEMOLISH; DEMOLITIONDEPT DEPARTMENTDET DETAILDIA, ø DIAMETERDIAG DIAGONALDIAPH DIAPHRAGMDICA DRILLED-IN CONCRETE ANCHORDIM DIMENSIONDISC DISCONTINUED; DISCONTINUOUSDL DEAD LOADDN DOWNDO DITTODWG DRAWINGDWL DOWEL

(E) EXISTINGE EASTE-W EAST-WESTEA EACHEF EACH FACEEJ EXPANSION JOINTEL ELEVATIONELEC ELECTRICALELEV ELEVATOREMBED EMBEDDEDENGR ENGINEEREQ EQUAL; EARTHQUAKEEQUIP EQUIPMENTES EACH SIDEETC ET CETERAEW EACH WAYEXIST EXISTINGEXP EXPANSIONEXT EXTERIOREXTD EXTEND; EXTENDED

FD FLOOR DRAINFDN FOUNDATIONFF FAR FACEFG FRICTION GRIP BOLTFIN FINISHFL FLOOR; FLOOR LINEFLG FLANGEFOS FACE OF STUDFP FIREPROOF; FULL PENETRATIONFRMG FRAMINGFS FULL SIZE; FAR SIDEFT FOOT; FEETFTG FOOTING

GA GAGE, GAUGEGALV GALVANIZEDGB GRADE BEAMGL GLUED LAMINATED (BEAM)GRND GROUND

H HORIZONTALHEF HORIZONTAL EACH FACEHGR HANGERHIF HORIZONTAL INSIDE FACEHOF HORIZONTAL OUTSIDE FACEHORIZ HORIZONTALHP HP SHAPES; HIGH POINTHS HIGH STRENGTHHSS HOLLOW STRUCTURAL SECTIONHT HEIGHT

ICBO INTERNATIONAL CONFERENCE OFBUILDING OFFICIALS

ID INSIDE DIAMETERIN INCHINCL INCLUDEINFO INFORMATIONINSUL INSULATIONINT INTERIOR

JST JOISTJT JOINT

K KIP (1,000 POUNDS)KO KNOCK-OUTKSI KIPS PER SQUARE INCH

S301

4

S301 GRID LINES

NORTH ARROW

SECTION NUMBER

SHEET NUMBER

DETAIL NUMBER

SHEET NUMBER

SECTION

ELEVATION

TOP OF FLOORELEVATION

EARTH

3

S301

ELEVATION NUMBER

SHEET NUMBER

EL

EXISTING ELEMENTS

DETAIL

MATCHLINE1/S2.01A

1/S2.01B

ARCHITECTURAL PROFILE

FUTURE CONSTRUCTION

GRAVEL

N

FLOOR OR WALLOPENING

STEEL FLOOR DECKLONGITUDINAL

STEEL FLOOR DECKTRANSVERSE

STEEL ROOF DECK

CONCRETE WALL

CONCRETE COLUMN

WELDED WIRE REINFORCEMENT

LIMIT OF SPAN ORSPAN MARK

DIRECTION OF SPAN

NOTE:

THIS IS A GENERICSYMBOL. ACTUALSYMBOL USED WILLVARY DEPENDINGUPON SLABCONFIGURATION.

TOP OF SLAB

VERTICAL OFFSET,IF NOT SHOWN, REFERTO PLAN

9"

STEEL SHAPE

TOTAL NUMBEROF STUDS WHENMORE THANTHE MINIMUM

INDICATESMOMENTCONNECTIONBEAM CAMBER

SERVICE LOADEND REACTION(SAME ON EACH ENDIF SHOWN ON ONEEND ONLY)

REQUIRED TYPICALCONNECTIONIF NOTED

INDICATESSLIP CRITICALCONNECTION

BEAM WEB PENETRATION

DIMENSION FROM REFERENCETOP OF STEEL. DIMENSIONS ATBOTH ENDS INDICATE SLOPINGMEMBER

BEAM HAUNCH

CANTILEVER BEAMSECTION SAME ASBACKSPAN UNLESSNOTED OTHERWISE.

W36x135 (64) c=1-1/8" 88k112k

C2 SC [-14"] 5/S5.1

NOTES:

1. NO REACTION AT EITHER END INDICATES A 10 KIP REACTION WITH A MINIMUMCONNECTION FOR BEAM DEPTH. SEE "GENERAL NOTES" FOR STEEL CONNECTIONS.

2. SPACE STUDS PER "TYPICAL SHEAR STUD PLACEMENT" DETAIL.

3. "M" IN PLACE OF STEEL SHAPE INDICATES W10x12 WITH MINIMUM CONNECTION.

4. "HSS" IN PLACE OF STEEL SHAPE INDICATES HSS6x4x1/4 WITH CONNECTIONPER TYPICAL DETAILS.

5. WHERE NO BEAM SIZE IS CALLED OUT ADJACENT TO FLOOR OR ROOF OPENING, REFER TO TYPICAL STEEL DETAILS FOR SIZES AND CONNECTIONS.

6. INDICATES BEAM PENETRATION PER "TYPICAL BEAM WEB PENETRATION"DETAILS.

7. INDICATES BEAM HAUNCH PER TYPICAL HAUNCHED BEAM DETAILS.

8. WHERE MULTIPLE BEAMS OCCUR IN PLAN ONLY ONE LINE IS SHOWN. BEAM COUNTIS BASED ON PLAN CALLOUTS AND ELEVATIONS.

A

1

A

SPECIAL CONNECTIONDETAIL IF NOTED1

COLUMN FOOTING

COLUMN

BEAM

MOMENT FRAMEBEAM

SLAB AND SHEAR WALLREINFORCING BAR

SHEAR WALL COUPLING BEAM(ON SHEAR WALL ELEVATIONS)

B3

MFB3

C4

F12

S1

WF2

ONE-WAY SLAB

WALL FOOTING

WALL PENETRATION(ON SHEAR WALL ELEVATIONS)

X N

POST-TENSIONEDBEAM

PTB3

SHEAR STUD REINFORCEMENT

12

T1

AA OR

R1

DRILLED INCONCRETEANCHOR

ELEVATION VIEW PLAN VIEW

CONCRETEANCHOR ROD

STUD

BOLT

DIAGONAL BRACING ABOVE(DASHED LINE)

SHEAR CONNECTION

MOMENT CONNECTION

CONCRETE ENCASEDSTEEL COLUMN SECTION

COLUMN IN SECTION

SPLICE

HANGER

COLUMN STARTS HERE

COLUMN ENDS HERE

HANGER BELOW FLOOR

MOMENT FRAME CONNECTION

SECTION PLAN VIEWFRONT

ELEVATION

STEEL BEAM

CHANNEL

ANGLE

DOUBLEANGLE

SQUARE ORRECTANGULARHOLLOWSECTION

CIRCULAR HOLLOWSECTION, PIPE

LLBBSLBB

BACKELEVATION

REINFORCING AND STRUCTURAL STEEL QUANTITIES

ELEMENT UNIT QUANTITY REMARKS

CONCRETE SPREADFOOTINGSCONCRETE WALLFOOTINGSCONCRETE MATFOOTINGSCONCRETEFOUNDATION WALLSCONCRETE SHEARWALLSMISCELLANEOUSCONCRETE WALLS4 INCH SLAB ONGRADE ANDBUILT-UP SLABS8 INCH SLAB ONGRADECONCRETE SLAB ONON METAL DECK12 INCH SLABS ATELEVATOR PITS

75 PCY

140 PCY

275 PCY

NOTES:

1. ALL QUANTITIES ARE ESTIMATES AND WILL BE REFINED AS THE DESIGN PROGRESSES.

2. WHERE REINFORCING QUANTITIES ARE LISTED AS PSF, WEIGHT SHOULD BE CALCULATEDAS POUNDS OF REBAR PER SQUARE FOOT OF THAT ELEMENT (FLOOR AREA).

3. WHERE REINFORCING QUANTITIES ARE LISTED AS PCY, WEIGHT SHOULD BE CALCULATED ASPOUNDS OF REBAR PER CUBIC YARD OF THAT ELEMENT (VOLUME).

4. REINFORCING QUANTITIES DO NOT INCLUDE AN ALLOWANCE FOR CHAIRS OR SUPPORTSTEEL.

5. SLAB REINFORCING QUANTITIES INCLUDE TRIM REINFORCING.

6. REINFORCING QUANTITIES INCLUDE LAPS AND HOOKS.

7. CONTRACTOR TO ALLOW FOR ADDITIONAL 0.3 PSF MILD REINFORCING FOR SLEEVES AND BLOCK OUTS TO BE FIELD COORDINATED.

8. CONTRACTOR TO PROVIDE AN ALLOWANCE FOR EVOLUTION OF DESIGN IN ADDITION TOTHE QUANTITIES SHOWN.

9. STEEL FRAMING QUANTITY INCLUDES CONNECTIONS.

RE

INF

OR

CIN

G S

TE

EL

ST

RU

CT

UR

AL

ST

EE

L STEEL FRAMING

SCREENWALL ADDALTERNATE

1350 TONS

40 TONS

3.0 PSF

2.0 PSF

10.0 PSF

EXCLUDES L1 TO L3 FEATURE STAIR,ALLOWANCE, AND SCREENWALLADD ALTERNATE

ALLOWANCE 70 TONS

L1 TO L3 FEATURESTAIR 15 TONS

NOTE 8

150 PCY

2.0 PSF

250 PCY

75 PCY

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING





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ABBREVIATIONSAND SYMBOLS


DESIGN

DEVELOPMENT20STANDARD HOOKS AND EMBEDMENT

19REINFORCING BAR DEVELOPMENT AND SPLICE LENGTH TABLES

16ABBREVIATIONS

4MISCELLANOUS SYMBOLS

13CONCRETE SYMBOLS

12BEAM CALLOUT KEY

14CONCRETE SCHEDULE MARKS

3CONNECTORS

9STEEL SYMBOLS

8STEEL MEMBERS

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING





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GENERAL NOTES


DESIGN

DEVELOPMENT

GENERAL

ALL TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAYNOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS.WHERE TYPICAL DETAILS ARE NOTED ON THE DRAWINGS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NODETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROMTHOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDEDWITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE.

BUILDING CODE

ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. THE PUBLICATIONS LISTED BELOW ARE THEGOVERNING CODES AND STANDARDS AND ARE REFERENCED BY THEIR BASIC DESIGNATION. IN THE CASE OF CONFLICTINGREQUIREMENTS, THE BUILDING CODE SHALL GOVERN.

APPLICABLE CODES AND STANDARDS

BUILDING CODE INTERNATIONAL BUILDING CODE (IBC),2012 EDITION (INCLUDING THE CITY OF EVERETTBUILDING CODE AMENDMENTS)

ACI 318 AMERICAN CONCRETE INSTITUTE, "BUILDING CODEREQUIREMENTS FOR STRUCTURAL CONCRETE,"2011 EDITION

ACI 530 AMERICAN CONCRETE INSTITUTE, "BUILDING CODEREQUIREMENTS FOR MASONRY STRUCTURES,"2011 EDITION

RCSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS,"SPECIFICATION FOR STRUCTURAL JOINTS USINGHIGH-STRENGTH BOLTS," 2009 EDITION

AISC 341 AMERICAN INSTITUTE OF STEEL CONSTRUCTION,"SEISMIC PROVISIONS FOR STRUCTURAL STEELBUILDINGS," 2010 EDITION

AISC 360 AMERICAN INSTITUTE OF STEEL CONSTRUCTION,"SPECIFICATION FOR STRUCTURAL STEELBUILDINGS," 2010 EDITION

AISI S100 AMERICAN IRON AND STEEL INSTITUTE,"NORTH AMERICAN SPECIFICATION FOR THEDESIGN OF COLD-FORMED STEEL STRUCTURALMEMBERS," 2007 EDITION, INCLUDING SUPPLEMENTNO. 1, DATED 2010

ASCE 7 AMERICAN SOCIETY OF CIVIL ENGINEERS,"MINIMUM DESIGN LOADS FOR BUILDINGS ANDOTHER STRUCTURES," 2010 EDITION

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS(ASTM INTERNATIONAL)

AWS A2.4 AMERICAN WELDING SOCIETY, "STANDARD SYMBOLS FORWELDING, BRAZING, AND NONDESTRUCTIVE EVALUATION,"2007 EDITION

AWS D1.1 AMERICAN WELDING SOCIETY, "STRUCTURALWELDING CODE - STEEL," 2010 EDITION

AWS D1.3 AMERICAN WELDING SOCIETY, "STRUCTURALWELDING CODE - SHEET STEEL," 2008 EDITION

AWS D1.4 AMERICAN WELDING SOCIETY, "STRUCTURALWELDING CODE - REINFORCING STEEL,"2007 EDITION

AWS D1.8 AMERICAN WELDING SOCIETY, "STRUCTURALWELDING CODE - SEISMIC SUPPLEMENT,"2009 EDITION

ICC INTERNATIONAL CODE COUNCIL, INTERNATIONALCODE COUNCIL - EVALUATION SERVICES (ICC-ES)

CONCRETE

CONCRETE

MIXING, BATCHING, TRANSPORTING, PLACING, AND CURING OF ALL CONCRETE, AND SELECTION OF CONCRETE MATERIALS,SHALL CONFORM TO ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE," EXCEPT AS NOTED BELOW. PROPORTIONSOF AGGREGATE TO CEMENTITIOUS PASTE SHALL BE SUCH AS TO PRODUCE A DENSE, WORKABLE MIX THAT CAN BE PLACEDWITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER.

MIX DESIGNS LISTED BELOW SHALL BE SUBMITTED TO THE ARCHITECT AND APPROVED PRIOR TO USE. SELECTION OFCONCRETE MIX PROPORTIONS SHALL BE IN ACCORDANCE WITH ACI 301. MIX PROPORTIONS SHALL MEET OR EXCEED THEREQUIREMENTS LISTED BELOW FOR THE LOCATIONS NOTED. THE MORE STRINGENT OF THE REQUIREMENTS LISTED SHALLGOVERN.

MAXIMUM FLY ASH AS A PERCENTAGE OF TOTAL WEIGHT OF CEMENTITIOUS MATERIAL SHALL BE 30 PERCENT. FLY ASHSHALL BE CLASS F, MEETING ASTM C618 REQUIREMENTS. WATER/CEMENT RATIO SHALL BE BASED ON TOTALCEMENTITIOUS MATERIAL, INCLUDING FLY ASH AND OTHER POZZOLANIC MATERIALS. MAXIMUM SIZE OF AGGREGATE SHALLBE AS LISTED BELOW.

ALL CONCRETE USED IN HORIZONTAL SURFACES EXPOSED TO THE WEATHER SHALL CONTAIN AN ACCEPTABLE ADMIXTURETO PRODUCE AIR-ENTRAINED CONCRETE WITH TOTAL AIR CONTENT AS NOTED IN THE CONCRETE MIX SPECIFICATIONTABLE. TOLERANCE FOR AIR CONTENT SHALL BE +/―1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT THE DISCHARGEOF THE TRUCK. IF CONCRETE IS PUMPED, AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE.TESTS FOR AIR CONTENT SHALL MEET ASTM C172 REQUIREMENTS.

THE CONTRACTOR SHALL DETERMINE SLUMP. EACH CONCRETE MIX SUBMITTED SHALL HAVE THE SLUMP SPECIFIED.SLUMP SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, SLUMP SHALL BE MEASURED ATTHE DISCHARGE END OF THE PUMP LINE. SLUMPS SHALL BE WITHIN +1 INCH AND ―2 INCHES OF THE SPECIFIED SLUMP.

THE USE OF SUPER PLASTICIZERS AND WATER REDUCERS IS ALLOWED, BUT NOT REQUIRED. ALL ADMIXTURES SHALL BECHLORIDE FREE UNLESS OTHERWISE APPROVED BY THE ENGINEER.

CONCRETE MIX SPECIFICATION TABLE

f'c TEST MAX MAX AIRMIN AGE W/C AGGREGATE CONTENT

LOCATION (PSI) (DAYS) RATIO SIZE PERCENT

MISCELLANEOUS 3,000 28 0.50 1" 4.5CONCRETE, CURBS,SIDEWALKS

EXTERIOR EXPOSED 4,000 28 0.45 1" 4.5SLABS ON GRADE

INTERIOR SLABS 4,000 28 0.50 1" -ON GRADE

CONCRETE WALLS, 5,000 28 0.44 1" -SPREAD FOOTINGS

MAT FOUNDATION 6,000 56 0.44 1" -

CONCRETE ON 4,000 28 0.44 3/4" -STEEL DECK

SHEAR WALLS 6,000 56 0.44 3/4" -

SHOTCRETE

STRUCTURAL SHOTCRETE MAY BE USED FOR WALLS IN LIEU OF CAST-IN-PLACE CONCRETE. SHOTCRETE SHALL CONFORMSTRICTLY TO THE REQUIREMENTS OF THE BUILDING CODE, SECTION 1913. NON-CONTACT LAP SPLICES SHALL BE DETAILEDIN ACCORDANCE WITH THE CODE AND SUBMITTED ON SHOP DRAWINGS IN ACCORDANCE WITH THE SPECIFICATIONS. TESTPANELS ARE REQUIRED FOR HEAVILY REINFORCED AREAS SUCH AS PILASTERS, WALL COLUMNS, ETC. THE CONTRACTORSHALL SUBMIT PROPOSED LOCATIONS FOR SHOTCRETING.

MASSIVE CONCRETE

CONCRETE PLACED IN MONOLITHIC PLACEMENTS WHERE THE MINIMUM OF ALL THREE DIMENSIONS EXCEEDS 4'-0" SHALL BECONSIDERED "MASSIVE CONCRETE" AND SHALL BE SUBJECT TO THE APPLICABLE REQUIREMENTS OF ACI 301, CHAPTER 8.

ASTM C150 TYPE III CEMENT IS PROHIBITED. UNLESS OTHERWISE SPECIFIED, USE MODERATE OR LOW HEAT OF HYDRATIONCEMENT, BLENDED HYDRAULIC CEMENT WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, OR PORTLANDCEMENT WITH FLY ASH, POZZOLAN, OR GROUND-GRANULATED BLAST-FURNACE SLAG. ADDITIVES CONTAINING CALCIUMCHLORIDE ARE PROHIBITED. APPROVED RETARDING, RETARDING HIGH-RANGE WATER REDUCING, OR RETARDINGPLASTICIZING ADMIXTURE SHALL BE USED.

THE TEMPERATURE OF CONCRETE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT PER ASTM C94.THE AMBIENT TEMPERATURE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT OR BE LESS THAN 35 DEGREES FAHRENHEIT. THE MAXIMUM INTERNAL TEMPERATURE DURING CURING SHALL NOT EXCEED 160 DEGREESFAHRENHEIT. CONFORM TO THE REQUIREMENTS OF ACI 305.1 AND ACI 306.1 FOR HOT-WEATHER AND COLD-WEATHERCONCRETING, RESPECTIVELY. IF COOLING METHODS ARE EMPLOYED, THEY SHALL NOT INCREASE THE WATER-CEMENTRATIO OR SLUMP BEYOND ALLOWABLE LIMITS. THE CONCRETE SHALL BE COOLED GRADUALLY SO THAT THE SURFACETEMPERATURE DROP DOES NOT EXCEED 20 DEGREES FAHRENHEIT IN ANY 24-HOUR PERIOD AFTER PLACEMENT.

SUBMIT DETAILED PROCEDURES, MATERIALS, MIX DESIGNS, AND TEST RESULTS INCLUDING HEAT OF HYDRATION TESTDATA PER ASTM C186 TO THE ENGINEER BEFORE CONSTRUCTION OF MASSIVE CONCRETE.

REINFORCING STEEL

ALL REINFORCING SHALL BE NEW BILLET STOCK ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE. BARS SHALL BESECURELY TIED IN PLACE WITH #16 GAGE MINIMUM ANNEALED BLACK WIRE. BARS SHALL BE SUPPORTED ON CHAIRS INACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED INACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT." THE CONTRACTOR SHALLCOORDINATE REINFORCING STEEL PLACEMENT DETAILS AND PROVIDE TEMPLATES FOR PLACING STEEL IN CONGESTEDAREAS AS NECESSARY. SHOP DRAWINGS (INCLUDING PLACING PLANS AND ELEVATIONS) SHALL BE SUBMITTED TO, ANDREVIEWED BY, THE ARCHITECT/ENGINEER BEFORE STARTING FABRICATION.

REINFORCING BARS SHALL BE LAP SPLICED FOR TENSION (LSB) UNLESS NOTED OTHERWISE ON THE DRAWINGS. #14 AND #18 BARS SHALL BE SPLICED USING MECHANICAL COUPLINGS INCLUDING SPLICES WITH SMALLER BARS. #14 AND #18 BARSSHALL NOT BE LAP SPLICED. AT THE CONTRACTOR'S OPTION, MECHANICAL COUPLINGS MAY BE USED FOR ANY BAR SIZE,PROVIDED A CURRENT ICC―ES REPORT DEMONSTRATES THAT THE PRODUCT CAN ACHIEVE A MINIMUM TENSILESTRENGTH OF 125 PERCENT OF THE SPECIFIED YIELD STRENGTH OF THE BAR. NO REINFORCING BARS SHALL BE SPLICEDBY WELDING. FOR REINFORCING WITHIN SHEAR WALLS, AND REINFORCING THAT CONNECTS THE SLABS TO THE SHEARWALLS, MECHANICAL SPLICES MAY BE USED IF THE MECHANICAL SPLICE STRENGTH IS INCREASED TO DEVELOP 100 PERCENT OF THE SPECIFIED TENSILE STRENGTH OF THE SPLICED BAR. SPLICE DEVICES SHALL HAVE A CURRENT ICC-ESREPORT THAT SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. HEADED BARS OR TERMINATORS SHALL BEPROVIDED WHERE INDICATED ON THE DRAWINGS OR AT THE CONTRACTOR'S OPTION FOR CONGESTED AREAS OFREINFORCEMENT ANCHORAGE SUBJECT TO THE ENGINEER'S APPROVAL. HEADED BARS OR TERMINATORS SHALL MEETTHE REQUIREMENTS OF ACI 318 AND ASTM A970, AND HAVE A CURRENT ICC-ES REPORT.

WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR TO PLATES, ANGLES, ETC, IS PROHIBITED, EXCEPTWHERE SPECIFICALLY APPROVED BY THE ENGINEER. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY AWS/WABO(WASHINGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS USING E9018 OR APPROVED ELECTRODES.WELDING PROCEDURES SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.4.

MINIMUM CAST-IN-PLACE CONCRETE COVER OVER REINFORCING STEEL, UNLESS NOTED OTHERWISE, SHALL BE ASFOLLOWS:

1. CONCRETE CAST AGAINST EARTH:

ALL BAR SIZES: 3 INCHES

2. CONCRETE EXPOSED TO EARTH OR WEATHER:

#6 BAR OR LARGER: 2 INCHES#5 BAR OR SMALLER: 1 1/2 INCHES

3. OTHER CONCRETE:

SLABS:#14 AND #18 BARS: 1-1/2 INCHES#11 BARS AND SMALLER:

TOP BARS: 3/4 INCHBOTTOM BARS: 1 INCH

WALLS:#14 AND #18 BARS: 1-1/2 INCHES#11 BARS AND SMALLER: 1 INCH

BEAMS AND COLUMNS - TIES, STIRRUPS, SPIRALS:ALL BAR SIZES: 1-1/2 INCHES

SPECIFIED CONCRETE COVER SHALL BE MAINTAINED TO ALL REINFORCEMENT AT CONCRETE REVEALS AND INSETS. SHOPDRAWINGS SHOWING CONCRETE REVEALS AND OTHER INSETS SHALL BE SUBMITTED FOR REVIEW.

SPECIAL DUCTILE QUALITY REINFORCING STEEL

VERTICAL REINFORCING IN COLUMNS AND SHEAR WALLS, LONGITUDINAL AND DIAGONAL REINFORCING IN COUPLINGBEAMS, AND ALL OTHER REINFORCING MARKED "SDQ" SHALL BE LOW-ALLOY STEEL DEFORMED ASTM A706. BILLET STEELASTM A615, GRADE 60 REINFORCEMENT MAY BE USED IN THESE MEMBERS IF (1) THE ACTUAL YIELD STRENGTH BASED ONMILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI AND (2) THE RATIO OF THEACTUAL ULTIMATE TENSILE STRENGTH TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1.25. IF MILLREPORTS ARE NOT AVAILABLE, THE REINFORCING SHALL BE TESTED PER THE SPECIFICATIONS AT THE CONTRACTOR'SEXPENSE.

WELDED WIRE REINFORCEMENT

WELDED WIRE REINFORCEMENT (WWR) SHALL BE ELECTRICALLY WELDED AND CONFORM TO ASTM A185. LAP EDGES ANDENDS OF FABRIC A MINIMUM OF ONE MESH SPACING PLUS 2 INCHES, BUT NOT LESS THAN 6 INCHES. WELDED WIREREINFORCEMENT SHALL BE SUPPORTED ON CHAIRS IN ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE.

PRECAST CONCRETE

REFER TO ARCHITECTURAL DRAWINGS FOR FINISH REQUIREMENTS, REVEALS, OPENINGS, DETAILS, AND DIMENSIONS NOTSHOWN. HORIZONTAL PRECAST MEMBERS SHALL BE CAST, STRESSED, TRANSPORTED, AND ERECTED IN A HORIZONTAL,UPRIGHT POSITION. SUPPORTS DURING TRANSPORTATION AND ERECTION SHALL APPROXIMATE THOSE IN THE FINALSTRUCTURE. WHERE NECESSARY, THE CONTRACTOR SHALL PROVIDE AND INSTALL ADDITIONAL REINFORCING (STEELSTIFFENERS, BRACING, LIFTING INSERTS, ETC) TO RESIST ERECTION AND TRANSPORTATION STRESSES. LIFTING INSERTSSHALL BE INSTALLED AT LOCATIONS WHERE THEY WILL BE HIDDEN BY CONSTRUCTION OR OTHERWISE COVERED. FINISHALL PANELS WHICH WILL BE COVERED WITH TOPPING SLABS WITH ROUGH SCREED FINISH TO ENSURE BONDING OF THEAPPLIED CONCRETE. SUBMIT DETAILED SHOP DRAWINGS OF ALL PRECAST CONCRETE WORK TO THE ARCHITECT FORREVIEW BEFORE STARTING FABRICATION. ALL PRECAST CONCRETE CONNECTIONS (PLATES, ANGLES, ETC) SHALL BEGALVANIZED STEEL. REMOVE GALVANIZING WHERE FIELD WELDING IS REQUIRED, AND PAINT FIELD WELDS WITH ONE COATOF "GALVACON" OR APPROVED EQUAL. SEE SHEAR STUD CONNECTORS NOTE FOR STUDS WELDED TO CONNECTIONS.FIELD WELDING SHALL BE DONE BY AWS-CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.1.

FORM CAMBER

IN ADDITION TO ANY CAMBER NOTED IN THE STRUCTURAL DRAWINGS, CONCRETE FORMWORK SHALL BE CAMBERED TOCOMPENSATE FOR FORM SAG UNDER WET CONCRETE LOAD. CAMBERS OF LESS THAN 1/8 INCH MAY BE NEGLECTED.

CONSTRUCTION JOINTS

ALL CONSTRUCTION JOINTS IN SLABS, BEAMS, AND WALLS SHALL BE KEYED IN ACCORDANCE WITH THE TYPICAL DETAILSOR, AT THE CONTRACTOR'S OPTION, SHALL BE INTENTIONALLY ROUGHENED IN ACCORDANCE WITH THE FOLLOWING: THESURFACE OF ROUGHENED JOINTS SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE THEAGGREGATE EMBEDDED IN THE PREVIOUS POUR. THE EXPOSED AGGREGATE SHALL PROTRUDE A MINIMUM OF 1/4 INCH.ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED AND LAITANCE REMOVED. IMMEDIATELY BEFORE NEWCONCRETE IS PLACED, ALL CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING WATER REMOVED.

VERTICAL CONSTRUCTION JOINTS IN WALLS SHALL BE HELD TO A MAXIMUM SPACING OF 40'―0".

ALL CONSTRUCTION JOINTS FOR BEAMS AND SLABS SHALL BE IN ACCORDANCE WITH THE TYPICAL DETAILS. BEAMS ANDSLABS HAVE BEEN DESIGNED ASSUMING ANY CONSTRUCTION JOINTS ARE LOCATED IN THE MIDDLE THIRD OF THE SPAN.

ALL CONSTRUCTION JOINTS IN SLABS, BEAMS, AND WALLS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FORREVIEW BEFORE STARTING CONSTRUCTION. PROVIDE JOINTS AT LOCATIONS SPECIFICALLY NOTED ON THEARCHITECTURAL OR STRUCTURAL DRAWINGS.

SLEEVES

EXCEPT AS DETAILED ON STRUCTURAL DRAWINGS, NO CONCRETE FOOTINGS, BEAMS, OR GIRDERS SHALL BE SLEEVED FORPIPING OR DUCTS, UNLESS APPROVED BY THE ENGINEER.

ANCHORAGE TO HARDENED CONCRETE

ANCHORAGE TO HARDENED CONCRETE SHALL INCLUDE MECHANICAL AND ADHESIVE ANCHORS OF SIZE, NUMBER, ANDSPACING AS SHOWN ON THE DRAWINGS. HOLES SHALL BE DRILLED AND CLEANED AND ANCHORS SHALL BE INSTALLEDIN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS AND AN APPROVED ICC―ES REPORT.INSPECTION AND TESTING SHALL BE PROVIDED IN ACCORDANCE WITH THE GENERAL NOTES AND THE APPROVEDICC―ES REPORT.

WHERE THE ANCHOR TYPE IS SPECIFIED ON THE DRAWINGS, SUBSTITUTION FOR A DIFFERENT TYPE OF ANCHORAGE(INCLUDING SUBSTITUTING FOR CAST-IN-PLACE ANCHORAGE) SHALL NOT BE PERMITTED WITHOUT PRIOR CONSENT OFTHE ENGINEER.

ACCEPTABLE ANCHORS SHALL HAVE A CURRENT ICC―ES OR IAPMO―ES REPORT INDICATING THAT THE ANCHOR ISPERMITTED FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE. UNLESS NOTED OTHERWISE, ANCHORS SHALL BEASTM A36 THREADED ROD OR ASTM A615, GRADE 60 REINFORCING STEEL DOWELS.

UNLESS NOTED OTHERWISE ON THE DRAWINGS, MINIMUM EFFECTIVE ANCHOR EMBEDMENT DEPTH SHALL BE 6.5 ANCHOR DIAMETERS, MINIMUM DISTANCE TO THE NEAREST CONCRETE EDGE SHALL BE 12 ANCHOR DIAMETERS, ANDMINIMUM ANCHOR SPACING SHALL BE 8 ANCHOR DIAMETERS.

STAINLESS STEEL ANCHORS SHALL BE USED AT ALL EXTERIOR LOCATIONS AND WHERE SPECIFICALLY INDICATED ONTHE DRAWINGS. NO STEEL REINFORCEMENT SHALL BE CUT TO INSTALL ANCHORS. DEFECTIVE OR ABANDONED HOLESSHALL BE FILLED WITH NON-SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETECOMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS ANDCOLUMNS. THESE ELEMENTS MAY REQUIRE NON-SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITYMATCHING THAT OF THE ADJACENT CONCRETE.

HOLES SHALL BE DRILLED WITH ROTARY IMPACT HAMMER OR EQUIVALENT METHOD TO PRODUCE A HOLE WITH AROUGH INSIDE SURFACE. CORE DRILLING HOLES IS NOT PERMITTED. THE ADHESIVE SHALL BE MIXED, APPLIED, ANDCURED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS IN THE ICC―ESREPORT. ALL PLACEMENT AND CURING SHALL BE CONDUCTED WITH CONCRETE AND AIR TEMPERATURES ABOVE 50 DEGREES FAHRENHEIT. ADHESIVE SHALL BE APPLIED ONLY TO CLEAN, DRY CONCRETE. POSITIVE PROTECTION SHALLBE PROVIDED SO THAT ANCHORS ARE NOT DISTURBED DURING THE CURING PERIOD. DEFECTIVE OR ABANDONEDHOLES SHALL BE FILLED WITH NON-SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETECOMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS ANDCOLUMNS. THESE ELEMENTS MAY REQUIRE NON-SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITYMATCHING THAT OF THE ADJACENT CONCRETE.

NONSHRINK GROUT FOR BASE PLATES, SLEEVES, AND EMBEDDED STEEL

GROUT SHALL BE AN APPROVED NONSHRINK CEMENTITIOUS GROUT CONTAINING NATURAL AGGREGATES DELIVEREDTO THE JOB SITE IN FACTORY PREPACKAGED CONTAINERS REQUIRING ONLY THE ADDITION OF WATER. THE MINIMUM28―DAY COMPRESSIVE STRENGTH SHALL BE AT LEAST 1,000 PSI HIGHER THAN THE SUPPORTING CONCRETESTRENGTH, UNLESS NOTED OTHERWISE. GROUT SHALL BE MIXED, APPLIED, AND CURED STRICTLY IN ACCORDANCEWITH THE MANUFACTURER'S PRINTED INSTRUCTIONS. FOR GROUTING UNDER BASE PLATES, GROUT SHALL BEPROPORTIONED AS A FLOWABLE MIX. WHEN A FLOWABLE MIX DOES NOT PROVIDE THE REQUIRED STRENGTH ORWHEN A MINIMUM STRENGTH OF 10,000 PSI IS REQUIRED, AN EPOXY GROUT SHALL BE USED.

EMBEDDED ELECTRICAL CONDUIT

ELECTRICAL CONDUIT SHALL BE RIGID STEEL CONDUIT OR FLEXIBLE PLASTIC CONDUIT. ALUMINUM CONDUIT ISPROHIBITED.

FOR CONDUIT PLACED IN CONCRETE FLAT SLABS OR SLABS THAT ARE PART OF A CONCRETE SLAB AND BEAM SYSTEM,CONDUIT SHALL HAVE A MAXIMUM OUTSIDE DIAMETER OF 1/6 TIMES THE SLAB THICKNESS AND SHALL BE EMBEDDEDWITHIN THE MIDDLE THIRD OF THE SLAB DEPTH. MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE THREETIMES THE CONDUIT DIAMETER. CONDUIT SHALL BE ROUTED TO MAINTAIN A MINIMUM CLEAR DISTANCE FROMPRESTRESSING TENDONS OF 1'-0" HORIZONTAL PARALLEL TO THE TENDONS AND 1 INCH VERTICAL PERPENDICULAR TOTHE TENDONS. SEE THE TYPICAL CONDUIT PLACEMENT CRITERIA DETAIL.

FOR CONDUIT PLACED IN SLABS ON STEEL DECKING, CONDUIT SHALL RUN IN THE STEEL DECK FLUTES PER THETYPICAL CONDUIT IN SLAB ON STEEL DECK DETAIL. CONDUIT PLACED ABOVE DECK FLUTES SHALL HAVE A MAXIMUMOUTSIDE DIAMETER OF 1 INCH, SHALL HAVE A MINIMUM OF 3/4 INCH OF CONCRETE COVER ABOVE AND BELOW THECONDUIT, AND SHALL NOT CROSS ANY OTHER CONDUIT ABOVE DECK FLUTES. MINIMUM SPACING OF CONDUITS SHALLBE 18 INCHES.

CONDUIT SHALL BE FIRMLY CHAIRED AND TIED TO PREVENT DISPLACEMENT DURING POURING. PLACE #4 AT 12 INCHESADDITIONAL REINFORCING ABOVE CONDUIT RUNNING ABOVE STEEL DECK FLUTES AND ABOVE AND BELOW CONDUIT INCONCRETE SLABS, PERPENDICULAR TO THE CONDUIT. THE ADDED REINFORCING SHALL EXTEND 1'-0" PAST THECONDUIT ON BOTH SIDES.

POLYSTYRENE/RIGID INSULATION FOR BUILT-UP SLABS

POLYSTYRENE OR RIGID INSULATION PLACED BELOW CONCRETE SLABS SHALL CONSIST OF RIGID CELLULARPOLYSTYRENE CONFORMING TO ASTM D6817. POLYSTYRENE SHALL HAVE A MINIMUM COMPRESSIVE RESISTANCE OF3.6 PSI AT 1 PERCENT DEFORMATION UNLESS NOTED OTHERWISE. SECURE POLYSTYRENE IN PLACE PER THEMANUFACTURER'S RECOMMENDATIONS. THE BLOCKS OF POLYSTYRENE SHALL BE PLACED TO OFFSET JOINTS 24 INCHES BETWEEN THE ADJACENT LAYERS.

AT THE CONTRACTOR'S OPTION, IN LIEU OF POLYSTYRENE CONFORMING TO ASTM D6817, PROVIDE POLYSTYRENECONFORMING TO ASTM C578 TYPE XIV RATED FOR 40 PSI COMPRESSIVE RESISTANCE AT 10 PERCENT DEFORMATIONWITH A MINIMUM THICKNESS OF 2 INCHES PER LAYER.

STEEL

STRUCTURAL STEEL

ALL STEEL SHALL CONFORM TO THE FOLLOWING:

W-SHAPES ASTM A992, Fy=50 KSIASTM A913, Fy=50 KSI

ALL ANGLES AND CHANNELS ASTM A36, Fy=36 KSIUNLESS NOTED OTHERWISE

SQUARE OR RECTANGULAR ASTM A500, GRADE B,STRUCTURAL TUBE (HSS) Fy=46 KSI

ROUND STRUCTURAL TUBE (HSS) ASTM A500, GRADE B,Fy=42 KSI

STEEL PIPE DIAMETER LESS ASTM A53, TYPE E OR S,THAN OR EQUAL TO 12 INCHES GRADE B, Fy=35 KSI

MATERIAL CALLED OUT ON ASTM A36, Fy=36 KSIPLANS AS (A36)

MATERIAL CALLED OUT ON ASTM A913, Fy=65 KSIPLANS AS (Fy=65 KSI)

ALL OTHER STEEL UNLESS ASTM A572, Fy=50 KSINOTED OTHERWISE ASTM A588, Fy=50 KSI

GENERAL NOTES FOR STEEL CONNECTIONS SHALL APPLY TO ALL STEEL CONNECTIONS UNLESS NOTED OTHERWISE.

ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION. SHOP DRAWINGS SHALL BE SUBMITTED ANDREVIEWED BY THE ARCHITECT/ENGINEER BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS AND TIES ANDOTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED. DIMENSIONAL TOLERANCE FORBUILT-UP MEMBERS SHALL BE PER AWS D1.1.

FOR ASTM A6 HOT-ROLLED SHAPES OR BUILT-UP SHAPES WITH A FLANGE THICKNESS OF 2 INCHES OR GREATER,CHARPY V―NOTCH TESTING SHALL BE PROVIDED IN ACCORDANCE WITH ASTM A6 SUPPLEMENTARY REQUIREMENT S5OR S30, AS APPLICABLE, WITH A MINIMUM VALUE OF 20 FOOT―POUNDS AT 70 DEGREES FAHRENHEIT. EXCEPTIONSSHOWN IN THE AISC SPECIFICATION SECTION A3.1C MAY BE USED FOR MEMBERS THAT ARE NOT PART OF THE SEISMICLOAD-RESISTING SYSTEM. IN ADDITION TO THE REQUIREMENTS OF AISC SPECIFICATIONS SECTION A3.1C, HOT-ROLLEDSHAPES THAT ARE PART OF THE SEISMIC LOAD-RESISTING SYSTEM WITH FLANGES OF 1 1/2 INCHES AND THICKERSHALL HAVE A MINIMUM CHARPY V―NOTCH TOUGHNESS OF 20 FOOT―POUNDS AT 70 DEGREES FAHRENHEIT TESTINGIN THE ALTERNATE CORE LOCATIONS AS DESCRIBED IN ASTM A6 SUPPLEMENTARY REQUIREMENT S30. PLATES OF 2 INCHES AND THICKER SHALL HAVE A MINIMUM CHARPY V―NOTCH TOUGHNESS OF 20 FOOT―POUNDS AT 70 DEGREESFAHRENHEIT MEASURED AT ANY LOCATION PERMITTED BY ASTM A673.

THE SEISMIC LOAD-RESISTING SYSTEM (SLRS) INCLUDES ALL STRUCTURAL STEEL FRAMING MEMBERS CALLED OUT INELEVATIONS AND MEMBERS CALLED OUT IN PLAN AS SUCH.

STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS AT THE MAXIMUM DECK SPAN LOCATION UNLESSNOTED OTHERWISE. MINIMUM CONNECTIONS SHALL BE A TWO-BOLT CONNECTION USING 7/8―INCH-DIAMETER A325BOLTS IN SINGLE SHEAR. ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED INACCORDANCE WITH THE RCSC. BOLTS IN CONNECTIONS OF BEAM-TO-BEAM/GIRDER MAY BE SNUG TIGHT, UNLESSSPECIFICALLY CALLED OUT AS SLIP CRITICAL (SC). ALL OTHER BOLTED CONNECTIONS SHALL SATISFY THE CRITERIAFOR SLIP-CRITICAL CONNECTIONS UNLESS NOTED OTHERWISE AS SNUG-TIGHT. WHERE CONNECTIONS ARE NOTED ASSNUG-TIGHT, THE CONTRACTOR MAY INSTALL PER THE CRITERIA FOR SNUG-TIGHT BOLTS. SLIP-CRITICALCONNECTIONS SHALL USE LOAD INDICATOR WASHERS OR TENSION CONTROL BOLTS. ALL ASTM A307 BOLTS SHALL BEPROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF-LOCKING NUTS. ALL BOLT HOLES SHALL BE STANDARD SIZEUNLESS NOTED OTHERWISE.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE SELECTION OF OPTIONAL DETAILS SHOWN ON THEDRAWINGS.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO,ERECTION ANGLES, LIFT HOLES, AND OTHER AIDS.

STRUCTURAL STEEL WELDING

STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL WELDING SHALL BEDONE BY AWS/WABO (WASHINGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS AND IN ACCORDANCEWITH AWS D1.1. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUMSIZES, BASED ON PLATE THICKNESS. THE MINIMUM WELD SIZE SHALL BE 3/16 INCH. FIELD WELDING SYMBOLS HAVE NOTNECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE SHOWN, PROPER FIELD WELDING PER AWS D1.1 SHALL BEUSED. WHERE NO FIELD WELDING SYMBOLS ARE SHOWN, IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATETHE USE OF SHOP AND FIELD WELDS. ALL PARTIAL JOINT PENETRATION GROOVE WELD SIZES SHOWN ON THEDRAWINGS REFER TO EFFECTIVE THROAT THICKNESS. ALL WELDS SHALL BE MADE USING LOW HYDROGENELECTRODES WITH MINIMUM TENSILE STRENGTH PER AWS D1.1 (MINIMUM 70 KSI). LOW HYDROGEN SMAW ELECTRODESSHALL BE USED WITHIN 4 HOURS OF OPENING THEIR HERMETICALLY SEALED CONTAINERS, OR SHALL BE REBAKED PERAWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REBAKED NO MORE THAN ONE TIME, AND ELECTRODES THAT HAVEBEEN WET SHALL NOT BE USED.

ALL WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION(WPS) PER AWS D1.1. ALL WELDING PARAMETERS SHALL BE WITHIN THE ELECTRODE MANUFACTURER'SRECOMMENDATIONS. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEWBEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO ALLWELDERS AND THE SPECIAL INSPECTOR.

ALL COMPLETE JOINT PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THECONNECTION, EXCEPT PLATE LESS THAN OR EQUAL TO 1/4 INCH THICK SHALL BE MAGNETIC PARTICLE TESTED.REDUCTION IN TESTING MAY BE MADE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE ENGINEER.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THATINCLUDE, BUT ARE NOT LIMITED TO: REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKINGBARS, COPES, SURFACE ROUGHNESS VALUES, AND TAPERS AND TRANSITIONS OF UNEQUAL PARTS.

DEMAND-CRITICAL WELDS ARE LOCATED AS SHOWN IN THE DRAWINGS.

PROTECTED ZONES AND DIMENSIONS ARE AS NOTED ON THE DRAWINGS.

FIREPROOFING STRUCTURAL STEEL

REFER TO ARCHITECTURAL PLANS FOR MINIMUM HOURLY VALUES OF STEEL FIRE PROTECTION FOR DETERMINING THETHICKNESS OF SPRAY APPLIED FIREPROOFING. THE STRUCTURAL FRAME CONSISTS OF COLUMNS AND GIRDERS,BEAMS, TRUSSES, AND SPANDRELS HAVING DIRECT CONNECTIONS TO THE COLUMNS AND BRACING MEMBERSDESIGNED TO CARRY GRAVITY LOADS. FLOOR OR ROOF MEMBERS THAT HAVE NO CONNECTION TO COLUMNS SHALL BECONSIDERED SECONDARY MEMBERS.

ANCHOR RODS

ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 2A THREADS, UNLESS NOTED OTHERWISE. FURNISHANCHOR RODS PREFABRICATED WITH MATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED INCONCRETE. FURNISH HARDENED PLATE WASHERS, LOCK WASHERS, AND MATCHING HEAVY HEX NUTS FOR SECURINGTHE BASE PLATE TO THE ANCHOR RODS. HOOKED ANCHOR RODS SHALL NOT BE USED EXCEPT WHERE NOTED. ARIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE. ANCHOR RODS SHALLHAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, MEASURED FROM THEFACE OF THE CONCRETE TO THE NEAR FACE OF THE DOUBLE NUT, WITH ADEQUATE EXTENSION AS REQUIRED TORECEIVE THE BASE PLATE WITH FULL THREAD PROJECTION FOR NUT INSTALLATION. ANCHOR ROD INSTALLATIONSHALL BE COORDINATED WITH REINFORCING AND FORMWORK. LEVELING NUTS SHALL NOT BE USED EXCEPT AFTEREVALUATION BY THE CONTRACTOR'S ERECTION ENGINEER. AFTER BASE INSTALLATION, ANCHOR ROD NUTS SHALL BEINSTALLED TO A SNUG-TIGHT CONDITION. NO HEATING OR BENDING OF THE ANCHOR RODS IS PERMITTED. HOLES INTHE BASE MATERIAL SHALL NOT BE ENLARGED BY BURNING.

COMPOSITE FLOOR SYSTEM

FLOOR SLABS SHALL BE CONSTRUCTED TO THE ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS. REFER TO THESPECIFICATIONS FOR FLOOR TOLERANCES. THE CONTRACTOR SHALL INCLUDE THE QUANTITIES OF THE ADDEDCONCRETE DUE TO THE STEEL DECK DEFLECTION. DESIGN CAMBER SHOWN FOR THE STEEL BEAMS HAS BEENCALCULATED BASED ON THE DEFLECTION OF THE BEAM DUE TO THE WEIGHT OF THE STEEL AND CONCRETE SLAB.

MINIMUM SLAB REINFORCING IS WWF 6x6-W2.9xW2.9, UNLESS NOTED OTHERWISE.

SHEAR CONNECTOR STUDS

ALL SHEAR CONNECTOR STUDS SHALL BE 3/4 INCH IN DIAMETER UNLESS NOTED OTHERWISE. ACCEPTABLE TYPESSHALL BE "TRU-WELD" (ICC―ES ER―3741) OR "NELSON" (ICC―ES ER―2614). SHEAR CONNECTOR STUDS SHALL BEAUTOMATICALLY END WELDED IN SHOP OR FIELD WITH EQUIPMENT RECOMMENDED BY MANUFACTURER OF STUDS.STEEL STUD MATERIAL, WELDING, AND INSPECTION SHALL BE IN ACCORDANCE WITH AWS D1.1. SHEAR STUDS SHALL BEPLACED AT A MAXIMUM SPACING OF 2'―0" ON CENTER FOR ALL BEAMS SUPPORTING A STEEL DECK WITH CONCRETEFILL OR A CAST-IN-PLACE CONCRETE SLAB. THIS SPACING SHALL ALSO APPLY WHEN THE NUMBER OF STUDS IS NOTINDICATED ON THE PLANS. SEE "SHEAR STUD PLACEMENT" FOR LAYOUT CRITERIA. STEEL DECK SHOP DRAWINGSDETAILING THE SHEAR STUD PLACEMENT SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFOREINSTALLATION.

STEEL COMPOSITE DECK

THE STEEL DECK SHALL BE OF DEPTH SHOWN ON THE STRUCTURAL DRAWINGS. GAGE OF DECK SHALL BEDETERMINED BY THE CONTRACTOR BASED ON THE SPAN CONDITIONS, SHORING REQUIREMENTS, CONSTRUCTIONLOADS, DEFLECTION REQUIREMENTS, AND THE SUPERIMPOSED LOADS SHOWN ON THE DRAWINGS, LOAD DIAGRAMS,AND NOTES. MINIMUM GAGE IS 20. MAXIMUM DEAD LOAD DEFLECTION IS 3/4 INCH OR L/180. WRITTEN VERIFICATION OFCONFORMANCE FOR ALL CONDITIONS IN THE STRUCTURE SHALL BE SUBMITTED FOR ACCEPTANCE PRIOR TOFABRICATION. THE CAPACITIES OF THE DECK SHALL BE BASED ON CURRENT ICC―ES REPORTS. SHOP DRAWINGSSHALL BE SUBMITTED SHOWING DECK GAGE, LAYOUT, FASTENING, STUD LAYOUT, AND CLOSURES. IF ANY SHORING ISTO BE USED, IT SHALL BE APPROVED BY THE GENERAL CONTRACTOR AND SHALL BE SHOWN ON THE SHOP DRAWINGS.UNITS SHALL SPAN OVER FOUR SUPPORTS, CONTINUOUS OVER THREE OR MORE SPANS, EXCEPT WHERE FRAMINGDOES NOT PERMIT. THE AISI SPECIFICATIONS SHALL GOVERN THE DESIGN OF ALL DECK UNITS. STEEL DECK AND ALLOF ITS FLASHINGS SHALL CONFORM TO ASTM A653. THE STEEL SHALL HAVE RECEIVED, BEFORE BEING FORMED, AMETAL PROTECTIVE COATING OF ZINC CONFORMING TO ASTM A653―G60. ALL WELDING SHALL BE IN ACCORDANCE WITHAWS D1.3.

CONCRETE BONDING-TYPE UNITS SHALL BE FORMED WITH DEFORMATIONS TO PROVIDE AN INTERLOCK BETWEEN THECONCRETE AND STEEL. UNLESS SHOWN OTHERWISE, UNITS SHALL BE FASTENED TO THE STEEL SUPPORTS AT THEENDS OF THE UNITS AND AT INTERMEDIATE SUPPORTS AT 12 INCHES ON CENTER WITH 3/4―INCH-DIAMETER PUDDLEWELDS; WHERE TWO UNITS ABUT, EACH UNIT SHALL BE SO FASTENED TO THE STEEL SUPPORTS. THE SIDE LAPS OFADJACENT UNITS SHALL BE FASTENED BETWEEN SUPPORTS BY 1 1/2―INCH TOP SEAM WELDS AT 2'―0" ON CENTER ORBUTTON PUNCHED AT 2'―0" ON CENTER. DECK UNITS SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE SIDEBOUNDARIES BY 3/4―INCH-DIAMETER PUDDLE WELDS AT 1'―0" ON CENTER. 3/4―INCH-DIAMETER SHEAR STUDS WELDEDTHROUGH DECK MAY BE USED IN PLACE OF 3/4―INCH-DIAMETER PUDDLE WELDS. DESIGN AND PROVIDE FLASHING ANDCLOSURE PLATES AT WALL ENDS OF ALL UNITS, AROUND COLUMNS, AND AT ALL PERIMETER LOCATIONS REQUIRINGCLOSURE. COORDINATE ALL CLOSURES WITH ELEVATOR, STAIR, ESCALATOR AND OTHER ARCHITECTURAL DETAILS.THE DECK INSTALLATION, WHEN COMPLETE, SHALL BE READY TO RECEIVE CONCRETE.

STEEL DECK TYPES SHALL BE VERCO TYPE W, ASC TYPE W, OR APPROVED EQUAL.

Drawing No.

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Drawing Title

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CIVIL


STRUCTURAL


MECHANICAL




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LIGHTING





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COURTHOUSE

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GENERAL NOTES


DESIGN

DEVELOPMENT

STRUCTURAL FILL

ALL FILL PLACED TO SUPPORT SLABS ON GRADE, BEHIND PERMANENT WALLS, AND AROUND ALL DRAINS SHALLCONSIST OF WELL GRADED, GRANULAR MATERIAL PER THE SPECIFICATIONS. SOILS FOR STRUCTURAL FILL SHALL BEAPPROVED BY THE GEOTECHNICAL ENGINEER. STRUCTURAL FILL SHALL BE PLACED ON SOUND NATIVE MATERIAL.PROOF-ROLL CUT AREAS WHICH PROVIDE SUPPORT FOR PERMANENT STRUCTURES. AREAS WHICH AREEXCESSIVELY YIELDING, AS DETERMINED BY THE CONTINUOUS OBSERVATION OF THE GEOTECHNICAL ENGINEER,SHALL BE OVEREXCAVATED AND REPLACED WITH STRUCTURAL FILL. STRUCTURAL FILL SHALL BE PLACED PER THESPECIFICATION.

LATERAL PRESSURE ON SUBGRADE WALLS

THE DESIGN PRESSURES FOR SUBGRADE WALLS ARE BASED ON A "DRAINED" CONDITION. SEE CIVIL AND MECHANICALDRAWINGS FOR SUBGRADE DRAINAGE SYSTEM. SEE GEOTECHNICAL REPORT FOR COMPACTION REQUIREMENTS ATSUBGRADE WALLS. SUBGRADE WALLS AND SUPPORTING SLABS SHALL HAVE ATTAINED THEIR FULL CONCRETESTRENGTH BEFORE PLACING ANY BACKFILL. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACES FOR WALLS IFBACKFILL IS PLACED BEFORE WALLS AND SLABS ACHIEVE FULL CONCRETE STRENGTH.

BACKFILLED, RESTRAINED BASEMENT WALLS ARE DESIGNED USING AN "APPARENT" EARTH PRESSURE EQUIVALENT TO(34H + 34Hs) PSF TRAPEZOIDAL DISTRIBUTION PER THE GEOTECHNICAL REPORT.

COLUMN SHORTENING AND BEAM DEFLECTION

COLUMN SHORTENING WILL OCCUR DUE TO THE WEIGHT OF THE CONSTRUCTION ABOVE. THIS SHORTENING WILLCONTINUE UNTIL ALL OF THE DEAD LOAD IS ON THE STRUCTURE, INCLUDING THE CLADDING. THE COLUMNS SHALLBE FABRICATED LONGER THAN THE FINAL LENGTHS SHOWN IN THE CONSTRUCTION DOCUMENTS TO COMPENSATEFOR THIS SHORTENING. IN ADDITION, THE CONTRACTOR SHALL SUPPLY SHIMMING OR MILLING AS REQUIRED DUE TONORMAL CONSTRUCTION TOLERANCES AND ERECTION PROCEDURES. DIFFERENTIAL COLUMN SHORTENINGOCCURS WHEN COLUMNS STOP AT DIFFERENT LEVELS OR ARE SUBJECT TO TRANSFER BEAM DEFLECTION.

FLOOR BEAMS, ESPECIALLY EDGE BEAMS, TRANSFER GIRDERS, AND CANTILEVERS WILL CONTINUE TO DEFLECT WHENADDITIONAL LOAD IS APPLIED. THESE MEMBERS HAVE BEEN CAMBERED TO COMPENSATE FOR THE THEORETICALDEFLECTION. HOWEVER, THIS MAY NOT OCCUR UNTIL ALL THE DEAD LOAD IS APPLIED TO THE MEMBER. THECONTRACTOR SHALL COORDINATE THE ATTACHMENT OF ANY ITEMS TO MEMBERS WHICH WILL CONTINUE TOSHORTEN OR DEFLECT DUE TO LATER STAGES OF CONSTRUCTION.

EXTERIOR CLADDING

THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF THE CLADDING SYSTEMS, INCLUDING THEIR STRUCTURALINTEGRITY, WATERPROOFING SYSTEMS, AND CONNECTION TO THE PRIMARY STRUCTURE.

STRUCTURAL ELEMENTS AT THE BUILDING PERIMETER HAVE BEEN DESIGNED FOR THE VERTICAL LOADS SHOWN ONTHE LOAD MAPS. CLADDING ATTACHMENTS SHALL NOT APPLY MOMENTS TO SLAB EDGES OR LATERAL LOADS TOSTEEL BEAMS OR INTRODUCE TORSIONAL LOADS INTO STEEL BEAMS OR COLUMNS. BRACES, ADDED REINFORCING,AND/OR TIES SHALL BE DESIGNED AND SUPPLIED BY THE CONTRACTOR FOR LOAD ECCENTRICITIES AND LATERALLOADS. THE CONTRACTOR SHALL SUPPLY ALL CONNECTION MATERIAL, BRACES, ETC. SUBMITTED DOCUMENTSSHALL INDICATE MAGNITUDE AND LOCATION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE.

EXTERIOR CLADDING CONNECTIONS SHALL ACCOUNT FOR STRUCTURAL DEFLECTION, COLUMN SHORTENING, ANDCONSTRUCTION TOLERANCE DETERMINED FROM ACI 301. IN ADDITION, THE CLADDING DESIGN SHALLACCOMMODATE A TYPICAL VERTICAL MOVEMENT AT EACH FLOOR OF 1/2 INCH DUE TO VARIABLE LIVE LOADING. THISDISPLACEMENT WILL OCCUR AT THE FREE END OF CANTILEVER BEAMS AND AT MIDSPAN OF EDGE SLABS AND BEAMS.

THE CLADDING SHALL ACCOMMODATE LATERAL MOVEMENTS BETWEEN ADJACENT FLOORS PERPENDICULAR AND/ORPARALLEL TO THE WALL AS FOLLOWS:

STORY DRIFT FOR WHICH STORY DRIFT FOR WHICHCLADDING MUST REMAIN CLADDING ELEMENTS MUST NOT

LEVELS UNDAMAGED (INCHES) FALL FROM BUILDING (INCHES)

TBD TBD TBD

STAIRS, ELEVATORS, AND MISCELLANEOUS METALS

UNLESS SHOWN AND DETAILED IN THE STRUCTURAL DRAWINGS, ALL STAIRS ARE TO CONSIST OF A PRE-FABRICATEDAND PRE-ENGINEERED STAIR, LANDING, AND RAILING SYSTEM DESIGNED BY THE CONTRACTOR OR STAIR SUPPLIER.SEE THE ARCHITECT FOR STAIR SYSTEM LAYOUT, DIMENSIONS, AND CONFIGURATION OF RISE AND RUN. THECONTRACTOR SHALL BE RESPONSIBLE TO DESIGN AND PROVIDE THE STAIR SYSTEM INCLUDING ALL CONNECTIONSAND SECONDARY SUPPORT FRAMING.

ALL ELEVATOR MACHINE BEAMS, HOIST BEAMS, SILLS, DOOR SUPPORTS, AND RAILS AND THEIR CONNECTIONS TO THEPRIMARY STRUCTURE ARE TO BE DESIGNED BY THE ELEVATOR MANUFACTURER. THE CONTRACTOR SHALL PROVIDEADDITIONAL FRAMING AS NECESSARY FOR ADDITIONAL MACHINE ROOM FLOOR PENETRATIONS PER THE TYPICALDETAILS. THE ELEVATOR MACHINE BEAMS SHALL BE DESIGNED TO BE FLUSH WITH THE BOTTOM OF CONCRETE ANDSHALL BE DESIGNED FOR THE TRIBUTARY LOADS INDICATED IN THE LOAD MAPS IN ADDITION TO THE WEIGHT OF THESUPPORTED EQUIPMENT AND SELF WEIGHT OF THE MACHINE ROOM FLOOR/ROOF STRUCTURE.

THE CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS THAT ARE INDICATED INTHE ARCHITECTURAL DRAWINGS OR THOSE METALS WHICH ARE FOUND TO BE NECESSARY TO SUPPORT THEARCHITECTURAL FINISHES OR OTHER BUILDING SYSTEMS.

ALL FRAMING AND CONNECTIONS DESIGNED BY THE CONTRACTOR SHALL NOT RESULT IN ECCENTRIC LOADS BEINGAPPLIED TO THE PRIMARY STRUCTURE NOR LATERAL LOADS BEING APPLIED TO THE BOTTOM FLANGE OF STEEL BEAMS.THE CONTRACTOR'S DESIGN SHALL VERIFY THAT THE CONNECTIONS DO NOT RESULT IN ADVERSE LOCALCONNECTION STRESSES OCCURRING WITHIN THE PRIMARY STRUCTURE. SUBMIT CALCULATIONS STAMPED BY ASTRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATEDAND SHOP DRAWINGS INDICATING IMPOSED LOADS ON THE PRIMARY STRUCTURE.

MECHANICAL/ELECTRICAL/PLUMBING SYSTEM SUPPORTS

THE CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS AND SYSTEM SUPPORTCOMPONENTS THAT ARE NECESSARY TO SUPPORT ALL MECHANICAL, ELECTRICAL (TELECOM, AUDIO VISUAL, ETC),AND PLUMBING/FIRE-PROTECTION SYSTEMS. SUCH METALS AND SUPPORT COMPONENTS AND THEIR CONNECTIONSSHALL BE PROVIDED AS NECESSARY TO DIRECTLY AND CONCENTRICALLY IMPOSE LOADS ON THE PRIMARYSTRUCTURE. THE CONNECTIONS TO THE PRIMARY STRUCTURE ARE SUBJECT TO THE REQUIREMENTS OF THEMISCELLANEOUS METALS SECTION ABOVE. THESE SYSTEMS MAY BE SUPPORTED DIRECTLY FROM STEEL ROOF ANDCOMPOSITE FLOOR/ROOF SLABS SUBJECT TO THE FOLLOWING LIMITATIONS: 250 POUNDS MAY HANG FROMCOMPOSITE SLAB ON DECK, 50 POUNDS MAY HANG FROM STEEL ROOF DECK. LOADS SHALL BE LOCATED NO CLOSERTHAN 5 FEET FROM ANY ADJACENT HANGING LOAD, AND THE CONTRACTOR SHALL COORDINATE THE SUPPORT ANDHANGING LOADS FROM ALL BUILDING SYSTEMS.

INTERIOR METAL STUD FRAMING

INTERIOR PARTITIONS SHALL CONSIST OF METAL STUD TYPE FRAMING THAT HAS CURRENT ICC―ES EVALUATIONREPORTS. CONNECTION OF STUDS, TRACK, AND OTHER ITEMS BY MEANS OF EITHER DRILLED-IN ANCHORAGE ORPOWDER DRIVEN FASTENERS SHALL OCCUR WITH FASTENERS AS INDICATED IN THE METAL STUD ICC―ES REPORTS.CONNECTIONS SHALL ALLOW FOR THE BUILDING MOVEMENTS CITED ABOVE. THE CONTRACTOR SHALL BERESPONSIBLE FOR THE STRUCTURAL DESIGN OF SOFFITS, SUSPENDED WALLS, CEILINGS, OR CONDITIONS WHERETHE STUD FRAMING IS USED TO SUPPORT CASEWORK OR SIZEABLE DOOR/WINDOW HARDWARE; THE METAL STUDFRAMING; AND ANY MISCELLANEOUS STEEL FRAMING THAT IS DETERMINED TO BE NECESSARY BASED ON THECONTRACTOR'S DESIGN. SUBMIT DESIGN CALCULATIONS AND SHOP DRAWINGS INDICATING IMPOSED LOADS ON THEPRIMARY STRUCTURE FOR THESE CONDITIONS. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATUREOF AN ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED.

BUILDING TOLERANCES

STANDARD TOLERANCES SHALL BE BASED ON THE REQUIREMENTS OF THE AISC CODE OF STANDARD PRACTICE ANDACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS.

SEQUENCING CONSTRUCTION AND LATERAL STABILITY

THE STRUCTURAL COMPONENTS BY THEMSELVES ARE A NON-SELF-SUPPORTING STRUCTURE. LATERAL FORCESDUE TO WIND, EARTHQUAKE, OR SOIL ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE LATERAL SYSTEM.CERTAIN ELEMENTS SHOWN ON THE STRUCTURAL DRAWINGS (SUCH AS BRACING, ROOF AND FLOOR SLABS, ANDCONCRETE IN COMPOSITE COLUMNS) ARE REQUIRED FOR OVERALL OR LOCAL STABILITY OF OTHER ELEMENTS(SUCH AS BEAMS, COLUMNS, AND WALLS). IF, DUE TO SEQUENCING OF CONSTRUCTION, THESE STABILITY ELEMENTSARE NOT IN PLACE, THE CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORKIN THE JURISDICTION WHERE THE PROJECT IS LOCATED, WHO SHALL INVESTIGATE WHERE TEMPORARYSHORING/BRACING IS REQUIRED AND SHALL DESIGN THIS TEMPORARY SHORING/BRACING. THE CONTRACTORSHALL PROVIDE THIS SHORING/BRACING UNTIL THE REQUIRED STRUCTURAL ELEMENTS AND THEIR CONNECTIONSHAVE BEEN INSTALLED AND REACH THEIR FINAL DESIGN STRENGTHS.

EXISTING STRUCTURE

EXISTING STRUCTURAL DIMENSIONS AND MEMBER SIZES ARE FOR REFERENCE ONLY. THE CONTRACTOR SHALLVERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION. THE CONTRACTOR SHALL VERIFY THE ACTUALCONFIGURATION OF EXISTING CONSTRUCTION AND THE CONDITION OF THE STRUCTURE BEFORE BEGINNINGWORK. ANY DISCREPANCIES OR UNSOUND CONDITIONS SHALL BE REPORTED TO THE ARCHITECT FORRESOLUTION BEFORE BEGINNING WORK. REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS, EMBEDMENTS, ANDOPENINGS NOT SHOWN. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR DUCTS, PIPING, EMBEDMENTS, ANDOPENINGS NOT SHOWN.

TEMPORARY SHORING AND BRACING MAY BE NECESSARY IN ORDER TO PERFORM THE NECESSARY STRUCTURALMODIFICATIONS TO THE EXISTING STRUCTURE SHOWN ON THE STRUCTURAL AND ARCHITECTURAL PLANS ANDDETAILS. THE CONTRACTOR MUST RETAIN A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THEJURISDICTION WHERE THE PROJECT IS LOCATED, WHO SHALL INVESTIGATE WHERE THIS TEMPORARYSHORING/BRACING IS REQUIRED AND SHALL DESIGN THIS TEMPORARY SHORING/BRACING.

DEFERRED STRUCTURAL SUBMITTALS

SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR-DESIGNED COMPONENTS PER THE STRUCTURALDOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL COMPONENTS AND HAVE NOT BEENPERMITTED UNDER THE BASE BUILDING APPLICATION. THE CONTRACTOR WILL BE REQUIRED TO SUBMIT THESTAMPED COMPONENT SYSTEM DOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL.

DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT, WHO SHALL REVIEW THEMFOR GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE CONTRACTOR SHALL SUBMIT THESEREVIEWED DEFERRED SUBMITTAL DOCUMENTS TO THE BUILDING OFFICIAL. THE DEFERRED SUBMITTAL ITEMSSHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDINGOFFICIAL.

THE FOLLOWING LIST INCLUDES THE ITEMS THAT ARE DEFINED AS DEFERRED STRUCTURAL SUBMITTALCOMPONENTS. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND CIVIL DRAWINGS FOR ADDITIONALDEFERRED SUBMITTAL COMPONENTS.

DEFERRED STRUCTURAL SUBMITTAL COMPONENTS:

EXTERIOR CLADDING

METAL STUD SYSTEMS

FALL PROTECTION/BUILDING MAINTENANCE SYSTEMS

ELEVATOR SUPPORT NOT INDICATED ON THE STRUCTURAL DRAWINGS

METAL STAIRS AND LANDINGS

MISCELLANEOUS

REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL, ELEVATOR, OR OTHER SPECIALTY ENGINEERINGDRAWINGS FOR DIMENSIONS NOT SHOWN, INCLUDING BUT NOT LIMITED TO: SIZE AND LOCATION OF CURBS,EQUIPMENT HOUSEKEEPING PADS, WALL AND FLOOR OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS, SUMPS,DRAINS, ANCHOR BOLTS, EMBEDDED ITEMS, ARCHITECTURAL TREATMENT, ETC. THE CONTRACTOR SHALL VERIFYDIMENSIONS AND RESOLVE DISCREPANCIES OR CONFLICTS PRIOR TO CONSTRUCTION.

WHERE SECTIONS ARE INDICATED ON THE PLAN BY A NUMBER AND A DRAWING NUMBER THUS, 1/S5.01, THEINDICATED SECTION (1) IS SHOWN ON STRUCTURAL DRAWING S5.01.

SPECIAL INSPECTION

THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION AND TESTING PER IBC SECTION 1704. THIS WORK SHALL BEPERFORMED BY A SPECIAL INSPECTOR CERTIFIED BY THE CITY OF EVERETT TO PERFORM THE TYPES OFINSPECTIONS AND TESTS SPECIFIED. THE FREQUENCY OF INSPECTIONS AND TESTING SHALL BE AS OUTLINED INTHE IBC TABLE ITEMS LISTED BELOW. DEFICIENCIES SHALL BE REPORTED DAILY TO THE CONTRACTOR. SUMMARYREPORTS SHALL BE DISTRIBUTED WEEKLY TO THE OWNER, ARCHITECT, CONTRACTOR, BUILDING OFFICIAL, ANDSTRUCTURAL ENGINEER. SEE THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR SPECIAL INSPECTIONAND TESTING.

DESCRIPTION (REFER TO IBC TABLEITEM IBC SECTION 1704) REQUIREMENTS

CONCRETE CONCRETE THAT IS PART OF TABLE 1704.4,THE STRUCTURE. ITEMS 5, 6,

7, 8

BOLTS INSTALLED ANCHOR BOLTS, HEADED STUDS TABLE 1704.4,IN CONCRETE (EXCEPT AT BEAM-TO-DECK ITEM 3

INSTALLATION).

ANCHORS INSTALLATION OF MECHANICAL TABLE 1704.4,INSTALLED IN AND ADHESIVE ANCHORS IN ITEM 4HARDENED CONCRETE ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONSAND THE REQUIREMENTS OFTHE ICC-ES REPORT FOR THEPRODUCT INSTALLED.

SPECIAL MOMENT- TABLE 1704.3,RESISTING CONCRETE ITEM 5bFRAME AND BOUNDARYELEMENTS IN SHEARWALLS

REINFORCING STEEL A. PLACEMENT OF REINFORCING TABLE 1704.4,STEEL ITEM 1

B. SPLICING OF REINFORCING TABLE 1704.4,BY BUTT WELDING, ITEM 1, 2EXOTHERMIC WELDINGPROCESS, OR THREADEDCOUPLERS.

STRUCTURAL STEEL A. STRUCTURAL STEEL THAT IS TABLE 1704.3,AND WELDING PART OF THE STRUCTURE. ITEM 3

B. WELDING OF MEMBERS OR TABLE 1704.3,CONNECTIONS. ITEMS 4 AND 5

C. WELDING OF REINFORCING TABLE 1704.4,STEEL. ITEM 2

HIGH STRENGTH SEE SPECIFICATIONS FOR TABLE 1704.3,BOLTING PROCEDURES FOR INSPECTION ITEM 2

AND TESTING.

STRUCTURAL MASONRY ALL MASONRY SHOWN ON TABLE 1704.5.1STRUCTURAL DRAWINGSINCLUDING MASONRY SHOWNIN TYPICAL DETAILS BUTLOCATED ON ARCHITECTURALDRAWINGS.

SHOTCRETE TABLE 1704.4,ITEMS 5, 6, 7

SPECIAL GRADING, A. FOUNDATION EXCAVATIONS TABLE 1704.7EXCAVATION AND AND BEARING STRATA.FILLING B. BACKFILL BEHIND

STRUCTURAL WALLS ORSUPPORTING SLAB-ON-GRADE.

SHOP DRAWINGS

SHOP DRAWINGS FOR REINFORCING STEEL AND STRUCTURAL STEEL SHALL BE SUBMITTED FOR REVIEW PRIOR TOFABRICATION OF THESE ITEMS.

THE CONTRACTOR SHALL SUBMIT CONCRETE WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'―0" SCALE INDICATINGLOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. THECONTRACTOR SHALL COORDINATE WITH REINFORCEMENT DRAWINGS.

DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD; THEREFORE, THEY SHALL BEVERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY THEENGINEER OF RECORD. THE CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS,METHODS, TECHNIQUES, SEQUENCES, AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS ANDPROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE ONE REPRODUCIBLE AND ONE COPY; REPRODUCIBLEWILL BE MARKED AND RETURNED.

SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOPDRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTORUNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED ANDINSTALLED, AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS,DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWINGS SUBMITTALS AND THE CONTRACT DOCUMENTS AREDISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THEDESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED.

SHOP DRAWINGS FOR DEFERRED SUBMITTALS THAT ARE DEFINED AS DESIGN-BUILD COMPONENTS IN THECONSTRUCTION DOCUMENTS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP FOR THEJURISDICTION WHERE THE PROJECT IS LOCATED AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TOCURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENTDESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLEDOUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTIONOF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL.

STRUCTURAL OBSERVATION

THE ENGINEER OF RECORD SHALL PROVIDE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, FOR GENERALCONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT THECOMPLETION OF THE STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THERESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY IBC SECTIONS 110, 1704, OR OTHER SECTIONS OF THEINTERNATIONAL BUILDING CODE. STRUCTURAL OBSERVATION REPORTS SHALL BE ISSUED TO THE OWNER, ARCHITECT,CONTRACTOR, AND BUILDING OFFICIAL AT SIGNIFICANT CONSTRUCTION STAGES.

STEEL ROOF DECK

THE STEEL DECK SHALL BE OF DEPTH AND GAGE SHOWN ON THE STRUCTURAL DRAWINGS. STEEL DECK AND ALL OF ITSFLASHINGS SHALL CONFORM TO ASTM A653 AND SHALL HAVE CURRENT ICC ES REPORTS. THE STEEL DECK SHALL HAVERECEIVED, BEFORE BEING FORMED, A METAL PROTECTIVE COATING OF ZINC CONFORMING WITH ASTM A653-G60. ALLWELDING SHALL BE IN ACCORDANCE WITH AWS D1.3. UNITS SHALL SPAN OVER FOUR SUPPORTS, CONTINUOUS OVERTHREE OR MORE SPANS, EXCEPT WHERE THE FRAMING DOES NOT PERMIT.

UNLESS NOTED OTHERWISE, NONCOMPOSITE UNITS SHALL BE CONNECTED AS FOLLOWS:

CONNECT DECK TO STEEL SUPPORTS AT THE ENDS OF THE UNITS AND AT INTERMEDIATE SUPPORTS BY A MINIMUM OFFOUR 3/4-INCH PUDDLE WELDS PER 2'-0" OF WIDTH. WHERE TWO UNITS ABUT, EACH UNIT SHALL BE SO CONNECTED TOTHE STEEL FRAMING.

THE SIDE LAPS OF ADJACENT UNITS SHALL BE CONNECTED BETWEEN SUPPORTS BY 1-1/2" TOP SEAM WELDS AT AMAXIMUM SPACING OF 2'-0" ON CENTER.

DECK UNITS SHALL BE CONNECTED TO THE STEEL SUPPORTS AT THE SIDE BOUNDARIES WITH 3/4-INCH PUDDLE WELDS ATTHE SAME SPACING AS THE SIDE LAP CONNECTIONS.

WHERE STEEL MEMBERS ARE PARALLEL TO THE DECK FLUTES AND AT THE SAME ELEVATION OF THE BOTTOM OF THEDECK, ADJUST DECK LAYOUT AND CONNECT DECK TO STEEL WITH THE SAME WELDING AS REQUIRED FOR SIDEBOUNDARIES.

STEEL DECK THAT IS TO BE COVERED WITH INSULATING CONCRETE SHALL BE SLOTTED OR PERFORATED TO PROVIDE AMINIMUM OF 1.5 PERCENT UNIFORMLY DISTRIBUTED VENTING. PROVIDE FLASHING AND CLOSURE PLATES AT ALLPERIMETER LOCATIONS REQUIRING CLOSURE. THE DECK INSTALLATION, WHEN COMPLETE, SHALL BE READY TO RECEIVEINSULATING CONCRETE.

SHOP DRAWINGS SHALL BE SUBMITTED SHOWING DECK DEPTH, GAGE, LAYOUT, CONNECTIONS, AND CLOSURES.

STEEL DECK TYPES SHALL BE VERCO TYPE N-24, ASC TYPE N, OR APPROVED EQUAL.

MASONRY

CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE BUILDING CODE. ALL HOLLOW CONCRETE MASONRY UNITSSHALL CONFORM TO ASTM C90, MEDIUM WEIGHT. MINIMUM REQUIRED BLOCK COMPRESSIVE STRENGTH IS 1,900 PSI. ALLCELLS CONTAINING REINFORCEMENT SHALL BE FILLED SOLID WITH CONCRETE GROUT. GROUT MIX SHALL CONTAINPORTLAND CEMENT ONLY, AGGREGATE, AND A GROUT-ENHANCING SHRINKAGE-COMPENSATING ADDITIVE. MAXIMUM SIZEOF AGGREGATE SHALL BE 3/8 INCH. SLUMP SHALL BE 8 TO 11 INCHES. WATER-REDUCING ADMIXTURES MAY BE USED.MINIMUM GROUT COMPRESSIVE STRENGTH BASED ON 28―DAY TESTS SHALL BE 2,000 PSI AND GREATER THAN OR EQUALTO THE SPECIFIED MINIMUM DESIGN STRENGTH. GROUT SHALL BE VIBRATED WHILE PLACING TO ENSURE THAT CELLS ARECOMPLETELY FILLED. SUBMIT GROUT MIXES TO ARCHITECT FOR REVIEW BEFORE COMMENCING MASONRYCONSTRUCTION. ALL UNITS SHALL BE LAID IN RUNNING BOND USING TYPE S MORTAR WITH HEAD JOINTS. MASONRYMINIMUM DESIGN STRENGTH IS f'm = 1,500 PSI.

REQUIRED MORTAR PROPORTIONS BY VOLUME

PORTLAND HYDRATED AGGREGATE MEASURED IN ATYPE CEMENT LIME DAMP, LOOSE CONDITION

S 1 OVER 1/4 NOT LESS THAN 2 1/4 ANDTO 1/2 NOT MORE THAN 3 TIMES

THE SUM OF THE VOLUMESOF THE CEMENT

GROUTED BRICK MASONRY

ALL BRICK SHALL CONFORM TO ASTM C62 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,500 PSI. ALL MORTAR SHALLBE TYPE M. ALL GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS GREATER THAN OR EQUAL TO THESPECIFIED MINIMUM DESIGN STRENGTH. CONSTRUCT ALL GROUTED BRICK WALLS IN ACCORDANCE WITH THE BUILDINGCODE. MINIMUM MASONRY DESIGN STRENGTH IS f'm = 1,625 PSI.

STRUCTURAL DESIGN DATA

LOAD COMBINATIONS: LOAD COMBINATIONS ARE IN ACCORDANCE WITH SECTION 1605 OF THE BUILDING CODE.

LIVE LOADS: LIVE LOADS SHALL BE IN ACCORDANCE WITH THE LOAD DIAGRAMS.

SNOW LOADS: SNOW LOADING AND SNOW DRIFT LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION1608).

GROUND SNOW LOAD: Pg = 20 PSF

IMPORTANCE FACTOR: Is = 1.0

SNOW EXPOSURE FACTOR: Ce = 1.0

THERMAL FACTOR: Ct = 1.0

FLAT-ROOF SNOW LOAD: Pf = 25 PSF

WIND LOADS: WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1609).

BASIC WIND SPEED (3-SECOND GUST): Vult = 110 MPHBASIC WIND SPEED (3-SECOND GUST): Vasd = 85 MPH

RISK CATEGORY: II

SEISMIC LOADS: SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE.

BUILDING LOCATION: LATITUDE: 47.9785°NLONGITUDE: 122.205

RISK CATEGORY: II

IMPORTANCE FACTOR: Ie = 1.0

MAPPED SPECTRAL ACCELERATION PARAMETERS: Ss = 1.315, S1 = 0.50

SITE CLASS: C

SITE COEFFICIENTS: Fa = 1.0, Fv = 1.3

SPECTRAL RESPONSE COEFFICIENTS: Sds = 0.871, Sd1 = 0.433

SEISMIC DESIGN CATEGORY: D

LATERAL SYSTEM: SPECIAL REINFORCED CONCRETE SHEAR WALLS

RESPONSE MODIFICATION COEFFICIENT: R = 6

SEISMIC RESPONSE COEFFICIENT: NORTH-SOUTH: Cs = 0.079EAST-WEST: Cs = 0.125

DESIGN BASE SHEAR:NORTH-SOUTH: V = 2,707 KIPSEAST-WEST: V = 4,294 KIPS

ANALYSIS PROCEDURE USED: MODAL RESPONSE SPECTRUM ANALYSIS

LOAD PATH FOR LATERAL FORCES: LATERAL FORCES ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THESHEAR WALLS. MOMENTS, SHEARS, AND ROTATIONAL FORCES ARE DELIVERED TO THE FOUNDATION BY THE SHEARWALLS IN PROPORTION TO THEIR ABILITY TO RESIST LATERAL DEFORMATION.

FOUNDATIONS

THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL ENGINEERING DESIGNREPORT ENTITLED "GEOTECHNICAL ENGINEERING DESIGN STUDY NEW SNOHOMISH COUNTY COURTHOUSE" NO. 17960-04DATED MARCH 24, 2015, PREPARED BY HART CROWSER, INC. REFER TO THIS REPORT FOR ALL GEOTECHNICALREQUIREMENTS AND ANTICIPATED CONDITIONS BELOW GRADE.

COLUMN DOWELS SHALL BE INSTALLED WITH A TEMPLATE TO HOLD BARS IN THE PROPER POSITION AND SHALL BE PLACEDWITH A TOLERANCE OF +/―1/4 INCH.

SPREAD FOOTINGS: DESIGN SOIL BEARING PRESSURE IS 12,000 PSF AT FOOTINGS WITH A LEAST DIMENSION OF 10'-0" AND7,000 PSF AT FOOTINGS WITH A LEAST DIMENSION OF 5'-0". LINEAR INTERPOLATION OF BEARING PRESSURES IS PERMITTEDBETWEEN 5'-0" AND 10'-0" AND THE DESIGN BEARING PRESSURE IS NOTED IN THE FOOTING SCHEDULE. DESIGN SOILBEARING PRESSURE IS 12,000 PSF AT MAT FOUNDATIONS AND 7,000 PSF AT CONTINUOUS STRIP FOOTINGS. FOOTINGSSHALL BEAR ON SUITABLE UNDISTURBED SOIL AND AND/OR PREPARED BASE MATERIALS APPROVED BY THE GEOTECHNICALENGINEER. WHERE SUITABLE UNDISTURBED SOILS ARE NOT FOUND AT THE SPECIFIED FOOTING ELEVATION, OVER-EXCAVATE TO THE DEPTHS REQUIRED BY THE GEOTECHNICAL ENGINEER AND REPLACE MATERIALS WITH STRUCTURALFILL, LEAN CONCRETE, OR PROVIDE OTHER PREPARATION AS DIRECTED BY THE GEOTECHNICAL ENGINEER TO ACHIEVE THEREQUIRED BEARING CAPACITY.

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ISOMETRIC VIEWS


DESIGN

DEVELOPMENT

7NORTHEAST ISOMETRIC VIEW

20SOUTHEAST ISOMETRIC VIEW

17SOUTHWEST ISOMETRIC VIEW

10NORTHWEST ISOMETRIC VIEW

NOTES:

1. 3D VIEWS (INCLUDING ISOMETRIC, PERSPECTIVES, ETC) AREPROVIDED FOR REFERENCE PURPOSES ONLY. IN THE EVENTOF ANY DISCREPANCIES BETWEEN INFORMATION PRESENTEDBY BOTH A 3D VIEW AND BY A NON-3D VIEW WITHIN THECONSTRUCTION DOCUMENTS, THE NON-3D VIEW SHALLGOVERN IN ALL CASES.

INFORMATION PRESENTED BY 3D VIEWS, BUT NOT PRESENTEDELSEWHERE IN THE CONSTRUCTION DOCUMENTS, IS NOTINTENDED TO BE PART OF THE CONSTRUCTION DOCUMENTS.

LOAD MAP NOTES:

1. LIVE LOADS MARKED (R) ARE REDUCIBLE IN ACCORDANCE WITH THE BUILDING CODE.

2. SUPERIMPOSED DEAD LOADS ARE IN ADDITION TO THE SELF-WEIGHT OF THE STRUCTURE.

3. SEE FRAMING PLANS FOR DESIGN LOAD OF SPECIFIC ITEMS SUCH AS ELEVATORS, ESCALATORS, AND MECHANICAL / ELECTRICAL EQUIPMENT.

4. CORRIDORS ABOVE AND BELOW LEVEL 2 (ENTRY LEVEL) ARE DESIGNEDFOR 80 PSF LIVE LOAD.

LOAD MAP KEY:

E

* *

NUMBER INDICATES SUPERIMPOSED DEAD LOAD MARK

LETTER INDICATES LIVE LOAD MARK

INDICATES CLADDING LOAD IN POUNDS PER SQUARE FOOT OFSURFACE AREA. SEE "CLADDING LOAD NOTES" DETAIL AT THEEND OF LOAD MAPS.

1

POINT LOAD FROMSTAIR STRINGERAT EA POINT

MID HEIGHTSTAIR LANDING

AT BLDG LVLELEVATIONS POINTLOAD OCCURSON SLAB EDGE

NOTES:

1. STAIR LOADS ASSUMED TO BE:LIVE LOAD = 100 PSFSUPER IMPOSED DEAD LOAD = 50 PSFNOTIFY STRUCTURAL ENGINEER IF ACTUAL SDL EXCEEDS THE LOAD ABOVE

2. STAIR ATTACHMENT SHALL NOT APPLY LATERAL LOAD OR MOMENT TO STEEL BEAMS.

CONC SLABOR BM

CONC SLAB

STEEL BM

CLADDING ATTACHMENT SHALLNOT APPLY LATERAL LOAD ORMOMENT TO STL BMS.ALTERNATIVELY, CONTRACTORMAY DESIGN AND INSTALL DIAGONALKICKER BRACE TO BRACE BOTTOMFLANGE.

P = CLADDING DEADLOAD OF XXX PSFTIMES STORYHEIGHT ABOVE UNOON LOAD MAPS.SEE "LOAD MAP NOTESAND DESIGNATIONS"

NOTES:

1. REFER TO GENERAL NOTES, "EXTERIOR CLADDING" FOR ADDITIONAL INFORMATION.

2. STRUCTURE IS DESIGNED FOR THE EQUIVALENT UNIFORM LOAD CORRESPONDING TO THE ANTICIPATED WEIGHT OF THE CLADDING SYSTEM. CLADDING ATTACHMENTS WILL APPLY CONCENTRATED LOADS TO THE STRUCTURE. CONTRACTOR SHALL SUBMIT TYPICAL CLADDING ATTACHMENT DETAILS FOR REVIEW AND COMMENT PRIOR TO PREPARATION OF DETAILED CLADDING SUBMITTAL.

P = CLADDING DEADLOAD OF XXX PSFTIMES STORYHEIGHT ABOVE UNOON LOAD MAPS.SEE "LOAD MAP NOTESAND DESIGNATIONS"

CLADDING HORIZONTALLOAD APPLIED TO SLAB

CLADDING ATTACHMENTSHALL NOT APPLYMOMENT TO SLABEDGE

CONCRETE

STEEL

CLADDING HORIZONTALLOAD APPLIED TO SLAB

CLADDING ATTACHMENTSHALL NOT APPLYMOMENT TO SLABEDGE

a a

FIELD +/- 29 PSF

-53 PSF,+29 PSFTYP AT EDGE

BASE

ROOF

BUILDING ELEVATION

NOTES:

1. WIND LOADS FOR COMPONENTS AND CLADDING ARE DETERMINED IN ACCORDANCE WITH IBC 2012 SECTION 1609 / ASCE 7-10 SECTION 30.6.

2. EXTERIOR COMPONENTS AND CLADDING SHALL BE DESIGNED TO ACCOMMODATE WORST CASE WIND LOADS SHOWN. ALTERNATIVELY, WIND LOADS MAY BE DETERMINED DIRECTLY FROM THE PROVISIONS OF IBC 2012 SECTION 1609 / ASCE 7-10 USING THE WIND LOAD CRITERIA NOTED IN THE "GENERAL NOTES."

3. METHOD OF APPLICATION AND MODIFICATION FACTORS APPLICABLE FOR CORNERS, OVERHANGS, ETC SHALL BE DETERMINED PER ASCE 7-10 BY THECLADDING DESIGNER. REFER TO "GENERAL NOTES" FOR ADDITIONAL INFORMATION AFFECTING CLADDING DESIGN, AND CONNECTION TO

THE STRUCTURE.

4. INWARD (POSITIVE) PRESSURE ACTS TOWARDS THE BUILDING SURFACE AND OUTWARD (NEGATIVE) PRESSURE ACTS AS SUCTION ON THE BUILDINGSURFACE.

5. PRESSURES ARE CALCULATED USING THE MINIMUM EFFECTIVE WIND AREA (10 SQUARE FEET).

6. EDGE PRESSURES SHALL BE USED FOR A DISTANCE "a" FROM THE BUILDING'S CORNERS, WHERE "a" IS 10% OF THE LEAST HORIZONTAL DIMENSION, BUT NOT LESS THAN 3 FEET. "a" IS USED FOR OUTWARD PRESSURES ONLY.

7. NET PRESSURE TO ALL PARAPETS IS 86 PSF.

ROOF PLAN

NOTES:

1. SEE NOTES IN "COMPONENTS AND CLADDING WIND PRESSURE DIAGRAM" DETAIL.

CORNER

EDGE

FIELD -43 PSF

EDGE -67 PSF, TYP AT EDGE AND EDGE OVERHANGS

CORNER-67 PSF, TYP AT CORNER-80 PSF, TYP AT CORNER OVERHANGS

CORNER

CORNER

ED

GE

ED

GE

"a,"

TY

P

2a, TYP

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LOAD MAPS


DESIGN

DEVELOPMENT

LIVE LOAD (LL) DESIGNATIONS

MARK USE LIVE LOAD (PSF)

A LOBBY / ASSEMBLY 100

B OFFICE 80 [60 (R) + 20 PARTITION]

C COURTROOM 80 (R)

D FILE STORAGE 300

E CORRIDOR 100 (SEE NOTE 4)

F ROOF 25

G PARKING 40

H MECH / STORAGE 125

J LOADING DOCK/ SALLY PORT 250

K HOLDING CELLS 40 (R)

L FIRE TANK -

SUPERIMPOSED DEAD LOAD (SDL) DESIGNATIONS

MARK TYPETOTAL SDL

(PSF)CEILING/MEPLOAD (PSF)

FLOORFINISH LOAD

(PSF)SPECIAL

LOAD (PSF)SPECIAL LOADDESCRIPTION

1 TYP INT 20 15 5 - -

2 TYP INT W/ HEAVY FIN 45 15 30 - -

3 TYP INT W/ RAISED FL 30 15 5 10 ACCESS FL

4 ROOF 25 15 - 10 ROOFING

5 GREEN ROOF 65 15 - 50 GREEN ROOFTRAYS

6 MECH ROOF 65 15 - 50 ROOFING & PADS

7 HOLDING 130 15 5 110 CMU PARTITIONS

8 LIGHT FINISHES 5 5 - - -

9 FIRE TANK 625 - - 625 10'-0" WATER

10 TYP INT W/ BU SLAB ANDHEAVY FIN

105 15 30 60 BU SLAB

11 TYP INT W/ BU SLAB 80 15 5 60 BU SLAB

10LOAD MAP NOTES AND DESIGNATIONS

8STAIR LOADS

20CLADDING LOAD NOTES

19COMPONENTS AND CLADDING WIND PRESSURE DIAGRAM

17ROOF WIND UPLIFT PRESSURE DIAGRAM

1 7 8

A

H

K

E

7

8

8 D 8L 9

H 8

P-A

J 8

H 8

H 8

ELEV REACTION

LL = 65k

ELEV REACTION

LL = 65k

ELEV REACTION

LL = 65k

ELEV REACTION

LL = 65k

C.7

1 7 8

A

F

40 x16'-8"

40

x16'-8"

15 x16'-8"

E 2

E 1

B 1

B 1

C 1

K 7

C 1C 1

B 1B 1

B 1

B 1

B 1

A 1

D 1

P-B

P-A

H 8

H 8

E 8

G 8

C.7

ADD 40 PSF SDL FOR

CONC SLOPE TO DRAIN

10' -

0"

10' -

0"

000 10' 20' 40'

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LOAD MAPS


DESIGN

DEVELOPMENT

1" = 20'-0"13LEVEL B1 LOAD MAP

1" = 20'-0"15LEVEL 01 LOAD MAP

1 7 8

A

F

A

B

E

D

D

D

40 x16'-8"

40

x16'-8"

15

x16'-8"

15 x16'-8"

1

E 1

1

15 x33'-4"

10

1 1

D 1

D 1

1

E 2

C.7

1 7 8

A

F

B 1

E 1

B 1 B 1B 1

C 1 K 7 C 1 C 1 K 7

A 2

E 2

C 1

15 x16'-8"

40 x16'-8"

40

x16'-8"

B 1

15

x16'-8"

B 1

D 1 D 1

B 1

F 4

C.7

1 7 8

A

F

F

B 1

E 1

B 1B 1 B 1

C 1 K 7 C 1 C 1 K 7

A 2

E 2

15 x16'-8"

40 x16'-8"

15 x16'-8"

40

x16'-8"

5

F 4

C 1

B 1

A 10

C.7

1 7

A

B 1

E 1

B 1B 1 B 1

C 1 K 7 C 1 C 1 K 7

A 2

E 2

C 1

15 x16'-8"

40 x16'-8"

15 x16'-8"

40

x16'-8"

C 3

C.7

000 10' 20' 40'

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LOAD MAPS


DESIGN

DEVELOPMENT





1 7

A

B 1

E 1

B 1B 1 B 1

C 1 K 7 C 1 C 1 K 7

A 2

E 2

C 3

15 x16'-8"

40 x16'-8"

15 x16'-8"

40

x16'-8"

C 1

C.7

1 7

A

A

B

E

E

D

1

1

1

2

E 1

1

F 4

15 x14'-0"

F 4F 4

C.7

1 7

A

A

B

E

E

D

1

11

2

E 1

1

D 1

15 x14'-0"

C.7

1 7

A

H F 56

15 x14'-0"

15 x6'-0"

C.7

H 11

H 11

000 10' 20' 40'

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LOAD MAPS


DESIGN

DEVELOPMENT




1" = 20'-0"20ROOF LOAD MAP

1 7

A

F 4

F 4

F 4

C.7

000 10' 20' 40'

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LOAD MAPS


DESIGN

DEVELOPMENT

1" = 20'-0"8PENTHOUSE LOAD MAP

1 2 3 4 5 6 7 8

A

B

C

D

1.1

1.1

6.9

6.9

P-B

P-A

1.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.11.4

C.7

REFERENCE DRAWINGS

S-00_ ABBREVIATIONS, DRAWING SYMBOLS, GENERAL NOTESS-01_ LOAD MAPSSF-1__ PLANSS-2__ CORE WALL, BRACED FRAME AND TRUSS ELEVATIONS,

AND DETAILSS-4__ TYPICAL DETAILS AND SCHEDULESS-50_ CONCRETE SECTIONS AND DETAILSS-55_ STEEL SECTIONS AND DETAILS

NOTES

1. REFERENCE FLOOR ELEVATION IS -33'-4". TOP OF SLAB ON GRADEIS AT THE REFERENCE ELEVATION UNLESS NOTED OTHERWISE.

2. SLAB ON GRADE IS 4 INCHES THICK, UNLESS NOTED OTHERWISE.REINFORCE PER TYPICAL SLAB ON GRADE DETAILS. SLAB ONGRADE SHALL BE PLACED ATOP COMPACTED STRUCTURAL FILL INACCORDANCE WITH THE GEOTECHNICAL REPORT.

3. ( ) INDICATES TOP OF FOOTING ELEVATION. ALL FOOTINGS SHALLBEAR ON UNDISTURBED SUBGRADE IN ACCORDANCE WITH THEGEOTECHNICAL REPORT, UNLESS NOTED OTHERWISE. TOP OFFOOTINGS AND MAT FOUNDATIONS ARE 1'-0" BELOW TOP OF LOWESTADJACENT SLAB ON GRADE, UNLESS NOTED OTHERWISE.

4. BASEMENT WALLS SHALL BE RESTRAINED AT THE TOP BY THEFIRST FLOOR STRUCTURAL SLAB, AT THE BOTTOM BY THE SLABON GRADE, AND SHALL HAVE REACHED DESIGN STRENGTHPRIOR TO PLACING BACKFILL.

5. "F5" INDICATES FOOTING MARK. SEE FOOTING SCHEDULE FORSIZE AND REINFORCEMENT.

6. SEE ARCHITECTURAL/CIVIL DRAWINGS FOR SIDEWALKS, PAVING,AND SITE DETAILS AT BUILDING EXTERIOR UNLESS NOTEDOTHERWISE.

7. REFERENCE ALL CONSTRUCTION DOCUMENTS FOR SIZE, EXTENT,AND LOCATION OF CONCRETE CURBS, HOUSEKEEPING PADS, CMUWALLS, PLANTER WALLS, BOLLARDS, EDGE ANGLES, AND SLABPENETRATIONS. REINFORCE PER TYPICAL DETAILS.

8. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEELDETAILS AND SCHEDULES.

9. "P4" INDICATES PILASTER MARK. SEE CONCRETE PILASTER SCHEDULEFOR SIZE AND REINFORCEMENT. TOP OF CONCRETE PIER TO ALIGNWITH ADJACENT WALL UNLESS NOTED OTHERWISE.

R

000 5' 10' 20'

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3/32" = 1'-0"



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BASEMENT LEVEL& FOUNDATIONCOMPOSITE PLAN


DESIGN

DEVELOPMENT 3/32" = 1'-0"1BASEMENT LEVEL & FOUNDATION PLAN

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

A

B

C

D

35' -

2"

38' -

0"

29' -

8"

35' -

2"

38' -

0"

29' -

8"

F13F12F12 F13

F13 F12

F8.5

F13.5

F10 F10 F9.5F10

12' - 5"

3'-6" THICK MATTOC = 37' - 0"

4'-6" THICK MATTOC EL = 34' - 4"

15" CONCRETEFDN WALLS, TYP

/1 SF100B

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0" 18' - 0"

13' - 1" 21' - 6"

18"

SW

HS

S

5S-501

5S-501

2'-0" x 2'-0" x 2'-0" SUMP PITREINF PER TYP DETS

2'-0" x 2'-0" x 2'-0" SUMP PITREINF PER TYP DETS

5S-501

24"

SW

, TY

P

TY

P

24"

SW

1.1

1.1

6.9

6.9

STEP FOOTING

8" WALL

1.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.11.4

3' - 0" 7' - 7" 9' - 11 1/2" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 17' - 6 1/2" 3' - 0"

18S-500

WF

4

WF

6

WF6

18S-500

P1

S-502

20

P2

P3

16S-500

P1

WF4B

20S-500

WF4B

20S-500

WF4B

WF

4

18S-500

P1A

P1A

P1A

R RR

RR RR

12' - 5"

11"11"

1' -

1"

14S-502

19S-502

4S-502

9S-502

TY

P

4' -

3"

S-502

20

SIM

3' - 0"3' - 0"

14S-502

4'-6" THICK MATTOC EL = 34' - 4"

11"

11"

1' -

1"

-38' - 4"

TOC

R

12' - 5"

7' -

1"

8' -

10"

12' - 5"

8' -

10"

7' -

1"

10S-503

8" SOG

4' -

5"

-34' - 4"

C.7

16' -

0"

21' -

10"

EQ EQ EQ

( -35' - 4" )

8" SOG

TOC = -31' - 9"

1' -

1"

P4 P4 P4 P4 P4 P4 P4 P4 P4 P4 P4

F10 F18 F18 F10 F10

10S-500

10S-500

10S-500

10S-500 10

S-500

10S-500

10S-500

TOC = -34' - 4"

STEPFTG

SEE TYP STEPSON GRADE DET

12" CONC WALLTYP AT TANK

12' -

0"

6' -

0"

STEP FTG

6' -

0"

STEP FTG

WF

4A WF

4A

3' - 0" 3' - 0"

3' -

0"

3' - 0" 3' - 0"

3' -

0"

3'-0" THICK MATBOT TO MATCHADJ MAT BOF

2"

2"

3' - 4 1/4"

( -35' - 10" ) ( -35' - 10" ) ( -35' - 10" ) ( -35' - 10" ) ( -35' - 4" )

( -37' - 0" ) ( -37' - 0" )

WF3

1' -

5"

1S-503

4S-503

CMU WALLLOC PER ARCH

5"

( -37' - 0" )

WF3 WF3( -37' - 0" ) ( -37' - 0" ) ( -37' - 0" )

WF

4(

-37'

- 0

" )

( -3

5' -

4"

)

( -35' - 4" ) ( -34' - 4" )

3'-0" THICK MATBOT TO MATCHADJ MAT BOF

( -3

5' -

4"

)

( -3

5' -

4"

)

WF4B

WF

4B

WF

4B

WF

4

( -35' - 4" )

( -3

5' -

4"

)

( -3

5' -

4"

)

( -3

5' -

4"

)

( -35' - 4" )

10S-503


1' -

0"

R

SIM

TOC = -29' - 0"

TYP8" WALL

TOC = -38' - 4"

TOC = -38' - 4"

TYP8" WALL

12" SOG AT PIT

12" SOG AT PIT

TOC = -38' - 4"

12" SOG AT PIT

TY

P8"

WA

LL

3S-503

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



B

A

Key Plan

5/2

1/2

015 1

1:4

5:4

3 A

M

05.22.2015

98372.03

SF100A

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

BASEMENT LEVEL& FOUNDATIONPLAN - SECTOR A


DESIGN

DEVELOPMENT 1/8" = 1'-0"1BASEMENT LEVEL & FOUNDATION PLAN - SECTOR A

NOTES:

1. SEE SF-100 FOR NOTES.

1 2 3 4 5 6 7 8

A

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0" 18' - 0"

/1 SF100A

1.1 6.9

STEP FOOTING

8" SOG

20' - 0" 18' - 0" 13' - 0"

F5.5

F5.5

F5.5F5.5

F5.5

P-B

P-A

24' -

0"

50' -

4"

WF4

WF

4

18S-500

SIM

3' - 0"3' - 0"


WF

3

8" WALL

22' - 2"

3

S-503

10S-504

15S-504

3' -

7"

15" CONC FDN WALL, TYP

TOC PER ARCH

( -37' - 0" )

( -37' - 0" )

12" WALL

3S-503

2S-503

CMU WALLLOC PERARCH, TYP

WF

3

( -37' - 0" ) ( -37' - 0" )

17S-500

17S-500

( -37' - 0" )

( -3

7' -

0"

)

15' - 0"

WF4 ( -39' - 6" )

STEP FOOTING

WF4

( -3

9' -

6"

)W

F4

12' -

0"

STEP FTGWF PER "TYP MINCONC WALL FTG"( -37' - 0" )

8" CONCWALL

WF PER "TYP MINCONC WALL FTG"

8" CONCWALL

( -3

7' -

0"

)

W14x61BASE PL1x16x1'- 4"

TYPE 1 (A36)

W14x61W14x61

W14x61

W14x61

BASE PL1x16x1'- 4"TYPE 1 (A36) BASE PL1x16x1'- 4"

TYPE 1 (A36)

BASE PL1x16x1'- 4"TYPE 1 (A36)

BASE PL1x16x1'- 4"TYPE 1 (A36)


( -37' - 0" )

STEP FTG

STEP FTG

( -39' - 6" )

( -38' - 0" )

TOC = -35' - 4"

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



B

A

Key Plan

5/2

1/2

015 1

1:4

5:4

5 A

M

05.22.2015

98372.03

SF100B

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

BASEMENT LEVEL& FOUNDATIONPLAN - SECTOR B


DESIGN

DEVELOPMENT 1/8" = 1'-0"1BASEMENT LEVEL & FOUNDATION PLAN - SECTOR B

NOTES:


5 6

C

D

5.1 5.2

C.7

#10 @ 6" EW1ST LAYER

5' - 6" 5' - 6"

B3B3

B2

HOOK BOT BARSAT EDGE IN THIS REGION

5' -

0"

5 6

C

D

5.1 5.2

C.7

#10 @ 12" EWHOOK AT EDGES

#7 @ 24" VERT EW

#7 @ 12" VERT EW

T2

#7 @ 12" VERT N-S#7 @ 24" VERT E-W

5' -

0"

2 3

C

D

2.1 2.2

C.7

#10 @ 6" EW1ST LAYER

B1 B1

B2

HOOK BOT BARSAT EDGE IN THIS REGION

5' - 6" 5' - 6"

5' -

0"

2 3

C

D

2.1 2.2

C.7

#10 @ 12" EW TOPHOOK AT EDGE

#7 @ 24" VERT EW

#7 @ 12" EW

#7 @ 12" VERT EW

T1

#7 @ 12" VERT N-S#7 @ 24" VERT E-W

5' -

6"

4

A

#9 @ 6" EW1ST LAYER

4

A

#6 @ 12" EWHOOK AT EDGE

#7 @ 24" VERT EW

PERIMETER REINF

1ST LAYER E/W TOP

TOP OF MAT

1ST LAYER N/S TOP

1 1/

2"

1ST LAYER E/W BOT

1ST LAYER N/S BOT

CLR3"

LENTON TERMINATOR(OR APPROVED EQUIV)IN LIEU OF HOOK ATCONTR'S OPTION

VERT REINFPER PARTIALPLAN

MAT REINFORCEMENT DIAGRAM

PLAN E/W DIRECTION

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

1:4

5:4

7 A

M

05.22.2015

98372.03

SF100R

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

MAT FOUNDATIONPARTIAL PLANS


DESIGN

DEVELOPMENT

1/8" = 1'-0"14EAST MAT PARTIAL PLAN

1/8" = 1'-0"9WEST MAT PARTIAL PLAN

1/8" = 1'-0"19NORTH MAT PARTIAL PLAN

BOTTOM REINFORCING TOP AND VERTICAL REINFORCING



MAT REINFORCEMENT NOTES

1. SEE GENERAL NOTES FOR GENERAL REINFORCING REQUIREMENTS.

2. MAT REINFORCING SHALL BE PLACED IN THE SEQUENCE INDICATED PER"MAT REINFORCEMENT DIAGRAM" BELOW.

3. WHERE TOP REINFORCING IS INTERRUPTED BY BLOCKOUTS, HOOK BARSAND PLACE EQUIVALENT REINFORCING EITHER SIDE OF OPENINGS. SUBMITLOCATIONS TO ENGINEERS FOR REVIEW.

4. PROVIDE TYPICAL REINFORCING EACH WAY IN 1ST LAYER, BARS SHOWNARE IN ADDITION TO TYPICAL REINFORCING. ALL ADDITIONAL REINFORCINGTO BE PLAED IN 1ST LAYER UNLESS NOTED OTHERWISE.

5. AT CONTRACTOR'S OPTION, REINFORCEMENT MAY BE MECHANICALLYCOUPLED. MECHANICAL COUPLERS SHALL HAVE CAPACITY TO RESIST125% OF REBAR YIELD STRENGTH. #14 AND #18 BARS SHALL BEMECHANICALLY COUPLED.

6. TOP AND BOTTOM MAT REINFORCEMENT TO HAVE MINIMUM FY = 75 KSI.

MAT BOTTOM REINFORCING SCHEDULE

MARK REINFORCING REMARKS

B1 #10 x 13'-0" @ 12" -

B2 #9 x 12'-0" @ 12" -

B3 #8 x 12'-0" @ 12" -

MAT TOP REINFORCING SCHEDULE


T1 #10 x 12'-0" @ 6"

T2 #9 x 12'-0" @ 6"

1 2 3 4 5 6 7 8

A

B

C

D

E

F

1.1

1.1

6.9

6.9

P-B

P-A

1.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

F.5

1.4

C.7

NOTES

1. REFERENCE FLOOR ELEVATION IS -16'-8". TOP OF SLAB ON GRADEIS AT THE REFERENCE ELEVATION UNLESS NOTED OTHERWISE.REFERENCE TOP OF STRUCTURAL STEEL IS 6 1/2 INCHES BELOWTHE REFERENCE FLOOR ELEVATION, UNLESS NOTED OTHERWISE.SEE ARCHITECTURAL DRAWINGS FOR TOP OF FINISHED FLOORELEVATION.

2. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEELELEVATIONS. WHERE BEAMS OR BEAMS AND COLUMNS INTERSECT,MATCH TOP OF STEEL UNLESS NOTED OTHERWISE.

4. INDICATES DIRECTION OF STRUCTURAL SLAB.THE STRUCTURAL SLAB IS 3 1/2 INCHES OF CONCRETE ON3-INCH COMPOSITE STEEL DECK. REINFORCE PER THE TYPICALDETAILS. REINFORCING SHOWN ON THE PLAN IS IN ADDITIONTO THIS REINFORCING.

3NW

R

REFERENCE DRAWINGS



4. SLAB ON GRADE IS 4 INCHES THICK, UNLESS NOTED OTHERWISE.REINFORCE PER TYPICAL SLAB ON GRADE DETAILS. SLAB ONGRADE SHALL BE PLACED ATOP COMPACTED STRUCTURAL FILL INACCORDANCE WITH THE GEOTECHNICAL REPORT.

5. ( ) INDICATES TOP OF FOOTING ELEVATION. ALL FOOTINGS SHALLBEAR ON UNDISTURBED SUBGRADE IN ACCORDANCE WITH THEGEOTECHNICAL REPORT, UNLESS NOTED OTHERWISE. TOP OFFOOTINGS AND MAT FOUNDATIONS ARE 1'-0" BELOW TOP OF LOWESTADJACENT SLAB ON GRADE, UNLESS NOTED OTHERWISE.

6. "F5" INDICATES FOOTING MARK. SEE FOOTING SCHEDULE FORSIZE AND REINFORCMENT.

7. BASEMENT WALLS SHALL BE RESTRAINED AT THE TOP BY THEFIRST FLOOR STRUCTURAL SLAB, AT THE BOTTOM BY SLABON GRADE, AND SHALL HAVE REACHED DESIGN STRENGTHPRIOR TO PLACING BACKFILL.

8. SEE ARCHITECTURAL/CIVIL DRAWINGS FOR SIDEWALKS, PAVING,AND SITE DETAILS AT BUILDING EXTERIOR UNLESS NOTEDOTHERWISE.

9. REFERENCE ALL CONSTRUCTION DOCUMENTS FOR SIZE, EXTENT,AND LOCATION OF CONCRETE CURBS, HOUSEKEEPING PADS,CMU WALLS, PLANTER WALLS, EDGE ANGLES, AND SLABPENETRATIONS. REINFORCE PER TYPICAL DETAILS.

10. "P4" INDICATES PILASTER MARK. SEE CONCRETE PILASTERSCHEDULE FOR SIZE AND REINFORCMENT. TOP OF CONCRETEPIER TO ALIGN WITH ADJACENT WALL UNLESS NOTED OTHERWISE.


000 5' 10' 20'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



3/32" = 1'-0"



B

A

Key Plan

5/2

1/2

015 1

1:4

5:4

9 A

M

05.22.2015

98372.03

SF101

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

LEVEL 1COMPOSITE PLAN


DESIGN

DEVELOPMENT 3/32" = 1'-0"1LEVEL 1 FRAMING PLAN

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

A

B

C

D

E

F

7' -

0"

10' -

0"

34' -

2"

35' -

2"

38' -

0"

29' -

8"

R

R

HS

S

HS

S

R

R

RR R

HS

SW18x35 W21x44W18x35

W18x35 W18x35

W18x35 W10x19

W21

x44

W24

x55

W24

x55

W24

x55

W21

x50

W21

x50

W24

x76

W24

x76

W27

x84

W27

x84

W27

x84

W24

x62

W21

x44

W21

x44

W18x35

M

3NW

W18x35

W18x35

W18x35

W18x35

W18x40

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W21x44

W21x44

W21x44

W21x44

W21x44

W21x44

W18x35 W21x50W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W10x19

W10x19

W10x19

W10x19

W10x19

W10x19

W10x19

W21x44

W18x40

W18x35

W18x35

W18x35

/1 SF101B

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0" 18' - 0"

HS

S

HS

S

W10x19

W12

x19

W10x19

W14

x22

W14

x22

HSS14x6x1/4HSS14x6x1/4

1.1

1.1

6.9

6.91.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

F.5

1.4

3' - 0" 7' - 7" 9' - 11 1/2" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 17' - 6 1/2" 3' - 0"

M

M

W10x19

F9.5 F9.5 F9.5

18S-500

16S-500

20

S-500

18' -

0"

8S-500

8S-500

20

S-500

20' - 1"W16x26 W16x26

15" CONC FDN WALLS,TOW EL - 9'-8"

3' - 0"3' - 0"

1S-550

W16x26W21x44 W21x44 W16x26

WF4

P1A

P1A

15" FDN WALLS, TYP

C.7

21' -

10"

4" SOG

8" SOG

P110S-500

10S-500

M

2" SLABDEPRESSION

2" SLABDEPRESSION

TOC EL = -21' - 2"

STAIRS PER TYPBU SLAB DET

WF

4A

WF

4

STEP FTG

WF

4A

STEP FTG

M

15S-504

W12

x19


M

M M

M

M

8" WALL ONTYP MIN FTG

9S-500

TOC PER ARCH

2' -

0"

4" SOG

HSS HSS

R R

FEATURE STAIR

STRUCTURE TBD.

SEE S-001 FOR

ASSUMED QUANTITIES

1' -

5"

STEP FTG

( -2

4' -

4"

)

10S-500

10S-500

10S-500

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



B

A

Key Plan

5/2

1/2

015 1

1:4

5:5

1 A

M

05.22.2015

98372.03

SF101A

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

LEVEL 1 FRAMINGPLAN - SECTOR A


DESIGN

DEVELOPMENT 1/8" = 1'-0"1LEVEL 1 FRAMING PLAN - SECTOR A

NOTES:


1 2 3 4 5 6 7 8

A

/1 SF101A

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0" 18' - 0"

1.1 6.9

4" SOG

8" SOG

8" SOG

P-B

P-A

24' -

0"

50' -

4"

3NW

TOW EL = -9' - 8"

TOW = -15' - 8"

TOW = -15' - 8"

WF4

WF

4

1S-550

TOC = -20' - 0"

TOC = -20' - 0"

TOW = -19' - 8"

TOW = -15' - 8"

TOW = -19' - 8"

TOW = -15' - 8"

W24x55

[ -6" ]

W24x68

[ -6" ]

W24x55

[ -6" ]

W27x84

[ -6" ]

W24x68

[ -6" ]

W27x84

[ -6" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x62

[ -1/

2" ]

[ -6"

]

W24

x68

[ -1/

2" ]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

W14

x22

[ -6"

]

M

M

M

3' - 0" 3' - 0"

10S-504

15S-504

2"

16' -

7 7

/8"

17S-500

WF4( -25' - 6" ) ( -28' - 6" )

15' - 0" STEP FTG

( -2

5' -

6"

)

WF3 ( -25' - 6" )

WF3

WF3

( -25' - 6" )

( -25' - 6" )

TOC PER ARCH

10S-500

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



B

A

Key Plan

5/2

1/2

015 1

1:4

5:5

2 A

M

05.22.2015

98372.03

SF101B

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

LEVEL 1 FRAMINGPLAN - SECTOR B


DESIGN

DEVELOPMENT 1/8" = 1'-0"1LEVEL 1 FRAMING PLAN - SECTOR B

NOTES:


NOTES

1. REFERENCE FLOOR ELEVATION IS 0'-0". REFERENCE TOPOF STRUCTURAL STEEL IS 6 1/2 INCHES BELOW THEREFERENCE FLOOR ELEVATION, UNLESS NOTED OTHERWISE.SEE ARCHITECTURAL DRAWINGS FOR TOP OF FINISHED FLOORELEVATION.




R

3NW

REFERENCE DRAWINGS



1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

A

B

C

D

E

F

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0" 18' - 0"

7' -

0"

10' -

0"

34' -

2"

35' -

2"

38' -

0"

29' -

8"

R R

R

R

R

R

RR R

HS

S

HS

S

HSSHSS

HS

S

W18x35 W21x44W18x35

W18x40 W18x35

W21x44

W10x19

W21

x44

W27

x84W

27x8

4

W24

x55

W24

x55

W24

x55

W24

x55

W24

x55

W24

x68

W24

x68

W27

x84

W27

x84

W30

x116

W27

x84

W27

x84

W27

x84

W18

x40

W18x35

3NW

W16x26W16x26 W16x26

W16x26

3NW

W10x19

W16x31

W30x90W30x90W30x90

W24x55

W18x35

W18x35

W18x35

W18x40

W18x40

W18x40W16x26

W16x26

W16x26 W33x130 W10x19

W18x35

W18x35

W18x35

W18x35

W18x35

W21x44

W21x44

W21x44

W21x44

W21x44

W18x35

W18x35

W18x40

W21x44

W21x44

W21x44

W21x44

W21x44

W21x44

W24x55

W10x19

W10x19

W10x19

W10x19

W10x19

W10x19

W10x19

W10x19

W24x62

W21x44

W18x35

W18x35

W24

x55

W18

x40

W12x22

W30x90 W30x90

W16x26

W30x99 W18x35 W10x19 W10x19

W12x22 W16x31 W18x40

W10x19

W18x35

W16x26

W30

x108

W33

x118

W33

x118

W21x50

W18x40

M M

W16x26

W18x40

W18x40

W18x40

W18x40

W18x40

W18x40

W18x40

W18x40

W18x40

W18x40

M

W30

x90

W30

x90

W33

x118

W33

x118

W30

x99

W30

x90

W30

x90

W30

x90

W30

x90

W30

x90

W30

x90

W33

x130

W30x90

W18x40

W18x40

W18x40

W18x40

W18x40

W18

x35

W18

x35

W14

x22

W21x44W18x35

W14

x22

W18x35 W21x44

W10

x19

W10x19W14

x22

W14

x22

W16

x26

W16

x26

[ -12

" ]

[ -12" ]

[ -12

" ]

[ -12

" ]

[ -12" ] [ -12" ]

[ -12

" ]

[ -12

" ]

[ -12

" ]

[ -12

" ]

[ -12" ]

[ -12

" ]

[ -12

" ]

[ -12" ]

[ -12" ]

[ -12

" ]

[ -12

" ]

[ -12" ]

[ -12

" ]

[ -12

" ]

[ -12" ]

[ -12

" ]

HSS

HS

S

HSS14x6x1/4

HS

S

HSS14x6x1/4

W10x19

W10

x19

W10x19

W10

x19

MW30x90MW30x90W30x90

[ -12" ]

BU SLABPER TYP DETS

W16

x26

1.1

1.1

6.9

6.9

3S-550

1.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

F.5

1.4

3' - 0" 7' - 7" 9' - 11 1/2" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 17' - 6 1/2" 3' - 0"

M

M

M

W16x26

W10x19

HSS

16S-500

8S-500

HSS8x8x1/4BASE PLTYPE 5TYP (3) LOC

CL

W30

x99

W12x22

3' - 0"3' - 0"

1' - 0"

M

[ -12" ]

M

[ -12" ]

M

[ -12" ]

W10x19

[ -12" ]

W12

x22

C.7

21' -

10"

W16x26

W21x44

W10x19

W21x44

W21x44

10S-501

2' -

0"

M

BU SLAB PER TYP DETS,SLOPE PER ARCH

W14

x22

HSS10x10x3/8

HSS10x6x3/8BASE PLTYPE 5TYP, UNO

M

M M

M

M

M

[ -12" ]

M M

W12

x22

M

W30

x108

W14

x22

W30x90[ -12" ]

W30x90[ -12" ]

18S-550

2" SLAB DEPRESSIONIN BU SLAB, PER ARCH

9S-500

FEATURE STAIR

STRUCTURE TBD.

SEE S-001 FOR

ASSUMED QUANTITIES

BASE PL TYPE 5

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

1:4

5:5

4 A

M

05.22.2015

98372.03

SF102

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

LEVEL 2 FRAMINGPLAN


DESIGN


NOTES





R

3NW

5. ROOF DECK IS A MINIMUM 1 1/2 INCH x 20 GAUGE STEEL DECKING. DECKING ISTO BE INSTALLED IN MINUMUM TWO SPAN CONDITIONS. DECKINGCONDITIONS ARE TO BE AS FOLLOWS:

SIDE LAPS SEAM CONNECTIONS ARE TOP SEAM WELDS AT 18 INCHESMAXIMUM OR #10 SELF-DRILLING SCREWS AT 12 INCHES MAXIMUM.

CONNECTION TO SUPPORTING FRAMING SHALL BE 3/4 IN PUDDLE WELDSAT EACH FLUTE OR HILTI X-ENP-19 L15 FASTENERS AT EACH FLUTE.

CONNECTION TO FRAMING BELOW AND IN LINE WITH FLUTE SHALL BE 3/4INCH PUDDLE WELDS AT 18 INCHES MAXIMUM OR HILTI X-ENP-19 L15FASTENERS AT 18 INCHES MAXIMUM.

BUTTON PUNCH OF SIDE LAP CONNECTIONS IS NOT PERMITTED.

USE SPECIFIED WELDS WHEN STEEL THICKNESS PRECLUDES USEOF FASTENERS.

REFERENCE DRAWINGS



1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

A

B

C

D

E

F

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0" 18' - 0"

7' -

0"

10' -

0"

34' -

2"

35' -

2"

38' -

0"

29' -

8"

R R

R

R

R

R

RR R

3NW

HSS HSS

HS

SH

SS

HS

S

W24

x55

W24

x62

W24

x55

W24

x68

W24

x76

W24

x62

W21

x44

W27

x84

W18

x35

W18x40

W24

x76

W18x35

W18x35

W18x35

W18x35

W18x40

W18x40

W16x31

MW10x19

W18x35

W16x31

W16x31

W16x26 W18x40 W21x44W24x55

W21x44

W21x44

W21x44

W21x44

W21x44

W21x44

W21x44

W21x50

W18x35

W18x40

W10x19

W10x19

W10x19

W10x19

W10x19

W10x19

W10x19

W10x19

W18x35

W18x40

W18x35

W18x40

W18x40

W21

x44

W18x35

W16x26

W16x26

W12x19

W12x19 W16x26

W16x26

W16

x26

W12x19

W10x19

W18x35

W21x44

W21x44

W10x19

W10x19

W10x19W

40x1

49

W36

x135

W36

x135

W30

x90

W18x35 W18x35 W18x35

W18x35 W18x35 W18x35

W18x40 W18x40 W18x40

W18x40 W18x40 W18x40

W18x40 W18x40 W18x40

W18x40 W18x40 W18x40

W16x26

W16x26 W16x26 W27x84 M M

W16x26

HSS

W27

x84

W16

x26

W16

x26

W16x26 W14

x22

W14

x22

M

W10x19

W14

x22

W14

x22

W14

x22

W16x26 W16x26

W18x35

HS

S

HSS14x6x1/4

W27

x84

W27

x84

W12

x19

W24

x55

W16x31W16x26

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W16x31

W18x35

W18x35

M

W14

x22

W14

x22

W27

x84

W18x35

W16

x26

W18

x35

W14

x22

W14

x22

W18x35 W14

x22

W27

x84

W27

x84

W21

x44

W24

x62

W12

x19

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

HS

S

HSS14x6x1/4

1 1/4"ø ROD

1.1

1.1

6.9

6.91.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

F.5

1.4

3' - 0" 7' - 7" 9' - 11 1/2" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 17' - 6 1/2" 3' - 0"

7' -

2 1

/4"

7' -

4 1

/4"

6' - 6 7/8" 10' - 8 3/4"

1' - 0"

HSS16x4x5/16

M

W14

x22

W14

x22

M

M

M

HSS

W10x19

3' - 0" 3' - 0"

1 1/2" ROOFDECK

HS

S8x

8x1/

4

C.7

21' -

10"

8' -

0"

8' -

0"

8' -

0"

W16

x26

17' - 4" 24' - 4"

M

1" 1" 1" 1"

TY

P

3' -

8"

M M

M M

M

HSS8x8x1/4[-3"]

HSS8x8x1/4[-3"]

W16x26 W16x26

M

W12

x19

M M M M

W12

x19


10' -

2"

10' -

2"

W14x22 W14x22

HSS6x4x1/4[-3"]

12' - 4"

3' -

0"

20' -

8"

HS

S8x

8x3/

8

[ -3"

]

HS

S8x

8x3/

8

[ -3"

]

HSS8x8x1/4

[ -3" ]

HSS8x8x1/4

[ -3" ]

HS

S8x

8x1/

4

[ -3"

]

HSS8x8x1/4

[ -3" ]

HSS9x9x3/8

[ -3" ]

HSS8x8x1/4[ -3" ]

HSS9x9x3/8

[ -3" ]

HSS9x9x3/8

[ -3" ]

HSS9x9x3/8

[ -3" ]

HSS9x9x3/8

[ -3" ]

1 1/2" ROOFDECK

FEATURE STAIR

STRUCTURE TBD.

SEE S-001 FOR

ASSUMED QUANTITIES

M

[ -3" ]

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

1:4

5:5

7 A

M

05.22.2015

98372.03

SF103

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

LEVEL 3 FRAMINGPLAN


DESIGN


NOTES





5. SEE SF-110 FOR ROOF DECK REQUIREMENTS.

R

3NW

REFERENCE DRAWINGS



1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

A

B

C

D

E

F

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0" 18' - 0"

7' -

0"

10' -

0"

34' -

2"

35' -

2"

38' -

0"

29' -

8"

R R

R

R

R

R

RR R

3NW

HSS HSS

W18x35

W18x35

W18x35

W21

x48

HSS

HS

SH

SS

HS

S

W24

x55

W24

x55

W24

x55

W24

x68

W24

x68

W21

x44

W18

x40

W27

x84

W18

x35

W18x40

W18x35

W18x35

W18x35

W18x35

W18x40

W18x40

W16x31

MW10x19

W18x35

W16x31

W16x31

W16x26 W16x31 W16x26W16x26

W21x44

W21x44

W21x44

W21x44

W21x44

W21x44

W10x19

W10x19

W10x19

W10x19

W10x19

W10x19

W16x26

W18x35

W18x40

W18x35

W18x40

W18x40

W16x26

W16x26

W21x48

HS

S

HSS14x6x1/4

W27

x84

W27

x84

W12

x19

W24

x55

W16x31W16x26

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W21x50

W27

x84

W24

x76

W18

x40

W21x48

W21x44

W16x31

W16x31

HS

S

HSS14x6x1/4

W16

x26

M

W24x55W24x55 W24x55 W30x90 W24x55 W24x55W24x62W24x55 W24x55 W24x55 W24x55

W24x68

[ -20

1/2

" ]

[ -20

1/2

" ]

[ -20

1/2

" ]

[ -20 1/2" ]

[ -20 1/2" ]

[ -20 1/2" ]

[ -20 1/2" ]

[ -20 1/2" ]

[ -20 1/2" ]

[ -20 1/2" ]

[ -20 1/2" ]

[ -20 1/2" ]

12

S-550

M

W21

x44

HSS

M

W18

x35

W18

x35

W18

x35

W10

x19

W10

x19

W10

x19

W10

x19

M

W10x19

W14

x22

W14

x22

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W10

x19

W10

x19

W10

x19

W10

x19

W18

x35

W18

x35

W10x19

[ -20 1/2" ]

8

S-550

7

S-550

BU SLAB PERTYP DETS, TYP

W16

x26

1.1

1.1

6.9

6.9

4

S-250

W10x19

[ -20 1/2" ]

W10x19

[ -20 1/2" ]

M

TR

US

S T

1

1.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

F.5

1.4

3' - 0" 7' - 7" 9' - 11 1/2" 15' - 5 1/2" 12' - 8" 10' - 0" 12' - 8" 15' - 5 1/2" 10' - 0" 10' - 6 1/2" 17' - 6 1/2" 10' - 0" 15' - 5 1/2" 12' - 8" 10' - 0" 12' - 8" 15' - 5 1/2" 17' - 6 1/2" 3' - 0" 18' - 0"

17' - 4" 24' - 4"

7' - 1 1/2"

W10x19

M

M

M

W18x35

6 S-550/

M

[ -20

1/2

" ]

M

[ -20

1/2

" ]

M

[ -20

1/2

" ]

M

[ -20

1/2

" ]

M

[ -20

1/2

" ]

M

[ -20

1/2

" ]

M

[ -20

1/2

" ]

M

[ -20

1/2

" ]

6 S-550/

6 S-550/

6 S-550/

6 S-550/

6 S-550/

6 S-550/

6 S-550/

6 S-550/

3NW

3NW

3NW

14' -

10"

7' -

10"

3" ROOFDECK

3" ROOFDECK

3" ROOFDECK

15

S-55010

S-550

5

S-550

6' -

2"

W10x22

[ -20 1/2" ]

TYPAT COL

TYP ATLONGCANT

TYPAT BM

C.7

21' -

10"

W18x35

W16x26 W16x26 W16x26 W16x26

MM M

M

M

W21x44

[ -20 1/2" ]

W24x55

[ -20 1/2" ]

M

[ -20 1/2" ]

W24x55

[ -20 1/2" ]

M

[ -20 1/2" ]

W27x84

[ -20 1/2" ]

W24x55

[ -20 1/2" ]

W24x55

[ -20 1/2" ]

W24x55

[ -20 1/2" ]

W10x19

[ -10 1/2" ]

M

[ -10 1/2" ]

W10x19

[ -10 1/2" ]

M

[ -10 1/2" ]

W10x19

[ -10 1/2" ]

W14

x22

[ -20

1/2

" ]

M

[ -10 1/2" ]

M

[ -10 1/2" ]

W10x33

[ -10 1/2" ]

W21x44

[ -20 1/2" ]

W10

x33

[ -10

1/2

" ]

M

[ -10

1/2

" ]

M

[ -10

1/2

" ]

W24

x76

[ -20

1/2

" ]

W27

x94

[ -20

1/2

" ]

W30

x90

[ -20

1/2

" ]

W33

x130

[ -20

1/2

" ]

W33

x130

[ -20

1/2

" ]

W33

x141

[ -20

1/2

" ]

W10x19

[ -20 1/2" ]

W10x19

[ -20 1/2" ]

W10x22

[ -20 1/2" ]

W18x35

[ -20 1/2" ]

M

[ -10

1/2

" ]

W21x44

[ -20 1/2" ]

W21x44

[ -20 1/2" ]

W21x44

[ -20 1/2" ]

W18x40

[ -20 1/2" ]

W18x40

[ -20 1/2" ]

W21x55

[ -20 1/2" ]

W18x40

[ -20 1/2" ]

W18x40

[ -20 1/2" ]

W18x40

[ -20 1/2" ]

W18x40

[ -20 1/2" ]

W18x40

[ -20 1/2" ]

W18x40

[ -20 1/2" ]

W14x22

[ -20 1/2" ]

W10

x22

[ -10

1/2

" ]

W24

x76

[ -20

1/2

" ]

W27

x84

[ -20

1/2

" ]

W27

x84

[ -20

1/2

" ]

W24

x76

[ -20

1/2

" ]

W24

x76

[ -20

1/2

" ]

W14

x22

[ -20

1/2

" ]

W27

x94

[ -20

1/2

" ]

W14

x22

[ -20

1/2

" ]

W27

x94

[ -20

1/2

" ]

W14

x22

[ -20

1/2

" ]

W27

x94

[ -20

1/2

" ]

W14

x22

[ -20

1/2

" ]

W14

x22

[ -20

1/2

" ]

W10

x33

[ -20

1/2

" ]

W27

x178

[ -20

1/2

" ]

W18x40

[ -20 1/2" ]

W12x19

[ -20 1/2" ]

W18

x35

[ -20

1/2

" ]

W18

x35

[ -20

1/2

" ]

W24

x76

[ -20

1/2

" ]

W24

x76

[ -20

1/2

" ]

W24

x62

[ -20

1/2

" ]

W18x40

[ -20 1/2" ]

W18

x35

[ -20

1/2

" ]

W18

x35

[ -20

1/2

" ]

W18

x35

[ -20

1/2

" ]

W18

x35

[ -20

1/2

" ]

M

[ -10 1/2" ]

M

[ -10 1/2" ]

M

[ -10 1/2" ]

M

[ -10 1/2" ]

M

[ -20 1/2" ]

M

[ -20 1/2" ]

M

[ -20 1/2" ]

M[ -10 1/2" ]

W10x19 [ -10 1/2" ] M[ -10 1/2" ]

W10x19 [ -10 1/2" ] M[ -10 1/2" ]

W10x19 [ -10 1/2" ]

M

[ -10 1/2" ]

M

[ -10 1/2" ]

M

[ -10 1/2" ]

M

[ -10 1/2" ]

M

[ -10 1/2" ]

W10x33

[ -10 1/2" ]

W10

x33

[ -10

1/2

" ]

M

[ -10

1/2

" ]

W10x33

[ -10 1/2" ]

M

[ -10

1/2

" ]

M

[ -10

1/2

" ]

W10

x22

[ -10

1/2

" ]

W30

x90

[ -20

1/2

" ]

W10x19

[ -20 1/2" ]

W18x40

[ -20 1/2" ]

W18x40

[ -20 1/2" ]

W10

x19

[ -20

1/2

" ]

W10

x19

[ -20

1/2

" ]

M

[ -10 1/2" ]

W10x19

[ -20 1/2" ]

W10x19

[ -20 1/2" ]

W10

x33

[ -10

1/2

" ]

W10

x33

[ -10

1/2

" ]

M

[ -10

1/2

" ]

M

[ -10

1/2

" ]

W16

x26

[ -20

1/2

" ]

W12

x19

3' - 0" 3' - 0"


10' -

2"

10' -

2"

W10x33

[ -10 1/2" ]

3NW

3NW

M

[ -20

1/2

" ]

M

[ -20

1/2

" ]

15' -

7"

W10x19

[ -20 1/2" ]

6 S-550/

M[-20 1/2"]

4' -

2"

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

1:4

5:5

9 A

M

05.22.2015

98372.03

SF104

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

LEVEL 4 FRAMINGPLAN


DESIGN


NOTES





R

3NW

REFERENCE DRAWINGS



1

1

2

2

3

3

4

4

5

5

6

6

7

7

A

B

C

D

3' - 0" 33' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 33' - 0" 3' - 0"

35' -

2"

38' -

0"

29' -

8"

R R

R

R

R

R

RR R

HSSHSS

W10x19W14

x22

W14

x22

3NW

HSS

HS

SH

SS

HS

S

W24

x55

W24

x55

W24

x55

W24

x68

W24

x68

W21

x44

W27

x84

W18

x35

W18x40

W18x35

W18x35

W18x35

W18x35

W18x40

W18x40

W16x31

MW10x19

W18x35

W16x31

W16x31

W16x26 W16x31 W16x26

W21x44

W21x44

W21x44

W21x44

W21x44

W21x44

W18x35

W18x40

W18x35

W18x35

W18x35

W16x26

W16x26

W21x50

HS

S

HSS14x6x1/4

W27

x84

W27

x84

W12

x19

W24

x55

W16x31W16x26

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W21x50

W27

x84

W30

x99

W21x44

W16x31

W16x31

HS

S

HSS14x6x1/4

W16

x26

M

W18x35M M W18x35 M MW18x35W18x35 W18x35 W18x35 W18x35

W24x68

M

W21

x44

HSS

M

W18

x35

W18

x35

W18

x35

W10

x19

W10

x19

W10

x19

W10

x19

M

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W10

x19

W10

x19

W10

x19

W10

x19

W18

x35

W18

x35

W16

x26

W10x19

W21x50

M M M M M M

1.1

1.1

6.9

6.9

4

S-250

W21x44

[ -8" ]

W21x44

[ -8" ]

W21x44

[ -8" ]

TOC EL = 49' - 4"

M

TR

US

S T

1

1.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

17' - 6 1/2" 15' - 5 1/2" 12' - 8" 10' - 0" 28' - 1 1/2" 10' - 0" 10' - 6 1/2" 17' - 6 1/2" 10' - 0" 15' - 5 1/2" 12' - 8" 10' - 0" 12' - 8" 15' - 5 1/2" 17' - 6 1/2" 3' - 0"

7' -

6"

17' - 4" 24' - 4"

3' - 0"

M

M

M

W18x353NW

M, TYP AT CANT6'

- 2

"

C.7

21' -

10"

1" 9' - 10"1"1"1"1"1"1"1"1"9' - 10" 1"

TY

P

3' -

8"

W16x26W16x26W16x26

W12

x19


MM M

M

M

10' -

2"

10' -

2"

3NW

3NW

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

1:4

6:0

1 A

M

05.22.2015

98372.03

SF105

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

LEVEL 5 FRAMINGPLAN


DESIGN


NOTES





5. SEE LATERAL FRAME ELEVATIONS FOR BEAM SIZES NOT INDICATEDON PLANS.

R

3NW

REFERENCE DRAWINGS



1

1

2

2

3

3

4

4

5

5

6

6

7

7

A

B

C

D

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0"

35' -

2"

38' -

0"

29' -

8"

R R

R

R

R

R

RR R

HSSHSS

W21x44

W30

x90

W21x44

W21x44

TOC EL = 66' - 0"

[ -8" ]

[ -8" ]

[ -8" ]

W10x19W14

x22

W14

x22

[ -8"

]

3NW

HSS

HS

SH

SS

HS

S

W24

x55

W24

x55

W24

x55

W24

x68

W24

x68

W18

x35

W27

x84

W18

x35

W18x40

W18x35

W18x35

W18x35

W18x35

W18x40

W18x40

W16x31

MW10x19

W18x35

W16x31

W16x31

W16x26 W18x35 W16x26

W21x44

W21x44

W21x44

W21x44

W21x44

W21x44

W18x35

W18x40

W18x35

W18x35

W18x35

W16x26

W16x26

W16x26

W21x50

HS

S

HSS14x6x1/4

W27

x84

W27

x84

W12

x19

W24

x55

W16x31W16x26

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W21x50

W27

x84

W30

x99

W21x44

W16x31

W16x31

HS

S

HSS14x6x1/4

W16

x26

M

W18x35M M W18x35 M MW16x26W16x26 W18x35 W18x35 W18x35

W24x68

M

W21

x44

HSS

M

W18

x35

W18

x35

W18

x35

W10

x19

W10

x19

W10

x19

W10

x19

M

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W10

x19

W10

x19

W10

x19

W10

x19

W18

x35

W18

x35

W21

x44

W16

x26

W10x19

M M M M M M

W21x50

1.1

1.1

6.9

6.91.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

3' - 0" 17' - 6 1/2" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 17' - 6 1/2" 3' - 0"

6' -

2"

17' - 4" 24' - 4"

1' -

6"

M

M

M

W18x353NW

3' - 0"3' - 0"

M, TYP AT CANT6'

- 2

"

C.7

21' -

10"

9' - 10" 9' - 10"

TY

P

3' -

8"

W16x26 W16x26

W12

x19


MM M

M

M

10' -

2"

10' -

2"

3NW

3NW

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

1:4

6:0

2 A

M

05.22.2015

98372.03

SF106

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

LEVEL 6 FRAMINGPLAN


DESIGN


NOTES





5. SEE SF-110 FOR ROOF DECK REQUIREMENTS.

R

3NW

REFERENCE DRAWINGS



1

1

2

2

3

3

4

4

5

5

6

6

7

7

A

B

C

D

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0"

35' -

2"

38' -

0"

29' -

8"

R R

RR R

RR

R R

HSSHSS

W18x35

W24

x62

W33x118

W18x35

W18x35

W10x19W14

x22

W14

x22

3NW

HS

SH

SS

HS

S

W24

x55

W24

x68

W24

x55

W24

x68

W24

x68

W18

x35

W30

x116

W18

x35

W33x118

W18x35

W18x35

W18x35

W18x40

W18x40

W18x40

W16x31

MW10x19

W18x35

W16x31

W16x31

W16x26 W18x35 W16x26

W21x44

W21x44

W21x44

W21x44

W21x44

W21x44

W27x84

W24x68

W18x35

W18x35

W18x35

W16x26

W16x26

W16x26

W33x118

HS

S

HSS14x6x1/4

W27

x84

W27

x84

W12

x19

W24

x68

W16x31W16x26

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W24x55

W27

x84

W30

x90

W33x118

W16x31

W16x31

M

W14x22

W16

x26

W27x84

W16

x26

W10x19

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W18

x35

W21

x44

W21

x44

W16

x31

W18

x35

M

W24x76

W12

x14

W12

x14

W12

x14

W12

x14

W24x76W10x12 M W18x35 M MW18x35 W18x35 W18x35 W18x35

W12

x14

W12

x14

W12

x14

W12

x14

W18

x35

W18

x35

HSS14x6x1/4

M

3" ROOFDECK

1.1

1.1

6.9

6.91.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

3' - 0" 17' - 6 1/2" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 17' - 6 1/2" 3' - 0"

6' -

2"

17' - 4" 24' - 4"

5' -

6 3

/4"

12' -

3 1

/2"

1' -

11

1/2"

W10

x19

M

HSS14x6x1/4

M

M

M

W18x35

R R

3NW

W10

x19

W12x14

W10

x19

20

S-550

MM

W10

x19

W10

x19

W10

x12

3' - 0"3' - 0"

M[ +

9" ]

TYP ATCANT

6' -

2"

C.7

21' -

10"

W10x19

W18x35

M [ +9" ] M[ +9" ]W10x22 [ +9" ] W10x19[ +9" ] W10x19 [ +9" ]M [ +9" ] M[ +9" ] W10x22 [ +9" ]W10x19 [ +9" ]W10x22 [ +9" ] W10x22

[ +9" ]

M [ +9" ] M[ +9" ]

W12x16

[ +9" ] W10x19[ +9" ] W10x19 [ +9" ]M [ +9" ] M[ +9" ] W12x16 [ +9" ]W10x19 [ +9" ]W12x16 [ +9" ]

W12x16

[ +9" ]

W12x19 W12x14 W12x14 W12x14 W12x14[ +9" ] [ +9" ] [ +9" ] [ +9" ] [ +9" ] [ +9" ] [ +9" ] [ +9" ] [ +9" ] [ +9" ]

W12x14 W12x14 W12x14 W12x14 W12x19

[ +9" ]M

W16x26 W16x26

MM M

M

M

10' -

2"

10' -

2"

3NW

3NW

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

1:4

6:0

4 A

M

05.22.2015

98372.03

SF107

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

LEVEL 7 FRAMINGPLAN


DESIGN


NOTES

1. REFERENCE FLOOR ELEVATION IS 97'-4". REFERENCE TOP

OF STRUCTURAL STEEL IS 6 1/2 INCHES BELOW THE

REFERENCE FLOOR ELEVATION, UNLESS NOTED OTHERWISE.

SEE ARCHITECTURAL DRAWINGS FOR TOP OF FINISHED FLOOR

ELEVATION.

2. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEEL

ELEVATIONS. WHERE BEAMS OR BEAMS AND COLUMNS INTERSECT,

MATCH TOP OF STEEL UNLESS NOTED OTHERWISE.

3. INDICATES DIRECTION OF STRUCTURAL SLAB.

THE STRUCTURAL SLAB IS 3 1/2 INCHES OF CONCRETE ON

3-INCH COMPOSITE STEEL DECK. REINFORCE PER THE TYPICAL

DETAILS. REINFORCING SHOWN ON THE PLAN IS IN ADDITION

TO THIS REINFORCING.

4. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEEL

DETAILS AND SCHEDULES.

R

3NW

REFERENCE DRAWINGS

S-00_ ABBREVIATIONS, DRAWING SYMBOLS, GENERAL NOTES

S-01_ LOAD MAPS

SF-1__ PLANS

S-2__ CORE WALL, BRACED FRAME AND TRUSS ELEVATIONS,

AND DETAILS

S-4__ TYPICAL DETAILS AND SCHEDULES

S-50_ CONCRETE SECTIONS AND DETAILS

S-55_ STEEL SECTIONS AND DETAILS

1

1

2

2

3

3

4

4

5

5

6

6

7

7

A

B

C

D

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0"

35' -

2"

38' -

0"

29' -

8"

HSSHSS

RR R

RR

R R

HSS

W24x8

4

W24x6

8

W16x26

W18x35

W21x50

W16x26

W16x26

W16x26

W10x19

W16x26W16x31 W16x26W16x45

W16x26W16x26W16x26W16x26W16x26W16x26

W10x19W14x2

2

W14x2

2

W16x31

W24x5

5

W16x31

W16x31

3N

W

HS

S

HS

S

HS

S

W24x5

5

W24x6

8

W24x5

5

W24x6

8

W24x6

8

W18x3

5

W27x9

4

W18x3

5

W16x31

W16x31

W16x31

W16x31

W18x40

W18x40

W18x40

W16x31

MW10x19

W18x35

W16x31

W16x31

W16x26 W18x35 W16x26

W21x44

W21x44

W21x44

W21x44

W21x44

W21x44

W27x84

W24x76

W18x35

W18x35

W18x35

W16x26

W16x26

W16x26

HS

S

HSS14x6x1/4

W27x8

4

W27x8

4

W12x1

9

W24x5

5

W16x31W16x26

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W27x8

4

W27x8

4

W16x31

W16x31

W16x31

W12x1

4

W14x22

W16x2

6

W21x50

W16x2

6

W18x3

5

W16x26

W16x26

M M M M M M M M MM

W24x68W16x26 W16x26 W16x26 W16x26

W16x2

6

W16x2

6

W16x2

6

W16x2

6

W18x35

W21x44W18x35

W16x26

W24x8

4

W10x19

W16x26

1.1

1.1

6.9

6.91.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

3' - 0" 17' - 6 1/2" 15' - 5 1/2" 12' - 8" 10' - 0" 12' - 8" 15' - 5 1/2" 10' - 0" 10' - 6 1/2" 17' - 6 1/2" 10' - 0" 15' - 5 1/2" 12' - 8" 10' - 0" 12' - 8" 15' - 5 1/2" 17' - 6 1/2" 3' - 0"

6' -

2"

17' - 4" 24' - 4"

15' - 3"

19' - 1 5/8"

R R

M

M

M

W18x35

HSS8x4x1/4

M

W14x2

2

W10x1

9

M

HSS8x4x1/4

M M

6' -

2"

C.7

21' -

10"

W18x35

W10x19

W10x19

W10x19

W16x26 W16x263' - 0"3' - 0"

MM M

M

M

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

1:4

6:0

5 A

M

05.22.2015

98372.03

SF108

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

LEVEL 8 FRAMINGPLAN


DESIGN


NOTES

1. REFERENCE FLOOR ELEVATION IS 112'-7 1/2". REFERENCE TOPOF STRUCTURAL STEEL IS 6 1/2 INCHES BELOW THEREFERENCE FLOOR ELEVATION, UNLESS NOTED OTHERWISE.SEE ARCHITECTURAL DRAWINGS FOR TOP OF FINISHED FLOORELEVATION.




R

3NW

REFERENCE DRAWINGS



5. "F" ON PLAN DENOTES FALL PROTECTION LOCATIONS. COORDINATE LOCATIONS AND EXTENTS WITH ARCHITECTURAL DRAWINGS.

1 2

2

3

3

4

4

5

5

6

6

7

A

B

C

D

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0"

35' -

2"

38' -

0"

29' -

8"

3NW

W18x35 W24x55W18x40

W18x35 W18x35

W33

x118

W33

x118

W33

x130

W33

x118

W33

x118 W

21x5

0W

21x4

4

W18x35

W16x31

W24

x55

W18x40

W18x40

W18x40

W18x40 W24x55

W21x44

W18x35

W18x35

W21x44 W24x55

W24x55

W24x55

W24x55

W21x44 W24x55W18x40

W18x35

W21x44

W16x26

W16x31

W21x50

W16x50

W16x26W16x26W16x26W16x26W16x26W16x26

W18x35

W30x90W16x26 W16x26 W16x26 W16x26

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W16x26

W16x26

TYP ALONG GRID A

TOS EL = 111' - 4"

TYP ALONG GRID B

TOS EL = 112' - 1"

TYP ALONG GRID C

TOS EL = 112' - 1"

TYP ALONG GRID D

TOS EL = 111' - 4"

SLO

PE

DO

WN

SLO

PE

DO

WN

HS

S

W30

x108

W21

x44

W18x40

W16x31

W16

x26

W16

x26

W16

x26

W16

x26

1.1

1.1

6.9

6.91.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

17' - 6 1/2" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 17' - 6 1/2"

W18x35

M M M M M M M M MM

W16x26

W12x22

[ -2" ]

W12x22

[ -2" ]

W12x22

[ -2" ]

W14

x22

W14

x22

W14

x22

TOC = 116' - 7"

HOIST BMHOIST BM

HOIST BM

W14x22W10x19

M

W12

x19

M

HS

S RR

3' - 0" 3' - 0"

RR R

W12

x22

[ -2"

]H

OIS

T B

M

C.7

21' -

10"

BU SLAB PERTYP DETS

113' - 8"

TOC BU SLAB

BU SLAB PERTYP DETS

113' - 8"

TOC BU SLAB

BF1

BF2

BF

3

BF

4

BF5

BF6

BF

7

F

TOC = 115' - 4"

W27

x84

W27

x84

W27

x84

W18

x35

W27

x84

W27

x84

W21

x44

W16

x26

W16

x26

W16x31

W16x26 W16x26

W16x26 W16x26

W16x26

W21x44W21x44

W21x44 W24x55 W21x44

W18x35

W16x31

W16x26

W16x26W16x26

W18x40

W18x40 W21x44

W21x44

W21x44

W18x35

W18x35

M

7' -

10

1/2" 17' - 10" 24' - 10"

F F F F F F F F F F F F F F F F F F F F F F F F F F

F

F

F

F

F

F

F

F

F

F

F

F

M M M M M M M M M M M M M M M M M M M M M

F F F F F F F F F F F F F F F F F F

M M M M M M M M M M M M M M M M M

MM

MMM

MM

M

F

F

F

F

F

F

BF10

BF9

BF

8

BF

8

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

1:4

6:0

7 A

M

05.22.2015

98372.03

SF109

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

ROOF FRAMINGPLAN


DESIGN

DEVELOPMENT 1/8" = 1'-0"1ROOF FRAMING PLAN

1 2

2

3

3

4

4

5

5

6

6

7

A

B

C

D

1.1

1.1

6.9

6.91.6 2.1 2.2 3.1 3.2 4.1 4.2 5.1 5.2 6.1

C.7

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0"

35' -

2"

38' -

0"

29' -

8"

3NW

W18x35 W24x55W18x40

W18x35 W18x35

W33

x118

W33

x118

W33

x130

W33

x118

W33

x118 W

21x5

0W

21x4

4

W18x35

W16x31

W24

x55

W18x40

W18x40

W18x40

W18x40 W24x55

W21x44

W18x35

W18x35

W21x44 W24x55

W24x55

W24x55

W24x55

W21x44 W24x55W18x40

W18x35

W21x44

W16x26

W16x31

W21x50

W16x50

W16x26W16x26W16x26W16x26W16x26W16x26

W18x35

W30x90W16x26 W16x26 W16x26 W16x26

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W16x26

W16x26

TYP ALONG GRID A

TOS EL = 111' - 4"

TYP ALONG GRID B

TOS EL = 112' - 1"

TYP ALONG GRID C

TOS EL = 112' - 1"

TYP ALONG GRID D

TOS EL = 111' - 4"

SLO

PE

DO

WN

SLO

PE

DO

WN

HS

S

W30

x108

W21

x44

W18x40

W16x31

W16

x26

W16

x26

W16

x26

W16

x26

17' - 6 1/2" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1" 10' - 0" 28' - 1 1/2" 10' - 0" 28' - 1 1/2" 17' - 6 1/2"

W16

x36

W16

x36

W18x35

M M M M M M M M MM

W16x26

W12x22

[ -2" ]

W12x22

[ -2" ]

W12x22

[ -2" ]

W14

x22

W14

x22

W14

x22

TOC = 116' - 7"

HOIST BMHOIST BM

HOIST BM

W16x36

W16

x36

W16

x36

W16

x36

W16x36

HSS14x6x1/2 POSTTYP AT SCREENWALL

W16

x36

W16

x36

W16

x36

W14x22 W10x19

M

W12

x19

M

HS

S RR

3' - 0" 3' - 0"

RR R

W16

x36

W16

x36

W16

x36

W12

x22

[ -2"

]H

OIS

T B

M

21' -

10"

BU SLAB PERTYP DETS

113' - 8"

TOC BU SLAB

BU SLAB PERTYP DETS

113' - 8"

TOC BU SLAB

BF1

BF2

BF

3

BF

4

BF5

BF6

BF

7W16

x36

W16x36

W16

x36

W16x36

W16x36

HSS14x14x1/2AT CORNERS

HSS 14x14x1/2AT CORNER

M M M M M M M M M M M M

W16

x26

W16

x26

W27

x84

W21

x44

W18x40 W21x44 W24x55

M

W16x26

W16x26W16x26W16x26

W16x26

W21x44

W21x44

M M M M M

W18x35

MM

M

MMMMMMMMMMMMMMMMMM

MM

MM

W18x35

W18x35

W21x44

W16x26

W16x26

W18

x35

F F F F F F F F F F F F F F F F F F F F F F F F

F

F

F

F

F

F F F F F F F F F F F F F F F F F F

F

F

F

F

F

F

F F F

M

F

F

F

F

F

F

F

W16x31W16x26

W27

x84

W27

x84

W27

x84

W27

x84

BF10

BF9

BF

8

BF

8

NOTES

1. REFERENCE FLOOR ELEVATION IS 112'-7 1/2". REFERENCE TOPOF STRUCTURAL STEEL IS 6 1/2 INCHES BELOW THEREFERENCE FLOOR ELEVATION, UNLESS NOTED OTHERWISE.SEE ARCHITECTURAL DRAWINGS FOR TOP OF FINISHED FLOORELEVATION.




R

3NW

REFERENCE DRAWINGS



5. "F" ON PLAN DENOTES FALL PROTECTION LOCATIONS. COORDINATE LOCATIONS AND EXTENTS WITH ARCHITECTURAL DRAWINGS.

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

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9 A

M

05.22.2015

98372.03

SF109ALT

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

ROOF FRAMINGPLAN -SCREENWALL ADDALTERNATE


DESIGN

DEVELOPMENT 1/8" = 1'-0"1ROOF FRAMING PLAN - ALTERNATE

1 2 3 4 5 6 7

A

B

C

D

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0"

35' -

2"

38' -

0"

29' -

8"

3" R

OO

FD

EC

K

3" ROOFDECK

1.1 6.9

3" ROOFDECK

HO

IST

BM

[-2"

]

3' - 0" 3' - 0"

HO

IST

BM

[-2"

]

HO

IST

BM

[-2"

]

C.7

21' -

10"

BF1

BF2

BF

3

BF

4

BF5

BF6

BF

7

BF10

BF9

BF

8

BF

8

W12

x22

W12

x22

W14x22

W12x14

W12x14M

M

M

W14

x22

W14

x22

TOS = 123' - 8 3/4" TOS = 122' - 11 7/8"

TOS = 123' - 8 3/4" TOS = 122' - 11 7/8"

TOS = 123' - 4 7/8"

TOS = 123' - 4 1/8" TOS = 123' - 4 1/8"

TOS = 122' - 11 7/8" TOS = 122' - 11 7/8"

M MM

M

W12

x22

TOS = 122' - 11 7/8" TOS = 122' - 11 7/8"

TOS = 123' - 2 3/4" TOS = 123' - 2 3/4"

NOTES

1. THE ROOF TOP OF STEEL ELEVATIONS ARE AS NOTED ON PLANS ANDARE AT THE BOTTOM OF THE ROOF DECK.

2. STEEL SLOPES EVENLY BETWEEN GIVEN TOP OF STEEL ELEVATIONS.WHERE BEAMS OR BEAMS AND COLUMNS INTERSECT, MATCH TOPOF STEEL UNLESS NOTED OTHERWISE.

3. ROOF DECK IS A MINIMUM 3 INCH x 20 GAUGE STEEL DECKING. DECKING ISTO BE INSTALLED IN MINUMUM TWO SPAN CONDITIONS. DECKINGCONDITIONS ARE TO BE AS FOLLOWS:






4. REFER TO THE TYPICAL DETAILS FOR DECK SUPPORT AT SLOPEDROOFS AND STEPS.

5. ALL HSS MEMBERS FOR ROOF SCREEN SHALL BE GALVANIZED STEELUNLESS NOTED OTHERWISE.

REFERENCE DRAWINGS



000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

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6:1

0 A

M

05.22.2015

98372.03

SF110

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

PENTHOUSE ROOFFRAMING PLAN


DESIGN

DEVELOPMENT 1/8" = 1'-0"1PENTHOUSE ROOF FRAMING PLAN

1 2 3 4 5 6 7

A

B

C

D

1.1 6.9

C.7

36' - 0" 35' - 4" 36' - 0" 43' - 0" 35' - 4" 36' - 0"

35' -

2"

38' -

0"

29' -

8"

3" R

OO

FD

EC

K

3" ROOFDECK

3" ROOFDECK

3' - 0" 3' - 0"

HSS14x6x3/8 FLAT

HSS14x6x3/8 FLAT[TOS = +125' - 4"] TYP, UNO

[TOS = +114' - 4"] TYP, UNO

HO

IST

BM

[-2"

]

HO

IST

BM

[-2"

]

HS

S14

x6x3

/8 F

LAT

[TO

S =

+12

5' -

4"]

HS

S14

x6x3

/8 F

LAT

HS

S14

x6x3

/8 F

LAT

[TO

S =

+12

5' -

4"]

[TO

S =

+11

9' -

8"]

21' -

10"

BF1

BF2

BF

3

BF

4

BF5

BF6

BF

7

BF-A SIM BF-C

BF-A BF-A

BF

-B

BF

-B

HO

IST

BM

[-2"

]

BF10

BF9

BF

8

BF

8

TOS = 123' - 8 3/4" TOS = 122' - 11 7/8"

TOS = 123' - 8 3/4" TOS = 122' - 11 7/8"

TOS = 123' - 4 1/8" TOS = 123' - 4 1/8"

TOS = 122' - 11 7/8" TOS = 122' - 11 7/8"

M MM

M

W12

x22

TOS = 122' - 11 7/8"

TOS = 122' - 11 7/8"

TOS = 123' - 2 3/4" TOS = 123' - 2 3/4"

M

M

MW

12x2

2

W14

x22

W12

x22

W14x22

W12x14

W12x14W14

x22

REFERENCE DRAWINGS



NOTES

1. THE ROOF TOP OF STEEL ELEVATIONS ARE AS NOTED ON PLANS ANDARE AT THE BOTTOM OF THE ROOF DECK.

2. STEEL SLOPES EVENLY BETWEEN GIVEN TOP OF STEEL ELEVATIONS.WHERE BEAMS OR BEAMS AND COLUMNS INTERSECT, MATCH TOPOF STEEL UNLESS NOTED OTHERWISE.

3. ROOF DECK IS A MINIMUM 3 INCH x 20 GAUGE STEEL DECKING. DECKING ISTO BE INSTALLED IN MINUMUM TWO SPAN CONDITIONS. DECKINGCONDITIONS ARE TO BE AS FOLLOWS:






4. REFER TO THE TYPICAL DETAILS FOR DECK SUPPORT AT SLOPEDROOFS AND STEPS.

5. ALL HSS MEMBERS FOR ROOF SCREEN SHALL BE GALVANIZED STEELUNLESS NOTED OTHERWISE.

000 4' 8' 16'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



1/8" = 1'-0"



5/2

1/2

015 1

1:4

6:1

1 A

M

05.22.2015

98372.03

SF110ALT

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

PENTHOUSE ROOFFRAMING PLAN -SCREENWALL ADDALTERNATE


DESIGN

DEVELOPMENT 1/8" = 1'-0"1PENTHOUSE ROOF FRAMING PLAN - ALTERNATE

2 3

C

19S-201

16S-201

17S-201

18S-201

C.7

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

LEVEL 020' - 0"

LEVEL 0433' - 4"

LEVEL 0316' - 8"

LEVEL 0550' - 0"

LEVEL 0783' - 4"

LEVEL 0666' - 8"

LEVEL 0897' - 4"

ROOF112' - 7 1/2"

2 3

8' -

0"

11' - 10"11' - 8"

7S-204

10S-204

7S-205

TY

P3

1/2"

H3

H6H7

H5

H4 H4

H3 H3

17S-204

20S-204

V6 V6 V6

V5 V5

V4 V4

V2 V2

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

LEVEL 020' - 0"

LEVEL 0433' - 4"

LEVEL 0316' - 8"

LEVEL 0550' - 0"

LEVEL 0783' - 4"

LEVEL 0666' - 8"

LEVEL 0897' - 4"

ROOF112' - 7 1/2"

C

7S-204

10S-204

7S-205

H6

H4

H3

17S-204

C.7

20S-204

V6

V5

V4

V2

NOTES:

1. WALL OPENINGS NOT SPECIFICALLY INDICATED ON THE STRUCTURALDRAWINGS MUST BE APPROVED BY THE STRUCTURAL ENGINEER PRIORTO CONSTRUCTION.

2. ALL VERTICAL REINFORCMENT SHALL BE SPECIAL DUCTILE QUALITY. SEEGENERAL NOTES FOR CRITERIA.

3. SEE TYPICAL WALL DETAILS ON S-211 FOR ADDITIONAL INFORMATION.

4. DENOTES A COUPLING BEAM MARK. SEE SHEET S-210 FOR COUPLINGBEAM SCHEDULE. CONCRETE STRENGTH OF COUPLING BEAM SHALLMATCH STRENGTH OF ADJOINGING WALLS.

5. FOR ADDED REINFORCING NOT SHOWN ON ELEVATION, SEE CORE WALLSECTIONS AND DETAILS.

6. VERTICAL REINFORCEMENT RETAINS THE SAME MARK AS THE BAR BELOW,UNLESS NOTED OTHERWISE. LAP VERTICAL BARS Lsb, UNLESS NOTEDOTHERWISE.

7. MECHANICAL SPLICES ON VERTICAL REINFORCEMENT SHALL BE USED ASNOTED ON SHEAR WALL ELEVATION AND AT CONTRACTOR'S OPTION.MECHANICAL SPLICES SHALL BE ICBO APPROVED WITH A MINIMUM TENSILESTRENGTH OF 1.63fy. BARS SHALL BE STAGGERED BY 2'-0" AND SHALL BELOCATED HALFWAY BETWEEN FLOOR LEVELS.

8. CORE WALL OPENINGS AND PENETRATIONS REMEAIN THE SAME SIZE AS DIMENSIONEDOPENING BELOW, UNLESS NOTED OTHERWISE.

9. WALL DOWELS TO MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT.HOOK DOWELS WHERE CLEARANCE DEPTH OF FOUNDATIONS MAT IS LESSTHAN SHOWN Ld. DEVELOPMENT LENGTHS ARE PER S-001 AND THE CONCRETESTRENGTH IN WHICH THE BAR IS DEVELOPED.

10. DENOTES A PENETRATION. SEE THE CORE WALL PENETRATIONSCHEDULE ON 20/S-211 FOR SIZE AND DETAIL REFERENCE AND FOR ADDITIONALREINFORCEMENT. "X" REFERES TO THE TRADE ("M" FOR MECH, "E" FOR ELEVATOR,"P" FOR PLUMBING, "T" FOR TELECOMMUNICATIONS, AND "F" FOR FIRE PROTECTION)."Y" REFERS TO THE PENETRATION MARK PER THE PENETRATION SCHEDULE.PENETRATIONS THAT ARE LOCATED ON THE CORE WALL ELEVATIONS ORPENETRATION DETAILS SHALL BE PLACED PER THE DIMENSIONS SHOWN. THELOCATION OF PENETRATIONS THAT ARE NOT SPECIFICALLY LOCATED MAY BEADJUSTED AS NECESSARY TO MINIMIZE THE IMPACT TO THE CORE WALL REINFORCING.GC WHALL COORDINATE THE LOCATIONS OF ALL SLEEVES WITH DIFFERENT TRADESPRIOR TO CONCRETE POUR. CORE DRILLING OF CONCRETE CORE WALLS ISPROHIBITED WITHOUT EXCEPTION.

1 A

X Y

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

LEVEL 020' - 0"

LEVEL 0433' - 4"

LEVEL 0316' - 8"

LEVEL 0550' - 0"

LEVEL 0783' - 4"

LEVEL 0666' - 8"

LEVEL 0897' - 4"

ROOF112' - 7 1/2"

23

8' -

0"

11' - 10"11' - 8"

7S-204

10S-204

7S-205

3 1/

2"

8' -

0"

H6 H6

H6

H3

H3H3

17S-204

20S-204

V6 V6 V6

V6

V5

V4

V2

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

LEVEL 020' - 0"

LEVEL 0433' - 4"

LEVEL 0316' - 8"

LEVEL 0550' - 0"

LEVEL 0783' - 4"

LEVEL 0666' - 8"

LEVEL 0897' - 4"

ROOF112' - 7 1/2"

C

7S-204

10S-204

7S-205

H3

H4

H6

H5

17S-204

C.7

20S-204

V6

V5

V4

V2

Drawing No.

Date:

Job No:

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Drawn By:

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S-201

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COUNTY

COURTHOUSE

Checker

Author

CORE WALLELEVATIONS


DESIGN

DEVELOPMENT20KEY PLAN

1/8" = 1'-0"19SHEAR WALL ELEVATION




VERTICAL REINFORCING SCHEDULE


V1 #5 @ 12"

V2 #6 @ 12"

V3 #6 @ 6"

V4 #7 @ 12"

V5 #8 @ 12"

V6 #9 @ 12"

HORIZONTAL REINFORCING SCHEDULE


H1 #5 @ 6"

H2 #5 @ 12"

H3 #5 @ 9"

H4 #6 @ 9"

H5 #6 @ 6"

H6 #7 @ 9"

H7 #7 @ 6"

5 6

C

19

S-202

17S-202

16S-202

18S-202

C.7

NOTES:











1 A

X Y

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

LEVEL 020' - 0"

LEVEL 0433' - 4"

LEVEL 0316' - 8"

LEVEL 0550' - 0"

LEVEL 0783' - 4"

LEVEL 0666' - 8"

LEVEL 0897' - 4"

ROOF112' - 7 1/2"

5 6

7S-206

10S-206

8' -

0"

8' - 1" 13' - 7 1/2"

TY

P3

1/2"

H3

H7H5

H6

H5

H4 H4

H3H3

17S-206

20S-206

V6 V6 V6

V5 V5

V4 V4

V2 V2

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

LEVEL 020' - 0"

LEVEL 0433' - 4"

LEVEL 0316' - 8"

LEVEL 0550' - 0"

LEVEL 0783' - 4"

LEVEL 0666' - 8"

LEVEL 0897' - 4"

ROOF112' - 7 1/2"

C

7S-206

10S-206

H3

H4

H6

H7

C.7

17S-206

20S-206

V6

V5

V4

V2

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

LEVEL 020' - 0"

LEVEL 0433' - 4"

LEVEL 0316' - 8"

LEVEL 0550' - 0"

LEVEL 0783' - 4"

LEVEL 0666' - 8"

LEVEL 0897' - 4"

ROOF112' - 7 1/2"

56

7S-206

10S-206

8' -

2 1

/2"

6' - 4 3/4" 12' - 7"

16' - 8"

12' -

0"

14' -

0"

16' - 10"

14' -

0"

16' - 8"

M 1

M 1

M 2

H4

H4

H4

H3

17S-206

20S-206

V6 V6 V6

V6

V5

V4

V2

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

LEVEL 020' - 0"

LEVEL 0433' - 4"

LEVEL 0316' - 8"

LEVEL 0550' - 0"

LEVEL 0783' - 4"

LEVEL 0666' - 8"

LEVEL 0897' - 4"

ROOF112' - 7 1/2"

C

7S-206

10S-206

H5

H3

C.7

17S-206

20S-206

V6

V5

V4

V2

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


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MECHANICAL




LANDSCAPE


LIGHTING





5/2

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015 1

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4:5

2 A

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05.22.2015

98372.03

S-202

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

CORE WALLELEVATIONS


DESIGN








V1 #5 @ 12"

V2 #6 @ 12"

V3 #6 @ 6"

V4 #7 @ 12"

V5 #8 @ 12"

V6 #9 @ 12"



H1 #5 @ 6"

H2 #5 @ 12"

H3 #5 @ 9"

H4 #6 @ 9"

H5 #6 @ 6"

H6 #7 @ 9"

H7 #7 @ 6"

4

A19

S-203

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

LEVEL 020' - 0"

LEVEL 0433' - 4"

LEVEL 0316' - 8"

LEVEL 0550' - 0"

LEVEL 0783' - 4"

LEVEL 0666' - 8"

LEVEL 0897' - 4"

ROOF112' - 7 1/2"

4

5' - 4" 4' - 10" 5' - 4"

6' -

4 1

/2"

2' -

8 1

/2"

4' - 0"5' - 4"

10"

12S-205

15S-205

3' - 4 3/4"16' - 2"

7' -

2 1

/2"

4"

17S-205

5S-205

H1

H1

H1

H1

V3V3

V1

V3

H1

V3 V3

H1H1

V3

H1

V3

V2 V2 V2 V2

H2 H2 H2 H2

V1V1 V1

NOTES:











1 A

X Y

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING





5/2

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015 1

1:4

4:5

4 A

M

05.22.2015

98372.03

S-203

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

CORE WALLELEVATIONS


DESIGN





V1 #5 @ 12"

V2 #6 @ 12"

V3 #6 @ 6"

V4 #7 @ 12"

V5 #8 @ 12"

V6 #9 @ 12"



H1 #5 @ 6"

H2 #5 @ 12"

H3 #5 @ 9"

H4 #6 @ 9"

H5 #6 @ 6"

H6 #7 @ 9"

H7 #7 @ 6"

2 3

C

C.7

TYP

4' - 0"

TYP

4' - 0"

TY

P

4' -

0"

INTENTIONALLYROUGHEN JT TOMIN 1/4" AMPLITUDE, TYP

FDN WALL REINFCONTR OPT TOPROVIDE DWL ORFORMASAVER

#5x , TYP

ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP

HORIZ AND VER REINFPER SW EL, TYP


#5x , TYP

#5x , TYP

TY

P

1" C

LR

2 3

C

C.7

TYP

4' - 0"

TY

P

4' -

0"

#5x , TYP



#5x , TYP


#5x , TYPTYP

4' - 0"

TY

P 1"

CLR

2 3

C

C.7

TYP

4' - 0"

TY

P

4' -

0"



#5x , TYP

ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP #5x , TYP

TYP

4' - 0"

DWL TO MATCH HORIZREING SIZE & SPCG, TYP

TYP

Lsbt

TY

P

1" C

LR

2 3

C

C.7


ADD (2) VERT REINFAT WALL ENDS, SIZETO MATCH FACEREINF, TYP

U-BAR TO MATCHSIZE & SPCG OFHORIZ REINF, TYP

TYP

Lsbt

TY

P

1" C

LR

000 2' 4' 6'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



3/8" = 1'-0"



5/2

1/2

015 1

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4:5

6 A

M

05.22.2015

98372.03

S-204

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

CORE WALLSECTIONS


DESIGN

DEVELOPMENT

3/8" = 1'-0"7LEVEL B1

3/8" = 1'-0"10LEVEL 01

3/8" = 1'-0"17LEVEL 02 TO LEVEL 08

3/8" = 1'-0"20LEVEL 03 TO LEVEL 08

2 3

C

C.7




TYP

Lsbt

4

A

TY

P 1"

CLR

ADD (2) #6 ATWALL ENDS, TYP

4

A

TY

P 1"

CLRADD (2) #6 AT

WALL ENDS, TYPLsbt, TYP

4

A

TY

P 1"

CLR

ADD (2) #6 ATWALL ENDS, TYP

4

A

TY

P

1" C

LR

ADD #5 AT WALLENDS, TYP

000 2' 4' 6'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING



3/8" = 1'-0"



5/2

1/2

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7 A

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05.22.2015

98372.03

S-205

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

CORE WALLSECTIONS


DESIGN

DEVELOPMENT

3/8" = 1'-0"7LEVEL 08 TO ROOF

3/8" = 1'-0"17LEVEL 03

3/8" = 1'-0"12LEVEL B1

3/8" = 1'-0"15LEVEL 01 TO LEVEL 03

3/8" = 1'-0"5LEVEL 04 TO ROOF

5 6

C

C.7

TYP

4' - 0"

TYP

4' - 0"

TY

P

4' -

0"TY

P

1" C

LR

TYP

LdINTENTIONALLYROUGHEN JT TOMIN 1/4" AMPLITUDE, TYP

FDN WALL REINFCONTR OPT TOPROVIDE DWL ORFORMASAVER

#5x , TYP




#5x , TYP

#5x , TYP

5 6

C

C.7

TYP

4' - 0"

TY

P

4' -

0"

#5x , TYP



#5x , TYP


#5x , TYP

TY

P

1" C

LR

TYP

4' - 0"

5 6

C

C.7

TYP

4' - 0"

TY

P

4' -

0"



#5x , TYP

ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP #5x , TYP

TYP

4' - 0"

DWL TO MATCH HORIZREING SIZE & SPCG, TYP

TYP

Lsbt

TY

P

1" C

LR

5 6

C

C.7




TY

P

1" C

LR

TYP

Lsbt

000 2' 4' 6'

SCALE:

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

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MECHANICAL




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LIGHTING



3/8" = 1'-0"



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CORE WALLSECTIONS


DESIGN

DEVELOPMENT

3/8" = 1'-0"7LEVEL B1

3/8" = 1'-0"10LEVEL 01

3/8" = 1'-0"17LEVEL 02

3/8" = 1'-0"20LEVEL 03 TO ROOF

NOTES:

1. DEPTH OF COUPLING BEAMS PER "SHEAR WALL ELEVATIONS." COUPLING BEAM WIDTH MATCHES ADJACENT SHEAR WALLS.

2. ALTERNATE CONSECUTIVE CROSSTIES END FOR END.

3. LONGITUDINAL REINFORCING SHALL BE SPECIAL DUCTILE QUALITY. SEE "GENERAL NOTES" FOR CRITERIA.

4. REINFORCING CALLOUT NOMENCLATURE IS AS FOLLOWS:

(3)#9 @ 4" [2]

TYPE 2 TYPE 3 TYPE 4 TYPE 6TYPE 5

STIRRUP S1 CONFIGURATION TYPES

TYPE [1] TYPE [2] TYPE [3] TYPE [4]

REINFORCING "a" CONFIGURATION TYPES

TYPE [5] TYPE [6] TYPE [7] TYPE [8]

EQ

EQ

EQ EQ

"H"

"W"

TYPICAL REINFORCING "a" CONFIGURATION

H

REINFORCING S2 CONFIGURATION TYPES

TYPE 2 TYPE 3 TYPE 4 TYPE 5

REINF "a", TYP

CROSSTIE REINFORCING SCHEDULE

MAX BEAMDEPTH (INCH)

CROSSTIES

f'c=6 KSI

REINFORCEMENT QUANTITY

REINFORCEMENT SIZE

REINFORCEMENT SPACING

REINFORCEMENT TYPE ORCONFIGURATION

(3) #526"

46 1/8"

EMBED LENGTH "TABLE 1"

NON-ENCLOSED EMBED LENGTHCROSSTIES PARTIALLY ENCLOSE EMBED LENGTH

WA

LL T

HK

WA

LL T

HK

COUPLING BMREINF "a"

CROSSTIE, TYP

NOTES:

1. WALL REINFORCING AND CROSSTIE DETAILING SHOWN IS GENERIC. SEE THE "SHEAR WALL ELEVATIONS" FOR WALL REINFORCING.

COUPLING BMREINF "a"

24"

24"

THIS REGION ONLY

CROSSTIES FULLY ENCLOSE EMBED LENGTH

46"

EMBED LENGTH "TABLE 2"54 7/8"


38"

CROSSTIES ENCLOSE

54 7/8"


ALT CONSECUTIVE90 HOOKS

#5 T&BAT EA CORNER OFBM & AT EA VERTSTIRR HOOK

T&

B1

1/2"

CLR

2 1/2" CLR, ES

CONT #5 HEF ATEA CROSSTIE

5 3/8" 8 3/4"

8" MAX SPCG BTWNSTIRRUP LEGS, TYP

SEE REINF "a" CONFIGTYPE IN THE "COUPLINGBM VERT REINF SCHED"

CROSSTIES, PER "CROSSTIEREINF SCHED", SPCG TOMATCH VERT STIRR. PROVIDETERMINATOR IN LIEU OF HOOKAT CONTR OPTION, TYP

10

1/8

"7

5/8

"

8" MAX SPCG BTWNCROSSTIES, TYP

STIRRUP

36"

DE

PT

H

LVL

3 1

/2"

PER SW EL

REINF HEF

2" ,TYP

REINF T&B

REINF T&B

REINF "a"

1 1/

2" C

LR

REINF "a"

2" M

AX

,TY

P

6" ,TYP

1 8"

EMBED, TYP

EDGE OF WALLWHERE EXISTS

1 1 5/8"

Ldt, TYP

44"

STIRRUP S1 + CROSSTIES

TERMINATOR

NOTES:

1. SEE SECTION FOR REINFORCING NOT SHOWN.

"TYP COUPLING BM,TYPE 2 SECTION"

REINF HEF2" ,TYP 2" ,TYP

REINF T&B

REINF T&B

REINF "a"

REINF "a"

1 1/

2" C

LR,

2" M

AX

,TY

P

EDGE OF WALLWHERE EXISTS

44"

STIRRUP S1 + CROSSTIES

TERMINATOR

14"

Ldt, TYP

9"

Ld

REINFORCINGS2, TYP ES BM

TOW OR CHANGE INWALL THK

3"

1 1/2" CLR2" MAX, TYP

NOTES:

1. SEE SECTION FOR REINFORCING NOT SHOWN.

7" ,TYP

1 3

/4"

1 8 1/4"

EMBED, TYP

6", TYP


(HOOPS OR CROSS TIES ENCLOSE EMBED LENGTH)

4567891011

BAR SIZE

EMBED LENGTH TABLE 2(ENCLOSED CONDITION)

1519222630333741

f'c = 6 KSI

NOTES:

1. EMBED LENGTH IS CALCULATED AS 1.25 Ld CONFINED.

2. VALUES ABOVE ARE FOR "a" BAR WITH Fy = 60 KSI REBAR.FOR "a" BAR WITH Fy = 75 KSI REBAR, MULTIPLY EMBED LENGTH BY 1.25.

3. SEE "TYPICAL WALL CONFINEMENT" FOR DEFINITION OFENCLOSED AND NON-ENCLOSED CONDITION.

EMBED LENGTH(INCHES)

REINF "a"

ALT CONSECUTIVECROSSTIE 90 HOOKS

STIRRUP S1

REINF "a"

T&

B1

1/2"

CLR

2 1/2" CLR, ES

36"

DE

PT

H

WHEN BM DEPTH EXCEEDS3'-2", ADD EVENLY SPACEDBARS HEF AS FOLLOWS:

DEPTH HEF BARS<4'-7" (5) #4<5'-3" (5) #5<6'-3" (6) #6<7'-0" (6) #7>7'-0" SEE "REMARKS"

PER "COUPLINGBEAM REINFSCHED"

3/8

"

4 5/8"CLR DISTANCE NOTLESS THAN BAR DIANOR 1"

CLR

DIS

TA

NC

EN

OT

LE

SS

TH

AN

1"

LVL

3 1

/2"

PER SW EL

REINFHEF

2" ,TYP

EMBED

REINF "a"

REINF "a"

24"

36"

DE

PT

H

19"

19"

24"

EMBED

Lt

Lt49"

STIRRUP S1


NOTES:

1. CONCRETE STRENGTH OF ALL COUPLING BEAMSSHALL BE THE SAME AS THAT OF ADJACENT WALLS ATTHAT LEVEL, INCLUDING THROUGH THE SLAB DEPTH.

2. IF EMBED LENGTH OF BAR "a" CANNOT BE ACHIEVED DUE TO EDGE OF CORE WALL, PROVIDE Ldt LENGTH BEYOND EDGE OF OPENING AND USE A TERMINATOR AT END

OF REINFORCING. FOR Fy = 60KSI, Ldt IS AS FOLLOWS:

SIZE Ldt

#5 14"#6 17"#7 20"#8 22"#9 24"#10 27"#11 30"

3. FOR "a" BAR WITH Fy = 75 KSI, MULTIPLY Ldt VALUES BY 1.25.

4. EMBED = LENGTH FROM "EMBED TABLE 1" OR "EMBED TABLE 2" DEPENDING ON WHETHER OR NOT THE WALL HOOPS AND CROSS TIES FULLY ENCLOSE THE REBAR EMBED LENGTH IN THE WALL.

NOTES:

1. EMBED LENGTH IS CALCULATED AS 1.25 Ld.

2. VALUES ABOVE ARE FOR "a" BAR WITH Fy = 60 KSI REBAR.FOR "a" BAR WITH Fy = 75 KSI REBAR, MULTIPLY EMBED LENGTH BY 1.25.

3. SEE "TYPICAL WALL CONFINEMENT" DETAIL FOR DEFINITION OFENCLOSED AND NON-ENCLOSED CONDITION.

(NO HOOPS OR CROSS TIES ENCLOSE EMBED LENGTH)

4567891011

BAR SIZE

EMBED LENGTH TABLE 1(NON-ENCLOSED CONDITION)

EMBED LENGTH(INCHES)

2025304349556269

f'c = 6 KSI

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

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015 1

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TYPICALCOUPLING BEAMDETAILS ANDSCHEDULES


DESIGN

DEVELOPMENT20COUPLING BEAM REINFORCEMENT SCHEDULE

17TYPICAL WALL CONFINEMENT

10TYPICAL COUPLING BEAM, TYPE 2 SECTION

9TYPICAL COUPLING BEAM, TYPE 2


7EMBED TABLE 2

5TYPICAL COUPLING BEAM,TYPE 1 SECTION


3GENERAL NOTES FOR COUPLING BEAMS

2EMBED TABLE 1

COUPLING BEAM LONGITUDINAL REINFORCING SCHEDULE

TYPE

CONFIGURATIONDIM (HxW)(INCHES) REINF "a" REINFORCING S2 REMARKS

1

COUPLING BEAM VERTICAL REINFORCING SCHEDULE

MARK STIRRUPS S1 REMARKS

A

RECTANGULAR ORROUND OPENING

PLACE INTERRUPTEDREINF EA SIDE OF OPNG.SPACE @ 3".

NOTES:

1. DIMENSIONS PER CORE WALL ELEVATION.

2. SEE SPACING REQUIREMENT FOR SMALL OPENINGS WHEN SMALL OPENINGS AREADJACENT TO LARGER OPENING.

3. WHERE ADDED REINFORCING IS INTERRUPTED, TERMINATE WITH STANDARD HOOK.

REINF MAY BEMOVED A MAXOF 2" EITHERDIRECTION TOAVOID OPNG

#5x6'-0" EF ATEA CORNERUNO

MATCHINTERRUPTEDREINF x

Lsbt

MATCH INTERRUPTEDREINF x

Lsb

FLR EL

COUPLING BM EXTENT.REINF PER COUPLINGBM DET

U-BARS TOMATCH ADJVERT BARSSIZE & SPCG

EXTEND REINF TOEDGE OF OPNG

VERT REINF PERSHEAR WALL ELS

SHEAR WALL

WALL TOP AND BOTTOM

Lsb

VERT OR HORIZ WALLREINF PER EL

TO MATCHWALL VERT REINFSIZE & SPCG

TOP OF WALL(BOT OF WALL SIM)

NOTES:

1. DOOR OPENING OFFSETS SIMILAR TO WALL TOP AND BOTTOM.

NOTES:

1. SEE SINGLE OPENING DETAIL WHERE REINFORCING IS INTERRUPTED.

2. MINIMUM OPENING SPACING MAY INCREASE DEPENDING ON WALL REINFORCING.

3. SHIFT OPENING AND REINFORCING AS APPLICABLE SO REINFORCING IS NOT INTERRUPTED. SHIFT REINFORCING A MAXIMUM OF 2" EITHER DIRECTION.

4. SPACING REQUIREMENTS ALSO APPLY TO VERTICAL DIRECTION.

HOOKINTERRUPTEDREINF

NOTES:

1. SHIFT OPENING AND REINFORCING AS APPLICABLE SO REINFORCING IS NOT INTERRUPTED. SHIFT REINFORCING A MAXIMUM OF 2" EITHER DIRECTION.

PLACE VERT REINF TO MATCHINTERRUPTED REINF ES OF OPNG.EXTEND Lsb BEYOND OPNG.

PLACE HORIZ REINF TO MATCHINTERRUPTED REINF ES OF OPNG.EXTEND Lsbt BEYOND OPNG.

SINGLE OPENING LESS THAN OR EQUAL TO 15"

MULTIPLE OPENINGS LESS THAN OR EQUAL TO 15"

2xD1, MIN 2xD2, MIN

D1 D1

D2

TYP

2' - 0" MIN

LVLSW

EL

PE

R

PE

R P

LAN

SLA

B T

HK

#4 @ 12"

DECK MAY SPANEITHER DIRECTION

SEE "TYP DECKSUPT" DETS

COUPLING BM

Drawing No.

Date:

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SHEAR WALLDETAILS


DESIGN

DEVELOPMENT

5TYPICAL LARGE OPENING REINFORCING

9TYPICAL CONCRETE WALL OPENING TRANSITION

14TYPICAL SHEAR WALL EDGE REINFORCING

15TYPICAL SMALL OPENING REINFORCEMENT

WALL PENETRATION SCHEDULE

TRADE TYPE SIZE (WxH OR ø) REMARKS

M 1 2'-0" x 1'-10"

M 2 1'-8" x 1'-6"

12" = 1'-0"20WALL PENETRATION SCHEDULE

4TYPICAL COMPOSITE SLAB AT COUPLING BEAM

SECT

SE

CT

SE

CT

2

HSS5x0.375 HSS5x0.375

1

W12

x45

W12

x45

W21x44

2

HSS5x0.375 HSS5x0.375W12

x45

W12

x45

W21x44

B

HSS5x0.37

5 HSS5x0.375

W12

x45

W12

x45

B

HSS5x0.375 HSS5x0.375

W12

x45

W12

x45

W24x55

6

HSS4x0.250

HSS4x0.250

W12

x45

W12

x45

W12x19

6

HSS4x0.250

W12

x45

W12

x45

W12x19

HSS4x0.250 HSS4x0.250W

12x4

5

W12

x45

W12x19

BF COL , TYP

BRACE, TYP

BM, TYP

NOTES:

1. SHADING INDICATES PROTECTED ZONE. MISCELLANEOUS ATTACHEMENTS (CLADDING, PLUMBING, ETC) NOT PERMITTING IN THE PROTECTED ZONE.

d

d

d

dL/4

3L/8

3L/8

CL BRACE

CL BRACE

SLOT HSS

YIELD LINE, TYP

PL PER "BFINTERSECTION SCHED"

t(INCH)

Lw(INCH)BRACE SIZE

Ww(INCH) REMARKS

BRACED FRAME INTERSECTION SCHEDULE

"BF N

OTES", NOTE 3

2t MIN

, TYP, S

EE

3", TYP

Lw, TYP

NS, FS OFGUSSET, TYP Ww

TYP5/16

5/16

HSS4x0.250

3"

3"

PL1/2

SHIMAS REQD

BM PER BRACEDFRAME EL

SEE "BOLT SCHEDULE"FOR BOLTS W/ STD HOLES

DETAIL AT GUSSET PLATE CONNECTION SECTION

BOLT SCHEDULE

BEAM SIZENUMBER OF 1"øA490 SC BOLTS

5/16

18"3"

15"

12"

2 1/2"

2"

18"

9"

12"

2"

1 1/

2"

3" O

C,

TY

P

1/2" GAP

5/16

W12W21, W24

36

GUSSET PL

GUSSET PL

REINF PL PER "BRACEREINF SCHED", TYP

SLOT IN CENTER OF BRACE

SLOT AT END OF BRACE

SECTION

BRACE REINFORCING SCHEDULE

tr(INCH)

br(INCH)

L(INCH)BRACE SIZE

Wr(INCH)

br

tr

TYPWr

L L

L, MIN L

6", MAX

HSS4x0.250HSS5x0.375

NOTES:

1. ALL PLATES SHALL BE A572, FY = 50 KSI.

2. SEE TYPICAL STEEL DETAILS FOR BEAM-TO-COLUMN MOMENT CONNECTION.

3. EACH GUSSET HAS TWO YIELD LINE PROJECTION POINTS, ONE AT CONNECTION TO COLUMN, ONE AT CONNECTION TO BEAM (TOP OF SLAB WHERE OCCURS). THE YIELD LINE PROJECTION POINT RESULTING IN A YIELD LINE FURTHEST FROM THE WORK POINT SHALL DETERMINE GUSSET GEOMETRY. YIELD LINES ARE PERPENDICULAR TO BRACE AXES.

4. DETAIL GUSSET PLATE TO PROVIDE THE REQUIRED BRACE-TO-GUSSET PLATE, GUSSET PLATE-TO-BEAM AND GUSSET PLATE-TO-COLUMN WELD LENGTHS.

5. SLOT WIDTH IN BRACE SHALL BE EQUAL TO THE CONNECTING GUSSET PLATE THICKNESS PLUS A MAXIMUM OF 1/8 INCH TOLERANCE. PROVIDE SLOT PATCH AND SLOT REINFORCING AT ALL BRACE SLOTS INCLUDING BRACE INTERSECTIONS PER "TYPICAL BRACE SLOT REINFORCING" DETAIL.

6. BRACE-TO-GUSSET WELDS CALLED OUT ARE EFFECTIVE WELD LEG LENGTH. WHERE BRACE SLOT WIDTH RESULTS IN GAP AT ROOT OF WELD, INCREASE WELD LEG LENGTH TO COMPENSATE.

7. PROVIDE ONE STUD PER FOOT ON BRACE FRAME BEAMS AT COMPOSITE SLABS UNLESS NOTED OTHERWISE.

8. WHERE STIFF PLATE CONFLICTS WITH OTHER REQUIRED CONNECTION PLATES AT COLUMNS, BREAK STIFF PLATE AT EACH SIDE OF CONFLICTING PLATE AND PROVIDE COMPLETE JOINT PENETRATION WELDS.

9. SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW SHALL CLEARLY INDICATE THE BRACE ANGLE, BRACE-TO-GUSSET PLATE WELD LENGTH, VERTICAL GUSSET PLATE LENGTH AND GUSSET PLATE HORIZONTAL LENGTH. YIELD LINE AND BRACE OUTLINE SHALL BE SHOWN.

10. AT CONTRACTOR'S OPTION, INCREASE THICKNESS OF BOTTOM FLANGE PLATEBY 1/4 INCH. CENTER PLATE VERTICALLY ON BEAM BOTTOM FLANGE.

11. WHERE ERECTION BOLTS ARE USED, A SINGLE BOLT SHALL BE PROVIDED AT EACH END OF THE BRACE. ERECTION BOLTS SHALL BE LOCATED WITHIN 4" OF BRACE END.

k1 3"

10 3

/8"

3 1/

2"

GROOVE ANGLE

GUSSET PL

GUSSET PL DOUBLER PL1/2 (Fy=50ksi)

CL BM WEB

COL/ BM PER BF EL

TY

PM

IN K

bm

TYP

5/16

5/16

30.0

0°

W12x19

HSS4x0.2

50

HSS4x0.250

W12

x45

W12

x45

6

HSS4x0.250 HSS4x0.250

W12x19

W12

x45

W12

x45

6

W12

x45

W12

x45

HSS4x0.250HSS4x0.250

W12x19

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

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BRACED FRAMEELEVATIONS ANDDETAILS


DESIGN

DEVELOPMENT

1/8" = 1'-0"1BF1 - ELEVATION

1/8" = 1'-0"2BF2 - ELEVATION

1/8" = 1'-0"3BF3 - ELEVATION

1/8" = 1'-0"4BF4 - ELEVATION

1/8" = 1'-0"5BF5 - ELEVATION

1/8" = 1'-0"6BF6 - ELEVATION

1/8" = 1'-0"7BF7 - ELEVATION

12TYPICAL BRACE PROTECTED ZONE

16TYPICAL BRACE INTERSECTION

17TYPICAL BRACED FRAME BEAM BOLT CONN

18TYPICAL BRACE SLOT REINFORCING

20BRACED FRAME GENERAL NOTES

14TYPICAL CONTINUITY PLATE CLIP

19TYPICAL DOUBLER PLATE

1/8" = 1'-0"8BF8 ELEVATION

1/8" = 1'-0"9BF9 ELEVATION

1/8" = 1'-0"10BF10 ELEVATION

CSECT

DSECT

ASECT

BSECT

PLAN PLAN

A2SECT

SECTA1

WP

YIELD LINE, TYP

BM WEB DOUBLER PL AS REQDPER "BF TO BM CONN SCHED"SEE "TYP DOUBLER PL" DET

YIELD LINE PROJECTIONPOINT, TYP

HSS BRACE, SLOT ASREQD FOR GUSSET PL,TYP

BM PER BF EL

GUSSET PL"t"

YIELD LINE PROJECTIONPOINT, TYP

STFF PL"t" ES,WIDTH TO MATCHBM FLG. CLIP PER"TYP CONTINUITYPLATE CLIP" DET

Lb1 Lb2

TYP2" MIN,

2 t

NS, FS OFGUSSETW2

Lw2

h

2 t

Lw1

NS, FS OFGUSSET W1

Wb

Wb

TYP5/16

5/16

TYP 1"

44°

VARIES, TYP

YIELD LINEPROJECTION PT

CL BEAMWP

YIELD LINEPROJECTION POINT

HSS BRACE,SLOT AS REQD FORGUSSET PL, TYP

WP

YIELD LINE

CONN PER "TYP BFBM BOLT CONN" DET

CONN PER "TYP BFBM BOLT CONN" DET

PL ES TO MATCHBM FLG, SEE "BFGEN NOTES", NOTE 10

PL TO MATCH BM FLG

GUSSET PL"t"

STIFF PL ES TOMATCH BM FLG,TYP. SEE "BF GENNOTES", NOTE 8

CL BEAM

CONDITION AT TOP OF COLSHOWN. WHERE COL CONTINUES,PROVIDE PLATES & WELDS TO MATCHBM BOT FLG PLATES & WELDS

CLIP PER "TYPCONTINUITY PLATECLIP" DET, TYP

2 1/2,MIN

1

R=1", TYP

SECTION C

SECTION D

GUSSET PL BELOW

COLBELOW

2 1/2,MIN

1

GUSSET PL

FLG

WID

TH

INC

OM

ING

BM

FLG

WID

TH

INC

OM

ING

BM

SECTION B

SECTION A

TOP OF STEEL TOP OF STEEL

2 1/2,MIN

1

GUSSET PL BELOW

FLG

WID

TH

INC

OM

ING

BM

FLG

WID

TH

INC

OM

ING

BM

GUSSET PLR=1",

TYPCLIP PER "TYP

CONTINUITY PLATECLIP" DET, TYP

CONDITION AT TOP OF COLSHOWN. WHERE COL CONTINUES,PROVIDE PLATES & WELDS TO MATCHBM BOT FLG PLATES & WELDS

2t, TYPLwl

Lcl

YIELD LINEPROJECTION PT

FULL HT OFGUSSET Wc

Wc

VA

RIE

S

CJP T&B, TYP18"3"

5/16

5/16

1/4

2t, TYPLwl

NS, FS OFGUSSETWwl

HSS BRACE,SLOT AS REQD FORGUSSET PL, TYP

PL ES TO MATCHBM FLG, SEE "BFGEN NOTES", NOTE 10

GUSSET PL"t"

NS, FS OFGUSSETWwl

1/4

1/4

Lb Lb

FULL HT OFGUSSET Wc

Wc

VA

RIE

S

YIELD LINE

18"3"


TYP5/16

5/16 TYP5/16

5/16

PL TO MATCH BM FLG

5/16

5/16

1/4

1/4

1/4

CJP

1/4

COLBELOW

1/4

1/4

CJP

CL COL CL COL

CJP T&BFLANGE

HSS BRACESLOT AS REQDFOR GUSSET PL


WP

YIELD LINEPROJECTIONPOINT

YIELD LINE

CL COL

GUSSET PL"t"


STIFF PL3/4x6

GUSSET PL"t"

BASE PL"tbp,"SEE "TYP BF BASE PL" DETFOR INFO NOT SHOWN

BASE PL"tbp",SEE "TYP BFBASE PL" DETFOR INFONOTSHOWN

TOP OF SLAB

STIFF PL3/4x6

CL COL

NS, FS OFGUSSET Wwu

Lwu

2t

1", TYP

VA

RIE

S

LbWP

R=2"

R=2"

VA

RIE

S

Wc

Wc

5/16

5/16

5/16

5/16

5/16

TOP OF SLAB

Lwu

2t

Lcu


Wc

Wc

Lb

5/16

5/16

5/16

5/16

5/16

NS, FS OFGUSSET Wwu

HSS BRACESLOT AS REQDFOR GUSSET PL

1", TYP

YIELD LINE

Lcu

BM BELOW BM BELOW

SINGLE-SIDED GUSSET

ORTHOGONAL GUSSET

BASE PL, TYPBF COL, TYP

NO

TE

4

NOTES:

1. SEE "TYPICAL BRACED FRAME BASE PLATE CONNECTION"FOR INFORMATION NOT SHOWN.

2. PROVIDE OVERSIZED HOLES TO ALLOW PASS-THROUGHOF ANCHOR RODS.

3. FINISH COLUMN END AND BASE PLATE PER AISC.

4. INCREASE TO 1'-0" AT "BRACED FRAME ANCHOR RODS,TYPE B" OR "BRACED FRAME ANCHOR RODS, TYPE C"CONDITIONS.

5. PROVIDE 1 1/2" NON-SHRINK GROUT BELOW BASE PLATES.

9"9"

1"PER GUSSET DETAIL1'-0"

9"9"

1"PER GUSSET DETAIL9"

9"P

ER

GU

SS

ET

DE

TA

IL1"

9"

9"

54" 260"

6"

54"

6"

260"

54"

54 "

TYP5/16

54"

54"

72 " 260"

6"

54"

54"

TYP5/16

NO

TE

4N

OT

E4 7"

7"50"

50"

50" 50"

7" 7"

TYP5/16

NO GUSSET

GUSSET PL TO COLFLG, AS OCCURS

BF COL

BASE PL,TYP

BF COL,TYP

BF COL,TYP

PASE PL,TYP

BMBELOW

PASE PL,TYP

T/PIER

TOF

(4) 7/8"ø A325 BOLTSSNUG TIGHT W/OVS IN BASE PL

SECTION A1 SECTION A2

PLAN

GUSSET PL TO COLFLG, AS OCCURS

BMBELOW

Drawing No.

Date:

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BRACED FRAMEDETAILS


DESIGN

DEVELOPMENT

10TYPICAL BRACED FRAME CONNECTION

BRACED FRAME TO BEAM CONNECTIONS SCHEDULE

MARK t (INCH) h (INCH) Lb1 (INCH) Lb2 (INCH) Wb (INCH) Lw1 (INCH) W1 (INCH) Lw2 (INCH) W2 (INCH)WEB

DOUBLER PL REMARKS

1

20TYPICAL BRACED FRAME CONNECTION

BRACED FRAME CONNECTIONS SCHEDULE

MARK t (INCH) Lb (INCH) Lcl (INCH) Wc (INCH) Lwl (INCH) Wwl (INCH) REMARKS

1

7TYPICAL BRACED FRAME BASE PLATE CONNECTION

17TYPICAL BRACED FRAME COLUMN BASE PLATE GEOMETRY

BRACED FRAME BASE PLATE CONNECTION SCHEDULE

MARK t (INCH) Lb (INCH) Lcu (INCH) Wc (INCH) Lwu (INCH) Wwu (INCH) tbp (INCH) REMARKS TYPE

1

3BRACED FRAME BOLTS, TYPE A

SE

CT

SE

CT

SE

CT

LEVEL 0433' - 4"

LEVEL 0550' - 0"

BCD

TOS LEVEL 0432' - 9 1/2"

TOS LEVEL 0549' - 5 1/2"

W14

x74

W14

x74

W14

x120

W14

x74

W14

x74

W14x159

W14x120 W14x90

W14x109W14x109

W14x90

WF COL PERCOL SCHED

WF COL PERCOL SCHED

SPLICE, TYP WF COL PERCOL SCHED

C.7

3' - 0"

W14x99

W14x90

W14x82 W

14x8

2

W14

x90

W14

x99

3' - 4"

NOTES:

1. C=2" INDICATES UPWARD CAMBER OF TRUSS AT MIDSPAN BETWEEN SUPPORTS OR AT TIP OFCANTILEVERED END. THE STEEL DETAILER SHALL ADJUST THE TRUSS GEOMETRY, BOTH TOPAND BOTTOM CHORDS AND WEB MEMBER LENGTHS, TO FIT PARABOLIC CURVE INTERSECTINGTHIS POINT AND THE SUPPORTS.

2. ALL TRUSS WIDE FLANGE MEMBERS SHALL BE ASTM A992, Fy=50 KSI UNLESS NOTED OTHERWISE.

3. ALL GUSSET PLATES SHALL BE ASTM A572, Fy=50 KSI UNLESS NOTED OTHERWISE.

4. WHERE TRUSS CHORDS SUPPORT COMPOSITE FLOOR SLABS, SHEAR STUDS SHALL BE LOCATEDON THE CHORD CENTERLINE AT 1'-0" MAXIMUM SPACING. SEE "TYPICAL SHEAR STUDPLACEMENT AND ADDED REINFORCEMENT" DETAIL AND "TYPICAL STUD PLACEMENT AT GUSSETPLATE" DETAIL.

5. (24) INDICATES TOTAL NUMBER OF 1-INCH-DIAMETER ASTM A490N BEARING BOLTS IN SINGLESHEAR BETWEEN WIDE FLANGE AND GUSSET PLATE. SEE "TYPICAL TRUSS CONNECTION"DETAILS FOR ADDITIONAL INFORMATION.

6. ALL BOLT HOLES SHALL BE STANDARD ROUND HOLES UNLESS NOTED OTHERWISE.

7. TRUSS VERTICALS ARE EQUALLY SPACED BETWEEN GRIDLINES UNLESS NOTED OTHERWISE.

8. SINGLE LINE DIAGRAMS INDICATE CENTROIDAL AXIS OF MEMBERS UNLESS NOTED OTHERWISE.

9. WHERE "TOS" ELEVATION IS INDICATED, TOP OF STEEL SHALL BE MAINTAINED FOR THE FULLLENGTH OF THE TRUSS, AND SHIM PLATES SHALL BE ADDED AT THE BOTTOM FLANGE WHENMEMBERS OF DIFFERENT DEPTHS ARE SPLICED TOGETHER. SEE "TYPICAL TRUSSCONNECTION" DETAIL FOR ADDITIONAL INFORMATION.

10. TRUSS CHORD SPLICES SHALL TYPICALLY BE LOCATED EQUIDISTANT BETWEEN VERTICALMEMBERS UNLESS NOTED OTHERWISE. WHERE CONFLICT WITH GUSSET PLATE OCCURS, SPLICEMAY BE SHIFTED WITHIN AREA BETWEEN VERTICAL MEMBERS TO CLEAR GUSSET CONNECTION.

2' - 0"

t

TRUSS CHORDSEE EL, TYPES OF SPLICE

ADD COVER PL t, GRADEAND WIDTH TO MATCHSMALLER FLG TRUSS CHORD

NOTE: SIMILAR CONDITION TOP AND BOTTOM WHEN CENTERLINECHORD OF MEMBERS ON FAR SIDE OF SPLICE ALIGN.

ELEVATION

CL SPLICE

SEE EL

CP

CP

SIDE PL PER "ALT SPLICESIDE PL" DET, TYP ES

TYP EST

COVER PL

SECTION

2.51

FLANGE WIDTH TRANSITION

CP

ALIGNED FLANGE THICKNESS TRANSITION

CP

NOTE: BOTTOM FLANGE SHOWN, TOP FLANGE OPPOSITE

2.51

2.51

OFFSET FLANGE THICKNESS TRANSITION

COVER PLPER EL

SMALLERCHORD FLG CP

CP

LARGER CHORD FLG

T2

T1

IF T1 ≥ 2.5 T2 IF T1 < 2.5 T2

CENTERED FLANGE & WEB THICKNESS TRANSITION

UNO0.71(T2)

0.71(T2)

T2

T1

2.51

CP

NOTES:

1. SEE "ALTERNATE TYPICAL CHORD SPLICE" DETAIL FOR ADDITIONAL INFORMATION.

GRID

SEE PLAN

TOS

t

t

t

CP TOP FLG

ELEVATION

CL SPLICE

1" MIN

t, SEE SCHED

PP SEESCHED, TYP(W)

SECTIONDETAIL

SMALLER CHORDFLG

LARGER CHORDFLG45.00°

SIDE PLTAPER SIDE PL

5' - 8"

TENSION SPLICE PLATE SCHEDULESMALLERMEMBER

CHORD SIZE

CHORD YIELDSTRENGTH

(KSI)

t(INCHES)

WELD EFFECTIVETHROAT "W"

(INCHES)

NOTES:

1. SPLICE PLATES SHALL BE INSTALLED AFTER WF FLANGE AND WEB WELDS PER"ALTERNATE TYPICAL CHORD SPLICE" DETAIL ARE COMPLETE AND HAVE BEENFULLY INSPECTED.

2. ALL PLATES SHALL BE Fy=50 KSI, ASTM A572 GR 50 UNLESS NOTED OTHERWISE.

3. ALL PLATE MATERIAL TO BE TESTED FOR CHARPY V-NOTCH TESTING INACCORDANCE WITH ASTM A6, SUPPLEMENTARY REQUIREMENT S5.

4. ALL BEVELS SHALL HAVE A MILLED FACE.

5. PARTIAL PENETRATION WELD SIZES ARE CALLED OUT AS EFFECTIVE THROAT THICKNESS.

6. ALL PLATES SHALL BE ULTRASONICALLY TESTED FOR LAMINAR DEFECTS USINGASTM A578 - LEVEL 1.

7. ALL WELDS SHALL BE M-T TESTED AFTER THEY ARE COMPLETE.

8. WHEN W MEMBER SIZE CHANGES AT SPLICE, SEE "ALTERNATE SPLICE FLANGEAND WEB TRANSITION" DETAIL.

DET WHERE FLGTHICKNESSES VARY

FULL WELD

1' - 8"

FULL WELD

1' - 8"8" TAPER WELD

4" TAPER WELD

2" NO WELD 2" NO WELD

4" TAPER WELD

8" TAPER WELD

W14x90

W14x109

GRID

CL CHORD

SEE EL

CL SPLICE

CP T&B FLGAND WEB

NOTES:

1. SEE "ALTERNATE SPLICE FLANGE AND WEB TRANSITION" DETAIL FOR WELDSAT TRUSS CHORD SIZE AND CENTERLINE TRANSITIONS.

2. AT TRUSS BOTTOM CHORDS, ADDITONAL SPLICE PLATES PER THE "ALTERNATESPLICE SIDE PLATE" DETAIL SHALL BE USED.

NOTES:

1. WHEN CHORD TOP OF STEEL ELEVATION IS CALLED OUT, TOP OF WIDE FLANGE SHALL MAINTAIN THE SAME ELEVATION. WHEN CHORD CENTERLINE ELEVATION IS CALLED OUT, CENTERLINE OFWIDE FLANGE SHALL MAINTAIN THE SAME ELEVATION.

2. WHERE CHORD MEMBERS HAVE DIFFERENT DEPTHS OR WEB THICKNESSES, PROVIDE SHIM PLATES TO MAKE UP THE DIFFERENCES.

3. ALL BOLTS ARE 1" DIAMETER A490 SLIP CRITICAL. DOUBLE SHEAR BOLTS ARE REQUIRED AT WEB AND FLANGE.

4. ALL PLATES ARE Fy=50KSI UNLESS NOTED OTHERWISE.

5. WIDE FLANGES, SHIM PLATES, AND SPLICE PLATES SHALL HAVE STANDARD HOLES.

6. WHERE REQUIRED, USE WEB SHIM PLATE 'T'x10. EXTEND WEB SHIM PLATES TO 8" BEYOND CENTERLINE OF LAST BOLT. WELD SHIM PLATES AS SHOWN ON DETAIL.

7. AISC MINIMUM FILLET WELD FOR PLATE THICKNESS.

8. WHERE NOTED AS "CP", OMIT WEB PLATES AND WEB BOLTS. WEBS OF CONNECTING CHORD MEMBERS SHALL BE CP WELDED AFTER FLANGE SPLICE SC BOLTS HAVE BEEN FULLY TENSIONED.

9. AT THE CONTRACTOR'S OPTION, AN ALL-WELDED SPLICE MAY BE USED. SEE "ALTERNATE TYPICAL CHORD SPLICE" DETAIL FOR ADDITIONAL INFORMATION.

ELEVATION SECTION

TRUSS CHORD SPLICE SCHEDULE

SMALLERINCOMING

MEMBER SIZE

SMALLERINCOMING

MEMBER Fy(KSI)

NUMBERROWS OF

BOLTS AT EAMEMBER END

INSIDEFLANGE SPLICE

PL,T1 (INCH)

OUTSIDEFLANGE

SPLICE PL,T2 (INCH)

WEB SPLICEPL, T3 (INCH),

NOTE 8

REMARKS

STAGGER WEB BOLTSW/ FLG BOLTS, TYP

CL SPLICE

SEE NOTE 2 WEB SHIM PL ASREQD, NOTE 6

SEE SPLICE SCHED FOR# OF ROWS OF BOLTSEACH SIDE OF SPLICE CL,SEE NOTE 3 FOR ADDL INFO

(3) BOLTS PERROW IN WEB

SPLICE PL'T3'x10", ES

SPLICE PL'T2'x18" TYP T&B

SPLICE PL 'T1'x7 1/2"TYP T&B

SEE NOTE 8

(4) BOLTS PER ROWIN FLG, T&B

2" , TYP 3 1/2" 3" , TYP

WHEN SHIMPL THICK ISGREATERTHAN 3/4"

NOTE 7

3"3"

1 1/2"

1 1/2" , TYP 3" , TYP

W14x90

W14x109

CONNECTION TABLE

NUMBERBOLTS IN

DIAGONALMEMBER

GUSSET PLTHICKNESS

(INCH)

1 1/4" 1 1/4"

FILLET OR REINFFILLET SIZE WHEREREQD, TYP

PJP WELD SIZEWHERE REQD, TYP

DETAIL

NOTES:

1. SEE CONNECTION TABLE FOR ADDITIONAL CONNECTION REQUIREMENTS BASED ON DIAGONAL MEMBER SIZEAND BOLT COUNT. AT VERTICAL ONLY CONNECTION, SEE "TYPICAL VERTICAL ONLY CONNECTIONSAT TOP AND BOTTOM CHORD" DETAIL.

2. INCOMING MEMBERS MAY VARY IN SHAPE AND ANGLE. CONNECTIONS ON OPPOSITE SIDE OF CHORD NOTSHOWN FOR CLARITY.

3. SIMILAR WHERE TWO DIAGONALS FRAME INTO GUSSET. USE LARGEST OF PLATE THICKNESSES AND WELDSIZES REQUIRED BY INCOMING DIAGONAL MEMBERS.

4. SEE "TYPICAL GUSSET LAYOUT AT SLOPING OR KINKED CHORDS" DETAIL AT ANGLED OR BENT TRUSS CHORD.

6. ALL HOLES SHALL BE STANDARD HOLES.

GUSSET PL,SEE NOTE 1

CL

CLCHORD

CGDIAG

CLCHORD

θ

A490N BOLTS, SEEEL FOR TOTAL # OFBOLTS, SEE SECT AOR SECT FOR SPCG

CL

WP

θ

CHORD WELD,SEE NOTE 1 &DETAIL

WP

NUMBER OFWEB PLATES

WEB PLATETHICKNESS

(INCH)

DIAGONALWELD LENGTH

(INCH)

DIAGONALWELD SIZE

(INCH)

CHORD PJPWELD(INCH)

CHORD(REINFORCING)

FILLET(INCH)

SECTION B(W14x82 AND SMALLER)

(3) BOLTSPER ROWIN WEB


SPLICE PL'T'x10"

SLOTTED FLG PL,WIDTH & THICKTO MATCH FLG,TYP

3" , TYP


SECOND WEBCONN PL WHEREREQD, SEENOTE 1

(3) BOLTSPER ROWIN WEB

SLOTTED FLG PL,WIDTH & THICKTO MATCH FLG, TYP

SECTION A(W14x90 AND LARGER)

3", TYP

WEB CONNPL, 'T'x10"

WF DIAG, SEE EL

WEB CONN PL,TYP, SEE NOTE

WF VERT,SEE EL

WEB DIAG,SEE EL

SLOTTED FLG PLWIDTH & THK TOMATCH FLG, TYP

DIAG WELD LENGTH,SEE NOTE 1, TYP

DIAG WELD,(3) SIDES,SEE NOTE 1

TYP ES, SEENOTE 1

f", MIN3/4"

, MIN

3/4"

, MIN

2", TYP

3/4"

CLR

, TY

P

2", T

YP

3" O

C, T

YP

2", T

YP

TYP2" M

IN,

3/4" CLR, TYP

1 1 /2"

2 1 /4"

2 1 /4"

1 1 /2"

2"3"

3"

2"SECT A

OR

SECT B, T

YP

18

7/8

"

1 3 1/ 2"

2", TYP

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

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Consultants

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TRUSSELEVATIONS ANDDETAILS


DESIGN

DEVELOPMENT

1/8" = 1'-0"4TRUSS T1 - ELEVATION

5TRUSS NOTES

7ALTERNATE SPLICE FLANGE AND WEB TRANSITION

16ALTERNATE SPLICE SIDE PLATE

8ALTERNATE TYPICAL CHORD SPLICE

18TYPICAL TRUSS CHORD SPLICE

20TYPICAL TRUSS CONNECTION AT WIDE FLANGE

SECT

DIAG WELD,TYP ESSEE TABLE

GUSSET PL

WF DIAG W/WEB REMOVED

WF DIAG

WEB CONN PLPER "TYP CONNAT WF" DET

WEB PLWELD, SEETABLE

1 8"

1 7 1/ 4"

3/4"DIAG WELDLENGTH, PER"TYP CONNAT WF" DET

WF DIAG ORVERT

GUSSET PL

CL DIAG

NOTES:

1. SIMILAR CONDITION AT WIDEFLANGE VERTICAL.

SECTION

NUMBER OF BOLTS WELD SIZE

θ

1" 2"

3 1/2"

3 1/2"

2"

GUSSET PL, SEE NOTE 1

SEE NOTE 1

CL CHORD

SHEAR TAB PL, SEE NOTE 1 & 3

(3) ROWS OF 1 1/8" DIA A490NBOLTS, SEE CONN TBLFOR # OF BOLTS

DIAGCG

CL COL

1 1/

2"3

1/2"

OC

, TY

P1

1/2"

1/2"

WP

NOTES:

1. SEE CONNECTION TABLE FOR ADDITIONAL CONNECTION REQUIREMENTS.

2. SEE "TYPICAL TRUSS CONNECTION AT WIDE FLANGE" DETAILS FOR INFORMATION NOT SHOWN.

3. WHERE POSSIBLE, LOCATE (3) BOLTS PER ROW WITHIN TRUSS CHORD DEPTH. TABULATED NUMBER OF BOLTS PER ROW EQUALS (NUMBER OF BOLTS PER ROW IN CHORD DEPTH)PLUS (NUMBER OF BOLTS PER ROW IN GUSSET DEPTH). WHERE ADDITIONAL DIAGONAL FRAMES IN AT OPPOSITE SIDE OF CHORD, BOLTS IN CHORD WEB MAY COUNT TOWARD ONE GUSSETCONNECTION ONLY.

4. OPPOSITE AT BOTTOM CHORD.

5. ALL HOLES SHALL BE STANDARD HOLES.

SEENOTE 1

1 1/

2"

TY

P3"

OC

1 1/

2"

SEE NOTE 2

2" M

IN

2" M

IN BOLTS PER EL,SEE NOTE 2

CONNECTION TABLE

DIAGONALSIZE

NUMBERBOLTS IN

DIAGONAL

BOLTSPER ROW

GUSSETTHICKNESS

(INCH)

GUSSET-TO-BMPP WELD

SIZE (INCH)

GUSSET-TO-BM(REINFORCING)

FILLET WELD SIZE(INCH)

SHEAR TABTHICKNESS

(INCH)

SHEAR TAB-TO-COLUMN FILLET

WELD (INCH)

W14x99

GRID

(6) 1" DIA A490 SC BOLTS,BOLTS SHALL BE FINGERTIGHT UNTIL ALL TRUSSESARE ERECTED AND STLDECK & CONC IS INSTALLED,THEN BOLTS SHALL BETIGHTENED TO SLIPCRITICAL CRITERIA

5/16

5/16

CONN PL 3/8W/ STD HOLES

BOT CHORDW/ LSL HOLES

CLCHORD

2" 4" 2" 2"

2"

OC3"

OC3"

2"

STL COL

2"

SEE NOTE 2

TYP2"

CHORD

TOS

VERTICALMEMBER

NUMBER OFBOLTS

PLATETHICKNESS

(INCHES)

WELDSIZE

(INCHES)

NOTES:

1. SEE TABLE FOR ADDITIONAL CONNECTION REQUIREMENTS.

2. SEE "TYPICAL TRUSS CONNECTION AT WIDE FLANGE" DETAILS FOR INFORMATION NOT SHOWN.

3. WIDE FLANGE CONDITION SHOWN AT TOP CHORD IS SIMILAR OPPOSITE AT BOTTOM CHORD.

4. w = t - 1/8 OR AISC MINIMUM, WHICH EVER IS GREATER.

PL, SEE NOTE 2

CONN, SEE 20/S311FOR ADDL INFO

WEB DOUBLER PL 't' ES WHERE(GUSSET PL THICKNESS) - (CHORD WEB THICKNESS) > 1/8 , TYP't' = (GUSSET PL THICKNESS) - (CHORD WEB THICKNESS)

SEE NOTE 4,TYPW

2

CLVERT

CLCHORD

WP

W14x120

WP

LdLd θ

EQ

EQ

CL

TRUSSCHORD

AT GUSSET, LOC STUDS HORIZ ON GUSSET,STAGGER ON OPP SIDES.MAINTAIN STUD SIZE & QUANTITY.

NOTES:

1. SIMILAR AT GUSSET END CONNECTIONS AND WHERE TRUSS MEMBER SHAPES VARY.

2. SEE "TYPICAL SLAB EDGE AT GUSSET PLATE" DETAIL FOR ADDITIONALINFORMATION.

ADD 1 #4,ES OF GUSSET

CONC SLAB ONSTL DECK,DIRECTION VARIES

TRUSS VERT &DIAG, TYP

CG

CG

GUSSET PL

ADD STUDS AT OUTSIDE FACEOF GUSSET SUCH THAT SPCGIS 1'-0" MAX

ADD (1) #4, DEVELOP Ld BEYONDGUSSET PL WHERE h ≥ 12"

TOC

BENT PL

#4 CONT

3/16 3-6

3/16 3-6

STAGGER

2" MIN

OVERHANG

STUDS PER "TYPSTUD PLACEMENTAT GUSSET PL"DET

CONC SLAB ONSTL DECK,DIRECTIONVARIES

#4 ES OFGUSSET

h

NOTES:

1. SEE "TYPICAL DECK EDGE CONDITIONS" DETAIL FOR ADDITIONAL INFORMATION.

2. WHERE SLAB EDGE EXCEEDS 18" OVERHANG, SHORE UNTIL CONCRETE REACHES(28) DAY COMPRESSIVE STRENGTH.

TRUSS CHORD

EQEQ

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

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TRUSS DETAILS


DESIGN

DEVELOPMENT

6TYPICAL ALT WF DIAG CONN TO GUSSET PL

10TYPICAL TRUSS TO COLUMN FLANGE END CONNECTION - (3) ROWS OF BOLTS

1TYPICAL BOT CHORD TO COL FLG CONN

3TYPICAL VERTICAL ONLY CONNECTIONS AT TOP AND BOTTOM CHORD

7TYPICAL STUD PLACEMENT AT GUSSET PLATE

8TYPICAL SLAB EDGE AT GUSSET PLATE

2 3

2L4x3x1

/4 LLBB 2L4x3x1/4 LLBB

PER PLAN

TOS

PER PLAN

TOS

VARIES

ROOF

5 6

HSS GIRT, TYP

HSS POST, TYP

3 4C

2L4x3x1

/4 LLBB 2L4x3x1/4 LLBB

PER PLAN

TOS

PER PLAN

TOS

VARIES

ROOF

HSS GIRT, TYP

HSS POST, TYP

C.7 5

2L4x3x1/4 LLBB2L4x3x1/4 LLBB

PER PLAN

TOS

PER PLAN

TOS

PER PLAN

TOS

HSS GIRT, TYP

HSS POST, TYP

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

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Consultants

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BRACEELEVATIONS ANDDETAILS


DESIGN

DEVELOPMENT

1/8" = 1'-0"2BF-A AT ALTERNATE

1/8" = 1'-0"3BF-B AT ALTERNATE

1/8" = 1'-0"5BF-C AT ALTERNATE

NOTES:

1. SEE CONCRETE COLUMN SCHEDULE FOR COLUMN DOWELS.

2. SHORT WAY REINFORCEMENT REFERS TO BARS WITH THE LONGEST LENGTH EVENLYDISTRIBUTED ACCROSS THE SHORTEST FOOTING DIMENSION, VICE VERSA FORLONG WAY REINFORCEMENT.

PER PLAN

TOF EL

16"

11"11"

6 3

/8"

10"

NOTES:

1. SEE "TYPICAL COLUMN FOOTING" DETAIL FOR EXCAVATION INFORMATION.

2. LAP SPLICE LONGITUDINAL REINFORCING Lsb.

3. SEE "WALL FOOTING SCHEDULE" FOR DIMENSIONS AND REINFORCING UNLESS NOTEDOTHERWISE.

4. HOOK LONGITUDINAL REINFORCING AT INTERIOR WALL FACES.

5. ALL REINFORCEMENT IS BOTTOM LAYER REINFORCEMENT UNLESS NOTED OTHERWISE.

FTG REINF

KEY PER "TYP CONCWALL REINF" DET

WALL WIDTHSEE PLAN

DWL EQ TO VERTWALL BARS, UNO

Ld O

RH

OO

KEQ

UNO

EQ

UNO

32"

FTG WIDTH

Lsb

TOF

TOC

FTG WIDTH

3" C

LR

2" CLR,

DE

PT

H

FT

G LD

3" IF CASTAGAINST EARTH

KEY PER "TYPCONC WALL REINF"DET

OR

Ldh

,M

IN

SEE PLANWALL WIDTH,

WALL REINF

TRANSVERSE REINF / DWL

LONGITUDINAL REINF

SLAB REINF PER"TYP SOG" DET

SOG

INSIDE FACE DWL TOMATCH VERT WALL BAR, TYP

"L" TYPE WALL FOOTING

CL WALL

DE

PT

H

FT

G

Lsb

3/4" x 3 1/2" x 0'-6" @ 18"

KEYED JT

STRAIGHT BARFOR SLAB ONBOTH SIDES

#4x @ 18" MINAT MID-DEPTH UNOON SECTIONS

SOG

SAWED JT 1/8" RADIUS ONEDGES ONLY WHERESLAB IS EXPOSED

ADD (2) #4,TYP (4) SIDES

ADD (2) #4x3'-0" MIN.CTR ON COL CORNERS.

ROUND COL

SQ COL

(2) #5 BOT CONT(2) #5 TOP CONT

#3x @ 18"

DWL. SEE TYPCMU DETS

#4x4'-0" @ 16"TOP MIN

TYP REINF

#4x10'-0"@ 12" BOT

CONTROL JTINFILL AFTERFORMS REMOVED

CONC COL ORSTL COL W/ CONCENCASEMENT

#4 EDGE BAR

FORMISOLATION JT

#4 WHERE NOCONTROLJT OR CJ

4" C

LR

WALL

ISOLATION JOINT AT COLUMN ADJACENT TO RETAINING WALL

CONTROL JOINT

THICKENED SLAB

CONSTRUCTION JOINT

STEPS ON GRADE

DEPRESSED SLAB

REINFORCING AT CONCRETE COLUMN

REINFORCING AT STEEL COLUMN

NOTES:

1. SLAB ON GRADE IS 4 INCHES THICK UNLESS NOTED OTHERWISE.2. LOCATE CONSTRUCTION JOINTS UNDER PARTITIONS OR ON COLUMN LINES. PROVIDE CONTROL JOINTS ON ALL

COLUMN LINES AND AT A MAXIMUM SPACING OF 30 x SLAB THICKNESS EACH WAY IN BETWEEN. PROVIDE CONTROLJOINTS AT ALL RE-ENTRANT CORNERS. CONTRACTOR SHALL SUBMIT A JOINTING PLAN TO ARCHITECT FOR REVIEW.

3. SAWED JOINTS SHALL BE MADE AS SOON AS THE JOINT CAN BE CUT WITHOUT EDGESRAVELING AND WITHIN 24 HOURS OF SLAB PLACEMENT. SAWED JOINTS SHALL BE FILLEDWITH SEALANT AS COORDINATED WITH THE ARCHITECT.

4. LOCATE REINFORCING AT ONE-THIRD OF DEPTH FROM TOP OF SLAB.5. TYPICAL SLAB REINFORCING: #4 @ 24" EACH WAY FOR 4" SLAB #4 @ 24" EACH WAY FOR 6" SLAB

1 1/2" CLRAT EXT

18 3/4"

Lsb

2" SA

WC

UT

1/4

SLA

BD

EP

TH

2' - 0" LAP

4" M

AX

2' - 0"

1' - 6" , TYP3" , TYP

3" , TYP

3"

2"

6" MIN

3/4"1(MAX)

1

11

1' -

0"

1' - 0"

6"

SLAB

THK

#4 @ 18"

#4x @ 18"

2'-0"

2'-0"

1'-6" 1'-6"

ON PLAN

TOC EL SHOWN

CL COL

NOTES:

1. SEE "CONCRETE PIER SCHEDULE" FOR TYPE OF REINFORCING CONFIGURATION.

2. A TYPICAL CROSSTIE SHALL HAVE A 135 DEGREE HOOK AT ONE END AND A 90 DEGREE HOOK AT THE OTHER END. AT CONTRACTOR'S OPTION, THE 135 DEGREE HOOK MAY BE REPLACED WITH A 180 DEGREE HOOK, AND THE 90 DEGREE HOOK MAY BE REPLACED WITH A 135 OR A 180 DEGREE HOOK.

3. CROSSTIES WITH 90 DEGREE HOOKS SHALL HAVE THE CONSECUTIVE CROSSTIES ALTERNATED END FOR END ALONG THE LONGITUDINAL REINFORCEMENT.

(3) #4x @ 3"

#4x @ 6"

EXTEND VERT Lb MIN INTOFDN OR PROVIDE MATCHINGDOWELS W/ Lc LAP SPLICE

CONC PIER & REINF,SEE "CONC PIER SCHED"

BASE PL & AB,SEE "STL COL SCHED"

STL COL, SEE"STL COL SCHED"

TYPE A TYPE CTYPE B

2"

2" C

LR,T

YP

2" CLR, TYP

SOG

SAWED JT

1/8" RADIUS ONEDGES ONLY WHERESLAB IS EXPOSED

CONTROL JOINT CONSTRUCTION JOINT

2"1/

3 S

LAB

DE

PT

H

3" CLR3" CLR

STOP REINF

3/4"

SOG

STOP REINF

3" CLR 3" CLR

2"

KEY 1/3 SLABDEPTH

6"

9"

3"

21"

12"

OPEN OR BACKFILLEDPIPE TRENCH PARALLELTO FTG

PROVIDE SLEEVEW/ ID 4" + OD OFPIPE, MIN

PLACE LEAN CONC FILLAROUND SLEEVE BEFOREPOURING FTG. FILL SHALLBE SAME WIDTH AS FTG.

TRENCH MUST BEABOVE THIS LINEFTG SHALL BE

STEPPED SO ASNOT TO EXCEED3'-0" DEEP

FTG

WALL

NO

PIP

E S

HA

LL P

AS

ST

HR

U F

TG

, UN

O

4" M

IN6"

MIN

2" M

IN

3'-0

" M

AX

ELEVATION SECTION

11

COL & FTG CLSHALL COINCIDEUNO ON DWGS

STL COL, SEE "STL COL SCHED"

SOG UPPER FTG

REINF, SEE "COLFTG SCHED"

UNDISTURBEDSOIL

TOF ELSHOWN ONFDN PLAN

MAX EXCAVATIONW/O LOWERINGUPPER FTG ORPLACING AGAINSTUNDISTURBED SOILAS SHOWN

CL COL

FTG WIDTH

SEE "COL FTG SCHED"

UPPERFTG

FTG DEPTH, SEE"COL FTG SCHED"

21

1

1

CONC ALL AROUNDSTL COL & BASE PL.SEE "TYP STL COLENCASEMENT FOR ALTENCASEMENT" DET

BASE PL & ABSEE "STL COL SCHED"

1

16" MIN

1' - 0" MIN

1' - 0"48"

15"

6" MIN

COL AND FTG CLSHALL COINCIDEUNO ON DWGS

SEE "TYP STL COL FTG"DET FOR ADDL REQTS

#4 EACORNER

#4x @ 12"

CL COL

8"

0"

2'-0

" M

AX

"H"

36"

2H MIN

"D"

FACE OF STEPS SHALL BE CASTAGAINST UNDISTURBED EARTH.IF EXCAVATION RAVELS, BACKFILLW/ CONC WHEN FTG IS CAST.

"D" MIN,SHALL NOTEXCEED 12"

NOTES:

1. SEE "TYPICAL WALL FOOTING" DETAIL FOR ADDITIONAL INFORMATION.

PER PLAN

TOF EL

3" 3" 3" 3"Ld8"

8"

12"

#4 DWL AT ALTWALL VERT, TYP

KEY, SAME ASWALL CJ, TYP

WALL WIDTH,SEE FDN PLAN

(2) #4(2) #4

NOTES:

1. USE ONLY WHERE NOTED ON PLANS.

ALT HOOKS

Lsbt

, TY

P

CONC WALLREINF, TYP

CONC PIER,REINF PER CONCPIER SCHED

INTENTIONALLY ROUGHENJT TO MIN 1/4" AMPLITUDE, TYP

CONC BSMT WALL ORCONC WALL, TYP

SPLICE HORIZ WALLREINF AT CONTR OPT,SEE "CONC PIER SCHED"FOR ADDL DWL REQTS

SE

E "

CO

NC

PIE

R S

CH

ED

"

W

L, SEE "CONC PIER SCHED"

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING





5/2

1/2

015 1

1:4

5:1

5 A

M

05.22.2015

98372.03

S-401

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

TYPICALFOUNDATIONDETAILS ANDSCHEDULES


DESIGN

DEVELOPMENT

5COLUMN FOOTING SCHEDULE

COLUMN FOOTING SCHEDULE

MARK SIZE DEPTH

REINFORCINGEACH WAYBOTTOM

TOPREINFORCING REMARKS

ALLOWABLEBEARING

PRESSURE

F5.5 5'-6" x 5'-6" 2' - 0" (7) #6 -

F8.5 8'-6" x 8'-6" 2' - 6" (10) #7 - - 10.5 KSF

F9.5 9'-6" x 9'-6" 2' - 6" (10) #8 - - 11.5 KSF

F10 10'-0" x 10'-0" 3' - 0" (12) #8 - - 12.0 KSF

F12 12'-0" x 12'-0" 4' - 0" (18) #8 - - 12.0 KSF

F13 13'-0" x 13'-0" 4' - 2" (24) #8 - - 12.0 KSF

F13.5 13'-6" x 13'-6" 4' - 2" (24) #8 - - 12.0 KSF

F18 10'-0" x 18'-0" 3' - 0" (7) #10 SHORT WAY(18) #10 LONG WAY

(10) #8 SHORTWAY

HOOK BOT REINF 12.0 KSF

10TYPICAL WALL FOOTING

WALL FOOTING SCHEDULE

FOOTINGMARK

FOOTINGWIDTH

FOOTINGDEPTH

LONGITUDINALREINFORCING

TRANSVERSEREINFORCING REMARKS

WF3 3' - 0" 1' - 0" (3) #5 #5 @ 12"

WF4 4' - 0" 2' - 0" (5) #6 T&B #5 @ 16" TOP#5 @ 8" BOTTOM

WF4A 4' - 0" 2' - 0" (5) #8 T&B #5 @ 16" TOP#7 @ 8" BOTTOM

WF4B 4' - 0" 2' - 0" (5) #6 #5 @ 12"

WF6 6' - 0" 3' - 0" (8) #10 T&B #5 @ 8" TOP#8 @ 4" BOTTOM

20TYPICAL SLAB ON GRADE

14TYPICAL CONCRETE PIER

CONCRETE PIER SCHEDULE

PIER MARK SIZE (LxW) PIER TYPE REINFORCING REMARKS

P1 30"x 24" C (12) #8 SEE TYP CONC PILASTER DET,PROVIDE (17) #8 DWLS @ 6" VEF

P1A 30"x 24" C (12) #8 SEE TYP CONC PILASTER DET,PROVIDE (6) #7 WALL DWLS @ 6" VEF

P2 29" x 29" C (12) #8 SEE 20/S-501, PROVIDE (7) #6 HOOKWALL DWLS @ 6" VEF

P3 31" x 38" C (12) #9 SEE 20/S-501, PROVIDE (8) #8 HOOKWALL DWLS @ 6" VEF

P4 24" x 24" C (12) #8 -

17TYPICAL SLAB ON GRADE JOINT

12TYPICAL PIPE ENCASEMENT UNDER FOOTING

9TYPICAL STEEL COLUMN FOOTING

8TYPICAL STEEL COLUMN ENCASEMENT

4TYPICAL STEPPED WALL FOOTING

3TYPICAL MINIMUM CONCRETE WALL FOOTING

7TYPICAL CONC PILASTER DETAIL

BUILT-UP SLAB ON POLYSTYRENE SCHEDULE

TYPE

SLABTHICKNESS

(INCH)REINFORCEMENT

POLYSTYRENESTRENGTH - NOTE 1 REMARKS

TYP 4 #4 @ 12" EW 3.6 PSI @ 1%

SLAB THICKNESSPER "BU SLAB ONPOLYSTYRENE SCHED"

6" CONC CURB,TYP ALL AROUNDBU SLAB

STRUC SLAB

SLAB REINF PER "BU SLABON POLYSTYRENE SCHED"

STRUC SLAB

#4 @ SPCG TOMATCH BU SLAB REINF

3/4"

BLO

CK

-OU

T

POLYSTYRENE PER "BU SLABON POLYSTYRENE SCHED"

PO

LYSTYR

EN

E S

CH

ED

"

SLA

B TH

ICK

NE

SS

PE

R "BU

SLAB

ON

DRILL & EPOXY W/ 2" EMBED.CONTR TO VERIFY PT TENDONOR MILD REINF ARE NOT CUTOR DAMAGED

UN

O

4'-0

" M

AX

TOC

NOTES:

1. RIGID CELLULAR POLYSTYRENE WITH MINIMUM COMPRESSIVE RESISTANCEINDICATED AT 1% DEFORMATION CONFORMING TO ASTM D6817 OR ASTM C578 ORAPPROVED EQUIVALENT.

2. PROVIDE 3/4" DEEP SAWCUT CONTROL JOINTS AT MAXIMUM SPACING OF 30 TIMES THESLAB THICKNESS ON CENTER EACH WAY. PROVIDE CONTROL JOINTS AT ALLRE-ENTRANT CORNERS. CONTRACTOR SHALL SUBMIT AT JOINTING PLAN TO THEARCHITECT FOR REVIEW.

3. FOR MECHANICAL EQUIPMENT EXCEEDING 1000 POUNDS SUPPORTED ON THE SLAB,CONTACT THE ENGINEER FOR APPROVAL.

16"

REINF PER "BU SLABON POLYSTYRENESCHEDULE"

1 1/

2" C

OV

ER

UN

O

3 1 /4

"

1 1/2" COVER

UNO

TYP UNO

V 6 #5 @ 12" EW 7.3 PSI @ 1%PROVIDE AT ALL AREASSUBJECT TO VEHICLE LOADS

CJ, AS REQD

#4 x @ 12"

#4 @ 10"

ALT HOOKS

8 1"2'-0"

NOTES:

1. OMIT ADDED REINFORCEMENT NOTED ABOVE WHEN SPECIAL REINFORCEMENT, INDICATED ON PLANS OR DETAILS, EXCEEDS THIS REINFORCEMENT.

2. CONTRACTOR SHALL VERIFY ALL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS WITH THE STRUCTURAL ENGINEER BEFORE PLACEMENT.

SEE "WALL END"DET FORTERMINATION OFWALL BARS

ADD (1) #5x4'-0"DIAG FOR EALAYER OFWALL REINF

ADD (2) #5ALL AROUNDFOR EA LAYER OFWALL REINF

WALL REINF

6'-0"x6'-0"MAX OPNG

LARGE OPENING

ADD (1) #5ALL AROUNDFOR EA LAYEROF REINF

3'-0"x3'-0"MAX OPNG

WALL REINF, SEE"WALL END" DETAILFOR TERMINATIONOF WALL BARS

SMALL OPENING

3. WHEN EDGE OF CONCRETE CLOSE TO OPENING WILL NOT ALLOW THIS LENGTH, CONSULT STRUCTURAL ENGINEER BEFORE CONSTRUCTION.

25" 2'-6", TYP,SEE NOTE 3

23 3/4"

2'-6", TYP,SEE NOTE 3

25

7/8

"

2'-6

", T

YP

,S

EE

NO

TE

3

30""D"

2'-6

" M

AX

8"

"T"

NOTES:

1. T = 6" MINIMUM OR 10" MAXIMUM. IF T > 10", SEE "TYPICAL HOUSEKEEPING PAD" DETAIL.

2. SEE ARCHITECTURAL FOR T AND D DIMENSIONS AND CURB LOCATIONS.

3. CONCRETE CURBS ON SLAB-ON-GRADE AND FORMED SLABS ARE SIMILAR.

4. AT SLABS ON DECK WHERE D>10", PROVIDE (2) #4x @ 12" TO FIT IN DECK FLUTES.

HOOK MUST BE PLACEDIN BOT OF FLUTES FORSLABS ON DECK

ALT HOOKSWHERE POSSIBLE

KEY 3 1/2 "x1 1/2 ",1 1/2 " DEEP

CJ

#4 @ 10"

#4x @ 9" IF D > 10", NOTE 4#4x @ 12" IF D < 10"

#5 CONT

STRUC SLAB

2"

3/4"

NOTES:

1. HOUSEKEEPING PADS ON SLAB-ON-GRADE AND FORMED SLABS SIMILAR.

4 1/2" MIN

6"

BOND OR ROUGHENSURFACE IF PADPOURED SEPARATELY

#4x @ 10" EW(2) #4 EW, MIN

HOUSEKEEPING PAD, SEEMECH / ELEC / ARCH FORSIZE & LOC

AR AS REQD BYEQUIP SUPPLIER

ADD #4 @ 10" EF FORPAD HT >12"

STRUC SLAB

DECK SPANSEITHER DIRECTION

PA

DH

T

SINGLE LAYER WALL REINFORCING

DOUBLE LAYER WALL REINFORCING

SEE PLANS FORSLAB REINF SLAB

WALL

SLAB TOP BARSON PLAN OR SECT

WALL

TENSION BARS MATCHVERT WALL REINF UNO

KEEP SLAB & WALL SHOREDUNTIL BOTH HAVE REACHED28 DAY DESIGN STRENGTH

#5, UNO

SLAB

KEYED JTSEE "TYP CONCWALL REINF" DET

WALL

SLAB

CONT 3/4" KEY,SEE "TYP CONCWALL REINF" DET

SLAB TOP BAR

SLAB BOT BAR

#5 @ 16"

WALL

SLAB

SEE PLANS FORSLAB REINF SLAB

WALL

18"

Lsb

OR

1'-6

" M

IN

17

7/8

"

Lsb

SLAB BOT BAR 9 1/2"

Ld

WALLTENSION BARS MATCHVERT WALL REINF UNO

KEEP SLAB & WALL SHOREDUNTIL BOTH HAVE REACHED28 DAY DESIGN STRENGTH

(2) #5, UNO

SLAB

KEYED JT,SEE "TYP CONCWALL REINF" DET

WALL

SLABSLAB TOP BAR

SLAB BOT BAR

#5 @ 16"

SLAB

9 1/2"

Ld

18

3/4

"

Lsb

18"

Lsb

OR

1'-6

" M

IN



KEYED JT, SEE "TYPCONC WALL REINF" DET

KEYED JT, SEE "TYP CONCWALL REINF" DET

CONT 3/4" KEY,SEE "TYP CONCWALL REINF" DET

WALL2' -

0"

2' - 0"8" ,TYP

(4) #4x EW

L1 1/2"x1 1/2"x3/16" W/(2) 1/2" DIA x 3" STUDS,TYP (4) SIDES

MTL GRATING,SEE PLAN

SOG,SEE PLAN

1'-0" 1'-0"

3/4"

3/4"

3/4"

15" 15"

Lsb Lsb

12"

2"

T/4

FORM & REMOVE AFTERCONC IS CAST, CAULK IFREQD BY ARCH

CUT ALL HORIZBARS ON THIS FACE

EXT WALL FACE

SUPT BARS AS NEEDED

KEY, WHEN LOCAT CONST JT

CUT 50% OF HORIZBARS AT ALL WP JTS

ADD BARS SAME SIZEAS HORIZ BARS AT TWICEHORIZ BAR SPCG

8"

2"

3/4"

3/4"

3/4"

T/4

"T"

EXT FACE

FORM & REMOVE AFTERCONC IS CAST

KEY AT CONST JT CUT 50% OF HORIZBARS AT ALL WP JTS

SINGLE LAYER REINFORCING PLAN

DOUBLE LAYER REINFORCING PLAN

WA

LLT

HK

"T"

WA

LLT

HK

CAULK IFREQD BY ARCH

NOTES:

1. UNLESS NOTED OR SHOWN OTHERWISE, ALL WALLS ARE TO BE REINFORCED WITH MINIMUM REINFORCEMENT AS SHOWN IN THE FOLLOWING TABLE:

2. LAP WALL REINFORCING Lsb AT SPLICES.

3. ALL VERTICAL REINFORCING IN CONCRETE WALLS SHALL BE CONTINUOUSFROM STRUCTURAL FLOOR TO STRUCTURAL FLOOR, OR FROM FOOTINGTO FIRST STRUCTURAL FLOOR ABOVE UNLESS NOTED OTHERWISE.

4. START HORIZONTAL AND VERTICAL BARS 1 INCH CLEAR OF EDGE OF OPENINGS. SPACE REINFORCING BARS AT EQUAL SPACES NOT TO EXCEED REQUIRED SPACING.

HORIZ JT KEYSMAY BE FORMED BYPUSHING A WOODFORM DOWN INTOTHE PLASTIC CONC

VERT WALL REINFPLACE KEYS INALT REINF. SPACEAS SHOWN.

PLACE KEYS INALT REINF. SPACEAS SHOWN.

VERT JT KEYS

HORIZ WALLREINF

VERTICAL JOINT ELEVATION

HORIZONTAL JOINT ELEVATION

1 1/2"

6 3

/4" 6"

MIN

x 1

/2 W

ALL

TH

K1

1/2"

6 3/4"6" MIN x 1/2 WALL THK

MINIMUM WALL REINFORCEMENT

WALLTHICKNESS

HORIZONTALBARS

VERTICALBARS

LOCATION

#4 @ 12"#5 @ 15"#5 @ 12"#4 @ 12"#5 @ 18"#5 @ 15#5 @ 12"#5 @ 10"

6" & UNDEROVER 6-8"OVER 8-10"OVER 10-12"OVER 12-14"OVER 14-16"OVER 16-20"OVER 20-24"

#4 @ 12"#5 @ 15"#5 @ 12"#4 @ 12"#5 @ 18"#5 @ 15"#5 @ 12"#5 @ 10"

CENTERLINECENTERLINECENTERLINEEACH FACEEACH FACEEACH FACEEACH FACEEACH FACE

NOTES:

1. SMALL WALL SECTION DETAILS APPLY BOTH IN HORIZONTAL AND VERTICAL DIRECTIONS.

WALL CORNER OF SINGLE &DOUBLE LAYER REINFORCING

WALL INTERSECTION OF SINGLE& DOUBLE LAYER REINFORCING

SINGLE LAYER REINFORCING

WALL END SMALL WALL SECTION

WALL INTERSECTIONWALL CORNER

DOUBLE LAYER REINFORCING

WALL END SMALL WALL SECTION

WALL INTERSECTIONWALL CORNER

(2) VERT REINF, TYP

(1) VERTREINF, TYP

CORNER BARS x ATCONTR'S OPT

HORIZ BARS W/ STD90° HOOKS OR CORNERBARS TO MATCH HORIZWALL REINF

(1) VERT REINF, TYP

ALT ENDS

#4 @ 6"VERT REINF,TYP

HORIZ OR VERTWALL BARS

TIE TO MATCHSIZE & SPCG OFWALL BARS

#4 @ 6"

(2) VERTREINF, TYP

HOOKS MAY BE SKEWEDTO MAINTAIN COVER

HORIZ OR VERTWALL BARS

23 1/2" 24 1/2"

Lsb Lsb (2) VERTREINF, TYP

CORNER BARS x ATCONTR'S OPT

HORIZ BARS W/ STD90 DEG HOOKS OR CORNERBARS TO MATCH HORIZWALL REINF

VERT REINF,TYP

31"

Lsb

UP TO 2' - 0"(2) VERTREINF, TYP

UP TO 2' - 0"

Lsb

Lsb

Lsb

Lsb

STRUC SLAB

#4 @ SPCG TOMATCH BU SLABREINF

DRILL & EPOXY W/ 3" MIN EMBED. CONTRTO VERIFY PT TENDON OR MILD REINFARE NOT CUT OR DAMAGED.

UN

O

4'-0

" M

AX

POLYSTYRENE PER"BU SLAB ONPOLYSTYRENE SCHED"

1-1/2" COVER TYP UNO

2' - 0

"

SLAB THICKNESSPER "BU SLAB ONPOLYSTYRENE SCHED"

#4 CONT NOSING BAR

ALT HOOKS

#4 @ 10"

6" CONC CURB,TYP ALL AROUND

#4 @ 12"

SLAB REINF PER"BU SLAB ONPOLYSTYRENE SCHED"

SLAB REINF PER"BU SLAB ONPOLYSTYRENE SCHED"

2' - 0" TOC

4"

COMPOSITE SLABOR CIP CONC SLABPER PLAN

#4x @ 12"6'-0"AT CONTR'S OPTPROVIDE PL1/2x SLAB DEPTHW/ MIN (2) 3/4"ø x6" STUDS@ 12" OC FOR STAIR SUPT

MIN (2) #4 CONTOMIT WHERE ALARGER AMOUNT OFREINF IS NOTED ONPLAN/SECTION.

MAX POINT LOADPER LOAD MAP

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING





5/2

1/2

015 1

1:4

5:1

7 A

M

05.22.2015

98372.03

S-402

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

TYPICALCONCRETEDETAILS


DESIGN

DEVELOPMENT20TYPICAL BUILT-UP SLAB ON POLYSTYRENE

15TYPICAL CONCRETE WALL OPENING REINFORCEMENT

13TYPICAL CONCRETE CURB

12TYPICAL HOUSEKEEPING PAD

10TYPICAL CONCRETE REINFORCING AT INTERSECTION OF SLABS AND WALLS

8TYPICAL SUMP PIT

7TYP CONCRETE WALL WEAKENED PLANE JOINT

5TYPICAL CONCRETE WALL REINFORCING

3TYPICAL CONCRETE WALL REINFORCING

6TYPICAL STAIR EMBED

TOC EL

EQ EQ

EQ

EQ

18"

18"

"L"

"W"

2" DIA MAX GROUTHOLE AT CONTR'S OPT

(4) 3/4" DIA ARW/ 1'-0" MIN EMBED

SEE "STL COL SCHED"FOR SIZE

BASE PL TxWxLSEE "STL COL SCHED"

FIN COL END &BASE PL PER AISC

NON-SHRINK GROUT CONTR SHALL HOLDBASE PL RIGIDLY INPLACE WHILEGROUTING

5/16

5/16

5/16

5/16

1 1/

2"

NOTES:

1. TIGHTEN ANCHOR RODS SNUG TIGHT AND TACK WELD NUT TO ROD TO PREVENTLOOSENING.

2. BASE PLATE HOLE DIAMETER AND PLATE WASHER SHALL BE SIZED PER"AISC MANUAL - TABLE 14-2" UNLESS NOTED OTHERWISE.

ELEVATION

PLAN

1""T

"C

L C

OL

TOC EL

EQ

EQ

EQ EQ

18"

24"

"L"

"W"

2" DIA MAX GROUTHOLE AT CONTR'S OPT

(6) 1" DIA AR GR 55 W/ 2'-0"MIN EMBED

SEE "STL COL SCHED"FOR SIZE



NON-SHRINK GROUT CONTR SHALL HOLD BASE PLRIGIDLY IN PLACE WHILEGROUTING

5/16

5/165/16

1 1/

2"

NOTES:

1. TIGHTEN ANCHOR RODS SNUG TIGHT AND TACK WELD NUT TO ROD TO PREVENT LOOSENING.

2. BASE PLATE HOLE DIAMETER AND PLATE WASHER SHALL BE SIZED PER"AISC MANUAL - TABLE 14-2" UNLESS NOTED OTHERWISE..

ELEVATION

PLAN

1" "T

"

2"2"

2"2"

5/16

PLAN

ELEVATION

PLAN AT W8 COL PLAN

ELEVATION

(4) 7/8 " DIA A325BOLTS SNUG TIGHTW/ OVS IN BASE PL




(2) ERECTION BOLTS



FIN COLEND & BASE PLPER AISC

STIFF PL ES, MATCHTHK OF COL WEBABOVE (3/8" MIN)& WIDTH OF BM FLG.USE LARGER PL IFREQD BY INCOMINGCONN

AB

OV

E T

OE

OF

FIL

LET

1/2"

MA

X

5/16

5/16

5/16ES

5/16

1/45/16

5/16

5/16

FIT TO BEAR

TYP5/16

5/16

1/4

1/4

PLAN

ELEVATION

PLAN

ELEVATION


5/16

5/16

5/16

1/2"

MA

X

1/2"

MA

X


FIN COL END, STIFF PL& BASE PL PER AISC

FIT TO BEAR

STIFF PL ES, SAME WIDTH AS BM FLG.USE LARGER PL IF REQD BY INCOMINGBM CONN. SEE "STL COL SCHED."

AB

OV

ET

OE

OF

FIL

LET

2' -

0"

STIFF PL ES, SEE"STL COL SCHED"

TYP5/16

5/16

TYP5/16

5/16

5/16

5/16

5/16(4) 7/8 " DIA A325BOLTS SNUG TIGHTW/ OVS IN BASE PL


FIN COL END, STIFF PL& BASE PL PER AISC

FIT TO BEAR

STIFF PL ES, SAME WIDTH AS BM FLG.USE LARGER PL IF REQD BY INCOMINGBM CONN. SEE "STL COL SCHED."

STIFF PL ES, SEE"STL COL SCHED"

TYP5/16

5/16

TYP5/16

5/16

AB

OV

ET

OE

OF

FIL

LET

2' -

0"

NOTES:

1. CONTRACTOR SHALL PROVIDE ALL ERECTION AND STABILITY AIDS.

2. REFER TO AISC FOR SPLICE DETAIL WHERE NOMINAL DEPTH CHANGES.

3. ALL BOLTS ARE FULLY TENSIONED WITH THREADS EXCLUDED FROM THE SHEAR PLANE.

2"3"

2"2"

3"2"

14

1/4

"

4'-3

" T

O T

OS

OF

BM

BE

LOW

, TY

P U

NO

10"

2" ,TYP

PL (A36), SEE "STL COLSPLICE TABLE"

BOLTS, SEE "STLCOL SPLICE TABLE"

FILLER PLAS REQD

PROVIDE VERT SSLIN SPLICE PL

FIN

PE

R A

ISC

FIN

PE

R A

ISC

AT CONTR'SOPT IN LIEUOF SHOPBOLTS INLOWER COL

5/16

10" AT W12 & W14

CL

ELEVATION

7" AT W10

PJP EA FLG &WEB, SEE"STL COLSPLICETABLE"

COLUMNSIZE

WEB PLATE

NUMBER THICKNESS (INCH)

SIZE(INCH)

GRADE

BOLTS

NUMBERPER ROW

NUMBEROF ROWS

REMARKS

STEEL COLUMN SPLICE TABLE

W1Ox12 TOW10x60W10x68 TOW10x112W12x14 TOW12x87

W12x96 TOW12x170W12x190 TOW12x252W12x279 TOW12x305

W12x336

W14x22 TOW14x82W14x90 TOW14x132W14x145 TOW14x211W14x233 TOW14x283W14x311 TOW14x605

W14x605 TOW14x808

1

2

1

2

2

2

1

1

2

2

2

1

1

1

1

1

1

1

1

1

1

1

1

3/4

5/8 7/8

5/8 7/8

5/8 7/8

5/8 7/8

5/8 7/8

5/8 7/8

5/8

3/4

3/4 2

1

2

2

2

2

1

1

1

1

1

1

1A325-X

A490-X

3

3

3

3

3

3

3

3

3

3

3

2

2

A325-X

A325-X

A325-X

A490-X

A490-X

A490-X

A490-X

A490-X

A490-X

A325-X

A325-X

WELD WEB & FLGS MIN PJP

WELD WEB & FLGS 5/8 PJP

WELD WEB & FLGS MIN PJP

PLAN

ELEVATION


BASE PL, SEE PLANFOR THK (3/4" MIN) FIN COL END &

BASE PL PER AISC

2" , MIN

2" , MIN

7"BM

GA

GE

1 1/

2" ,

MIN

HSS OR PIPECOL PER PLAN

STIFF PL ES, SAME WIDTH OFBM FLG, MATCH THK OF COLWALL (3/8" MIN). USE LARGERPL IF REQD BY INCOMING BMCONN (MAY BE OMITTED ATPOST LOCS WHERE NOINCOMING BM CONN)

NOTES:

1. USE THIS DETAIL AT TOP OF HSS COLUMN WHERE BEAM IS SHOWN RUNNING OVER COLUMN ON PLANS UNLESS NOTED OTHERWISE.

5/16

USE LARGERWELD IF

REQD BYINCOMING

CONN

5/16

5/16

1/2" MAX ABOVETOE OF FILLET

4"

TYP1/2"

1/4

PL3/8 (A36) ES

CL COL

(2) 7/8"Ø A325 BOLTSW/ 2" SLOTTED HOLES

NOTES:

1. THIS DETAIL APPLIES WHERE NO TOP CONNECTION CALLED OUT ON PLAN.

2. ONLY (1) BOLT REQUIRED AT HSS4x4.

1" M

AX

STL FRMG PER PLAN

MIN3"

TYP1 1/2"

PL1/2 (A36) ES

CL COL

EA PL1/4

(3) SIDES1/4

NOTES:

1. COMPLETE WELD TO COLUMN AFTER SLAB ABOVE HAS BEEN PLACED ANDSHORING REMOVED.

1" M

AX

STL FRMG PER PLAN

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING





5/2

1/2

015 1

1:4

5:1

8 A

M

05.22.2015

98372.03

S-411

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

TYPICAL STEELCOLUMN DETAILSAND SCHEDULES


DESIGN

DEVELOPMENT

1TYPICAL COLUMN BASE PLATE, TYPE 1




15TYPICAL COLUMN SPLICE, TYPE 1


9

STEEL POST TO STEEL FRAMING,TOP CONNECTION TYPE 1

10

STEEL POST TO STEEL FRAMING,TOP CONNECTION TYPE 2

LEVEL B1 LEVEL B1

-33' - 4" -33' - 4"

LEVEL 01 LEVEL 01

-16' - 8" -16' - 8"

LEVEL 02 LEVEL 02

0' - 0" 0' - 0"

LEVEL 03 LEVEL 03

16' - 8" 16' - 8"

LEVEL 04 LEVEL 04

33' - 4" 33' - 4"

LEVEL 05 LEVEL 05

50' - 0" 50' - 0"

LEVEL 06 LEVEL 06

66' - 8" 66' - 8"

LEVEL 07 LEVEL 07

83' - 4" 83' - 4"

LEVEL 08 LEVEL 08

97' - 4" 97' - 4"

ROOF ROOF

112' - 7 1/2" 112' - 7 1/2"

PENTHOUSE PENTHOUSE

124' - 1" 124' - 1"

Column

Locations

A-1.1 A-2 A-3 A-5 A-6 A-6.9 A-7 A-8 B-1 B-1.1 B-2 B-3 B-4 B-5 B-6 B-6.9 B-7 B-8 C-1 C-1.1 C-4 C-6.9 C-7 C-8 D-1 D-1.1 D-1.6 D-2.1 D-2.2 D-3.1

LEVEL B1 LEVEL B1

-33' - 4" -33' - 4"

LEVEL 01 LEVEL 01

-16' - 8" -16' - 8"

LEVEL 02 LEVEL 02

0' - 0" 0' - 0"

LEVEL 03 LEVEL 03

16' - 8" 16' - 8"

LEVEL 04 LEVEL 04

33' - 4" 33' - 4"

LEVEL 05 LEVEL 05

50' - 0" 50' - 0"

LEVEL 06 LEVEL 06

66' - 8" 66' - 8"

LEVEL 07 LEVEL 07

83' - 4" 83' - 4"

LEVEL 08 LEVEL 08

97' - 4" 97' - 4"

ROOF ROOF

112' - 7 1/2" 112' - 7 1/2"

PENTHOUSE PENTHOUSE

124' - 1" 124' - 1"

Column

Locations

D-3.2 D-4.1 D-4.2 D-5.1 D-5.2 D-6.1 D-6.9 D-7 D-8 F-4.1 F-5.1 F-6.1 F-8 F.5-1.4 F.5-1.6 F.5-2.1 F.5-2.2 F.5-3.1 F.5-3.2

W14x1

45

W14x9

0

W14x9

0

W14x1

93

W14x2

57

W14x2

83

W14x2

33

W14x2

11

W14x2

11

W14x2

57

W14x1

45

W14x1

45

W14x1

20

W14x1

20

W14x1

45

W14x9

0

W14x1

20

W14x9

9

W14x1

20

W14x6

1

W14x6

8

W14x9

0

W14x9

0

W14x9

0

W14x6

1

W14x6

1

W14x6

1

W14x1

32

W14x6

1

W14x6

1

W14x6

1

W14x6

1

W14x6

1

W14x6

1

W14x6

1

W14x9

0

W14x9

0

W14x1

45

W14x7

4

W14x7

4

W14x7

4

W14x1

20

W14x1

20

W14x6

1W

14x6

1W

14x6

1

W14x1

76

W14x9

0

W14x1

32

W14x6

1

W14x9

0

W14x1

76

W14x1

20

W14x1

32

W14x9

0

W14x9

0

W14x6

1

W14x1

93

W14x2

11

W14x1

45

W14x1

59

W14x9

9

W14x1

09

W14x1

20

W14x1

93

W14x2

11

W14x1

20

W14x9

0

W14x1

45

W14x1

76

W14x9

0

W14x6

8

W14x1

09

W14x1

20

W14x6

1

W14x6

1

W14x1

20

W14x1

45

W14x6

1

W14x6

1

W14x9

9

W14x1

09

W14x6

8

W14x7

4

W14x7

4

W14x9

0

W14x9

9W

14x7

4

W14x9

0

W14x6

1

W14x6

1W

14x6

1

W14x9

0

W14x6

1

W14x6

1

W14x6

1

W14x9

0W

14x6

1

W14x6

1

W14x9

9W

14x7

4

W14x7

4

W14x6

1

W14x7

4

W14x7

4

W14x7

4

W14x6

1

W14x6

1

W14x6

8

W14x6

1

W14x6

1

W14x7

4

W14x8

2

W14x7

4

W14x6

8

W14x8

2

W14x6

1

W14x7

4

W14x6

1

W14x1

20

W14x9

0

W14x6

1

W14x1

20

W14x1

20

W14x1

45

W14x1

20

W14x1

20

W14x1

20

W14x6

1

W14x7

4

W14x6

1

W14x6

1W

14x6

1

W14x6

1W

14x6

1

W14x1

20

W14x9

0W

14x6

1

W14x6

8W

14x6

1W

14x6

1

W14x6

8W

14x6

1W

14x6

1

W14x6

1W

14x6

1

W14x6

1W

14x6

1

W14x7

4

W14x7

4W

14x7

4

W14x7

4W

14x7

4

W14x7

4W

14x7

4

W14x7

4W

14x7

4

W14x7

4W

14x7

4

W14x9

0

W14x7

4

W14x8

2

W14x6

1

W14x6

1

W14x9

9

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING





5/2

1/2

015 1

1:4

5:1

9 A

M

05.22.2015

98372.03

S-412

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

STEEL COLUMNSCHEDULE


DESIGN

DEVELOPMENT

BA

SE

PL

WxL

T

TYPE

SPLICE

COLUMN

LOCATIONS

BA

SE

PL

WxL

T

TYPE

SPLICE

COLUMN

LOCATIONS

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

PIL

AS

TE

R

TRANSFER

TRANSFER TRANSFER TRANSFER TRANSFER TRANSFER

TRUSS

TRANSFER

16x16

1.25, A572

1 TYP, UNO

1 TYP, UNO

16x18

1.75, A572

16x18

1.75, A572

17x19

1.75, A572

19x21

2, A572

12x16

1, A36

3

16x16

1.25, A572

16x16

1.25, A572

16x18

1.75, A572

12x16

1, A36

3

19x21

2, A572

19x21

2, A572

21.5x23

2.25, A572

21.5x23

2.25, A572

21.5x23

2.25, A572

12x16

1, A36

3

19x21

2, A572

16x16

1.25, A572

17x19

1.75, A572

12x16

1, A36

3

21.5x23

2.25, A572

12x16

1, A36

3

17x19

1.75, A572

16x16

1.25, A572

16x18

1.75, A572

12x16

1, A36

3

16x18

1.75, A572

16x16

1.25, A572

16x16

1.25, A572

16x18

1.75, A572

19x21

2, A572

19x21

2, A572

16x16

1.25, A572

16x18

1.75, A572

16x16

1.25, A572

17x19

1.75, A572

12x16

1, A36

3

19x21

2, A572

16x16

1.25, A572

16x16

1.25, A572

16x16

1.25, A572

16x16

1.25, A572

16x16

1.25, A572

16x16

1.25, A572

16x16

1.25, A572

16x16

1.25, A572

16x16

1.25, A572

16x16

1.25, A572

16x16

1.25, A572

NOTES:

1. AT CONTRACTOR'S OPTION SPLICE MAY BE OMITTED. WHERE COLUMN SIZE DIFFERS, USE LARGER COLUMN SIZE AT ALL LEVELS.

NO

TE

1

NO

TE

1

NO

TE

1

NO

TE

1

NO

TE

1

NO

TE

1

NO

TE

1

NO

TE

1

NO

TE

1

SE

CT

SE

CT

SECT

SECT

SE

CT

SE

CT

SECTSECT

SE

CT

1 1/

2" M

AX

,

1/4

1/4

NOTES:

1. AT LOCATIONS WHERE A CONCRETE SLAB DOES NOT EXIST AT EDGE BEAM, THE STIFFENER PLATE OR CONNECTION PLATE SHALL BE EXTENDED TO FULL DEPTH AND WELDED ON THREE SIDES.

2. THIS DETAIL APPLIES AT ALL EDGE OF SLAB CONDITIONS.

AT CONTR'S OPTION, EXTEND THECONN PL TO THE BOT FLG &WELD TO FLG IN LIEU OF ADDINGSTIFF PL, MIN PL THK = 3/8 ".

COPE OR BLOCK-OUTBOT FLG AS REQD

CONN PL,CONN PER "TYP STLBM CONNS" DETS

DECK ORIENT MAYBE EITHER DIRECTION

EDGE BEAM

SLAB ORROOF DECK

SE

E N

OT

E 1

STIFF PL 3/8 (A36),ALIGN W/ CONN PLON FAR SIDE

4 1/4"MATCH FLANGE WIDTHOR 3 1/2 ", WHICHEVER IS LESS

3"

CONNECTION TO STEEL

CONNECTION TO CONCRETE

SECTION

SECTION

PL3/8 (A36)

SHIM AS REQD

HSS

WF

3/16

1 1/2" , TYP 3" , TYP

1 1/

2"1

1/2"

1/2"

1/2"

(4) 7/8" DIA A325BOLTS SNUGTIGHT

PL3/8 (A36)

SHIM AS REQD

HSSCONCWALL

3/16

3" , TYP

1/2"

1/2"

1 1/

2"1

1/2"

6" MINTO CONCEDGE

(4) 1/2" DIA DICAW/ 2 1/4" EMBED

1 1/

2"1

1/2"

9"

2"2"

3" O

C

TY

P

3 1

/4"

"X"

TOP STIFF PL, TYP (SAME GRADE& THK AS BM TOP FLG)

BOT STIFF PL, TYP (SAME GRADE& THK AS BM BOT FLG + 1/4 ")

SEE NOTE 1WHEN X > 3"ADD STIFF PL

NOTES:

1. SEE "TYPICAL STEEL CONNECTION, TYPE C1" AND "TABLE B" FOR ADDITIONAL CONNECTION REQUIREMENTS.

SECTION

CJP T&B FLG,TYP

T&B FLG,TYP1/4

1/4

SEE NOTE 1

3" MIN, TYP

BEAM TO COLUMN WEB MOMENT CONNECTION

2.51

SECTION

BEAM TO COLUMN FLANGE MOMENT CONNECTION

PROVIDE T&B FLGSTIFF PL (SAMESIZE & GRADE ASLARGEST BM FLGS)

SEE NOTE 1

NOTES:

1. SEE "TYPICAL STEEL CONNECTION, TYPE C1" AND "TABLE B" OR "TYPE C2" AND "TABLE C" FOR ADDITIONAL CONNECTION REQUIREMENTS.

TYP1/4

1/4

CJP TYP

CJP TYP

CJP TYP

BEAM TO BEAMMOMENT CONNECTION

NOTES:

1. SEE "TYPICAL STEEL CONNECTION, TYPE C1" AND "TABLE B" OR "TYPE C2" AND "TABLE C" FOR ADDITIONAL CONNECTION REQUIREMENTS.

2. COPE LENGTHS MAY EXCEED THE LIMITS SHOWN IN "TABLES B AND C."

3. FOR SKEWED BEAMS, SEE "TYPICAL STEEL CONNECTION, TYPE C1" SECTION AND NOTE 3.

SEE NOTESTYP

CJP, TYP T&BFLG

CJP, TYP T&BFLG

2 3 4 5 6 7 8 9101112

NUMBER OFBOLTS

TABLE C

21 44 71100130160190221250280310

MAXIMUMREACTION

(KIPS)

3/83/83/83/83/83/83/83/83/83/83/8

ANGLETHICKNESS

(A36) (IN)

5/165/165/165/165/165/165/165/165/165/165/16

WELD SIZE(IN)

0.180.280.360.420.470.510.530.560.570.590.60

MINIMUM WEBTHICKNESS (IN)

3 1/23 1/26 1/277 1/29 1/211 1/21617 1/21818

MAXIMUM COPELENGTH (IN)

0.240.340.420.480.520.560.580.600.610.630.63


22 1/244 1/26781010 1/21214 1/2


Fy (BEAM) = 50 KSI Fy (BEAM) = 50 KSI

TOP COPE ONLY TOP & BOTTOM COPEMAXIMUM REACTION

7/8"

DIA

A32

5 B

OLT

S

23456789101112

29 61 99140182225267309351392434

5/85/85/85/85/85/85/85/85/85/85/8

7/167/167/167/167/167/167/167/167/167/167/16

0.260.410.520.620.690.740.780.820.840.870.88

3 1/246 1/27 1/289 1/21216 1/217 1/21818

0.360.510.630.710.780.830.860.890.910.930.94

22 1/24 1/24 1/267 1/28 1/210 1/211 1/212 1/213 1/2

1" D

IA A

490

BO

LTS

NOTES:

1. SEE "GENERAL NOTESFOR COPED BEAMS."

0.160.220.270.300.320.340.350.360.370.380.38

0.200.270.320.370.400.420.430.450.460.460.47

NO COPE


Fy = 50 KSI

23456789101112

NUMBER OFBOLTS

TABLE B

13274456758391100108116124

MAXIMUMREACTION

(KIPS)

5/165/165/165/163/83/83/81/21/21/21/2

PLATETHICKNESS

(A36) (IN)

1/41/41/41/45/165/165/163/83/83/83/8

WELD SIZE(IN)

0.190.200.230.240.270.270.260.250.250.250.24


6 4 1/27911141818181818


0.190.210.260.270.300.290.280.270.270.260.26


2 1/22 1/2457101418181818


Fy (BEAM) = 50 KSI Fy (BEAM) = 50 KSI

TOP COPE ONLY TOP & BOTTOM COPEMAXIMUM REACTION

7/8"

DIA

A32

5 B

OLT

S

23456789101112

15315984101117134151168185202

1/21/21/21/21/21/21/21/21/21/21/2

3/83/83/83/83/83/83/83/83/83/83/8

0.190.210.310.370.380.390.400.400.410.410.41

546 1/27 1/28 1/2101418181818

0.190.260.370.430.430.440.440.440.440.440.44

22 1/24 1/2567 1/2913 1/2161818

1" D

IA A

490

BO

LTS

NOTES:

1. SEE "GENERAL NOTES FOR COPED BEAMS."

4 1/

2"

2" 3" 2"PL 3/8 (A36)

SUPT BM

(2) 7/8"ø A325 BOLTS

SHALLOW BM,SEE NOTE 1

1/4

1/4

NOTES:

1. PROVIDE THIS DETAIL FOR UP TO 8" DEEP BEAMS ONLY. USE "TYPICALSTEEL CONNECTION, TYPE C1" FOR DEEPER BEAMS.

COPE BOT FLGONLY WHEN REQDFOR ERECTION

(2) L W/HORIZ SSL

1/2" MAX

1/2"

TO

BM

CO

PE

BEAM TO BEAM

SEE "BM TO BM"CONN FOR DIM

2 1/2"1 1/2" MAX

BEAM TO COLUMN FLANGE

2"2" FOR L4X42 1/2" FOR L5X5

1 1/

2"

12"

1 1/

2"

3" O

C

TY

P

2" M

IN

4 3/4"MAX COPELENGTH

(2) L W/ HORIZ SSL

BOLTS, SEE NOTE 1

NOTES:

1. SEE "TABLE C" FOR ADDITIONAL CONNECTION REQUIREMENTS.

2. ONE ANGLE MAY BE FIELD WELDED AT CONTRACTOR'S OPTION.

3. TOLERANCE ON RETURN WELD SHALL BE + 1/4 INCH, -0 INCHES.

4. WHEN C2 CONNECTIONS LINE UP ON OPPOSITE SIDES OF A SUPPORT GIRDER AND WELDS ARE USED, THE MINIMUM SUPPORT THICKNESS MUST BE GREATER THAN OR EQUAL TO THE SUM OF THE MINIMUM SUPPORT THICKNESS FOR EACH INCOMING C2 CONNECTION.

SEE "TABLEC"

(2) L4x4 (A36) LOC BOLTS PERL GAGE

SAME NUMBER &SIZE OF BOLTSIN EA ROW

(2) L5x5(A36)7/8"

BOLTED & WELDED BOLTED ONLY

SECTION

DOUBLE ANGLE SHEAR CONNECTIONS

TABLE C2

MINIMUM SUPPORT THICKNESSWHEN WELDED TO SUPPORT

BOLTDIAMETER

Fy=50KSI

7/8"1"

0.26"0.36"

4 1

/4"2"

MIN

NOTES:

1. SEE "TABLE B" FOR ADDITIONAL CONNECTION REQUIREMENTS.

2. WHEN REQUIRED NUMBER OF BOLTS DOES NOT FIT WITHIN BEAM DEPTH, OR WHEN THE REACTION IS MORE THAN THE MAXIMUM IN "TABLE B," USE "TYPICAL STEEL CONNECTION, TYPE C2" OR "TYPICAL STEEL CONNECTION, TYPE C10."

3. FOR SKEWED BEAMS NOT MEETING THE LIMITS SHOWN IN SECTION, SEE "TYPICAL SKEWED BEAM CONNECTION, TYPE C8."

2 1/2" MAX

126 1/2 MAX

3/16" MAX GAPOR BEVEL PLATE

SECTION(SKEWED BEAMS)

1 1/

2"1

1/2"

1/2"2"

2"

9"

3" O

C

SEE NOTE 1

BOLTS, SEE NOTE 1

SEE NOTE 1

SIM

TY

P

BEAM TO COLUMN FLANGE

1/2" MAX

1 1/

2" M

IN1

1/2"

1/2"2"2"

2" M

IN

7/8

"

3 7

/8"1

1/2"

MIN

1 1/

2" M

AX

BOLTS AND PLATESSEE NOTE 1, TYP

SEE NOTE 1,TYP

TO

BM

CO

PE

4 1/4"

6"

MAX COPELENGTH

3" O

C

TY

P

CL WEB

SINGLE PLATE SHEAR CONNECTIONS

BEAM TO BEAM

TO FACEOF WEB

10

1/2

"

4"

"D"

COPE LENGTH

NOTES:

1. USE FOLLOWING FORMULA TO DETERMINE DOUBLER PLATE THICKNESS: (MINIMUM WEB THICKNESS PER CONNECTION "TABLE B" OR "TABLE C") MINUS (BEAM WEB THICKNESS) PLUS (COEFFICIENT).

TY

P1

1/2"

MIN

,

6"

"Ls"

"X"

3 SIDES"W"

2. MINIMUM PLATE THICKNESS SHALL BE 1/4 INCH; MINIMUM WIDTH 5 INCHES.

3. PLATE SHALL BE SAME STEEL GRADE AS BEAM.

4. WELD SIZE (W) SHALL BE 1/16 INCH LESS THAN PLATE THICKNESS.

5. Ls SHALL BE THE GREATER OF TWO TIMES THE COPE DEPTH (dc) OR 2".

DOUBLER PLSEE NOTES

X (INCH) COEFFICIENT

55 1/4 - 7

7 1/4 - 10 1/2

1/8"1/4"3/8"

"dc"

10

1/2

"

6"

8 1

/2"

2"

6"

"W" LS

"W" LS

"W"

PL ES OF WEB 5 3/4"

2 7/8"

1/2

"1

/2"

2 1

/2"

"D"

"dc"

"Ls"

0.7x

D M

INS

EE

NO

TE

3

COPE LENGTH

B/2

"B"

SECTION

NOTES:

1. WELD W SHALL BE 0.35t OR AISC MINIMUM.

2. Ls SHALL BE THE GREATER OF THREE TIMES THE PLATE WIDTH OR TWO TIMES THE COPE DEPTH (dc).

3. ADJUST BOLT LOCATION AS REQUIRED.

"t"

"t"

NOTES:

THESE NOTES APPLY TO ALL COPED BEAMS UNLESS NOTED OTHERWISE.

1. COPED BEAMS SHALL BE CHECKED FOR MINIMUM WEB THICKNESS AND MAXIMUM COPELENGTH PER "TABLE B" OR "TABLE C," WHICHEVER IS APPLICABLE. COPE LENGTH ISAS SHOWN IN THE CONNECTION DETAILS.

2. MAXIMUM TOP COPE DEPTH IS 2" FOR BEAM DEPTHS UP TO W18, 3" FOR BEAM W21 ANDDEEPER. WHEN ACTUAL COPE DEPTH EXCEEDS MAXIMUM COPE DEPTH, ADD STIFFENERSPER "TYPICAL COPE WEB STIFFENER" DETAIL.

3. WHEN ACTUAL COPE LENGTH IS GREATER THAN SHOWN IN "TABLE B" OR "TABLE C,"WHICHEVER IS APPLICABLE, SEE "TYPICAL COPE WEB STIFFENER" DETAIL OR REDUCETHE MAXIMUM REACTION BY THE RATIO OF MAXIMUM COPE LENGTH TO ACTUAL COPELENGTH.

THESE REDUCTIONS ARE NOT ALLOWED BELOW THE HEAVY LINES SHOWN IN THE TABLES.

TYPICAL COPED BEAM

2 1

/2"

4"COPE LENGTH

CO

PE

DE

PT

H

TOP COPE

BOT COPE

NOTES:

THESE NOTES APPLY TO ALL CONNECTIONS UNLESS NOTED OTHERWISE.

1. SEE PLANS FOR BEAM REACTIONS WHERE NO DETAIL IS NOTED.USE APPROPRIATE TYPICAL DETAIL.

2. THE MINIMUM NUMBER OF BOLTS IN A BEAM WEB CONNECTION SHALLBE AS SHOWN IN "TABLE A."

3. BEAMS SHALL HAVE STANDARD ROUND HOLES (STD), AND SHEAR TABPLATES SHALL HAVE HORIZONTAL SHORT SLOTTED HOLES (SSL)UNLESS NOTED OTHERWISE.

4. BOLTS IN CONNECTIONS OF BEAM TO BEAM / GIRDER MAY BE SNUGTIGHT UNLESS SPECIFICALLY CALLED OUT AS SLIP CRITICAL (SC).

5. FOR EXTERIOR SPANDREL BEAMS, SEE "TYPICAL EDGE BEAM STIFFENER"DETAIL.

6. WHEN CONDITIONS VARY FROM THOSE SHOWN IN THE TYPICAL STEEL DETAILS,OR WHEN THE CONTRACTOR WANTS TO USE ALTERNATE DETAILS; DETAILCONSTRUCTION ACCORDING TO THE "AISC MANUAL OF STEEL CONSTRUCTION."SUBMIT CALCULATIONS FOR ENGINEER'S APPROVAL.

7. CONTRACTOR SHALL COORDINATE THE BOLT SELECTION AND USE BETWEENFABRICATOR AND ERECTOR.

8. WHEN THE ACTUAL WEB THICKNESS IS LESS THAN THAT SHOWN IN THE APPLICABLE CONNECTION TABLE, SEE "TYPICAL WEB DOUBLER" DETAIL OR SCALE THE MAXIMUM REACTION BY THE RATIO OF ACTUAL WEB THICKNESS TO MINIMUM WEB THICKNESS.

9. SEE "GENERAL NOTES FOR COPED BEAMS" FOR ADDITIONAL REQUIREMENTS WHEN BEAMS ARE COPED.

W8, W10, W12W14, W16, W18W21, W24, W27W30, W33W36, W40W44

8 TO 13 TO 19 TO 25 TO 31 TO 38 TO 44 TO 50 TO 56 TO 60

2 3 4 5 6 7 8 910

MINIMUM NUMBER OFBOLTS REQUIRED

BUILT-UP BEAMDEPTHS (INCH)

WIDE-FLANGEBEAM DEPTH

TABLE A

XX Pick Scale

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

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TYPICAL STEELBEAMCONNECTIONS


DESIGN

DEVELOPMENT20TYPICAL STEEL EDGE BEAM STIFFENER

19TYPICAL ELEVATOR SPREADER BEAM CONN

18TYPICAL STEEL CONNECTION, TYPE C5



14TABLE C

12TABLE B

10TYPICAL SHALLOW BEAM CONNECTION



5TYPICAL WEB DOUBLER

4TYPICAL COPED WEB STIFFENER

3GENERAL NOTES FOR COPED BEAMS

2GENERAL NOTES FOR STEEL CONNECTIONS

SECTSECT

SE

CT

SE

CT

SE

CT

SECT

PL1/2x6PL3/4x8PL1x10

PL1 1/4x12

54106170230

1/4 3/8 1/29/16


MAXIMUMREACTION

(KIPS)

PLATE SIZEREQUIRED

(A36)

TABLE E

NOTES:

1. WHERE TWO OR MORE BEAMS FRAME INTO PLATE, THE MAXIMUM REACTION IS THE SUM OF THE REACTIONS OF THE BEAMS.

2. WHEN BEAM WEB THICKNESS IS LESS THAN SHOWN IN "TABLE E," ADD STIFFENERS.

3. WHERE BEAM FRAMES ARE PARALLEL TO SUPPORT BEAM, PROVIDE CONNECTION SIMILAR TO "TYPICAL STEEL CONNECTION, TYPE C1" INTO PLATE SPECIFIED IN "TABLE E."

Fy = 50 KSI

3' -

0"

MA

X

2"

CL BM WEB

20

° SE

E F

RM

G P

LAN

FOR

SK

EW

(30º

MA

X)

NOTES:

1. SEE "TABLE B" FOR CONNECTION REQUIREMENTS.

INCOMING BEAM ONE SIDE

SKEWED BEAMS

PERPENDICULAR BEAMS

INCOMING BEAM BOTH SIDESSECTIONS

BEAM TO ELEVATED BEAM CONNECTION

NOTES:

1. SEE "INCOMING BEAM ONE SIDE" FOR CALLOUTS.

SUPT BM

STIFF PL 3/8 x4 WHEREREQD, SEE "TABLE E,NOTE 2"

FIT TO BEAR

SEE "TABLE E"FOR PL SIZE

SEE "TYP STL CONN, TYPE C1" DET

TYP5/16

5/16

TYP5/16

5/16

CL BM WEB



7 1/2" 1/2"

3"

1/2"

8"

7 1/2"

BM WEB THK,SEE NOTE 3

PL5/8x4xW (A36),SEE NOTE 6

L4x4x3/8 (A36)OPT LOC AT ROOF

SEE NOTE 6

PL Tx4xL (A36)

SEE NOTE 6 & 7

"L"

"T"

SEE"TABLE D"

SEE NOTE 81 1/2" 1/2"

SEENOTE 6

SEE"TABLE D"

OPT IN LIEUOF BOLTS

COL WEB

(2) 7/8" DIAA325 BOLTS

STIFF PL,FIN TO BEAR

4"

7/8"SEE NOTE 5

DOUBLER PLTHK, "t," TOOBTAIN MINWEB THK

PJPt-1/16"

DETAILSECTION

SEATED BEAM TO COLUMN WEB NON-MOMENT CONNECTIONNOTES:

1. SEE PLANS FOR BEAM REACTIONS.

2. SEE "TABLE D" FOR SEAT INFORMATION.

3. ADD DOUBLER PLATE PER THE DETAIL WHERE MINIMUM BEAM WEB THICKNESS REQUIREMENT PER "TABLE D" IS NOT SATISFIED. IN LIEU OF PROVIDING DOUBLER PLATE, THE "TABLE D" REACTION CAN BE SCALED BY THE RATIO OF THE ACTUAL WEB THICKNESS DIVIDED BY THE REQUIRED WEB THICKNESS.

4. THE CONNECTION MAY BE SKEWED A MAXIMUM OF 30 DEGREES BY SKEWING THE STIFFENER PLATE TO ALIGN WITH THE BEAM WEB.

5. WHERE "TYPICAL STEEL CONNECTION, TYPE C20" OCCURS ON BOTH SIDES OF THE COLUMN WEB, THE MINIMUM COLUMN WEB THICKNESS (Tweb) IS TO BE AS FOLLOWS OR THE "TABLE D" SEAT LENGTH (L) SHALL BE INCREASED BY MULTIPLYING THE LENGTHS BY Cf AS FOLLOWS:

6. FOR COLUMNS WEIGHING MORE THAN 130 LB / FT WITH BEAMS FRAMING INTO ONE SIDE OF THE COLUMN WEB ONLY, EXTEND THE SEAT PLATE TO THE COLUMN FLANGES AND PROVIDE ADDITIONAL PLATE LENGTH TO ACCOMMODATE (2) ADDITIONAL 7/8 INCH DIAMETER A325 BOLTS AT 3 INCH SPACING.

7. W IS A MINIMUM WIDTH PER "TABLE D." ALL CONNECTIONS MUST BE FABRICATED WITH THE PROPER BOLT SPACING AND EDGE DISTANCES PER AISC.

8. WHERE THE FLANGE WIDTH IS LESS THAN 5 1/2 INCHES, WELD THE BEAM FLANGE TO THE SEAT PLATE IN LIEU OF BOLTING.

TABLE D

REACTION(KIPS)

SEAT (IN) STEM PLATE (IN)

WELDSIZE

(INCH)

MINIMUMBEAM WEBTHICKNESSFy=50 KSI

(INCH)

2028364655647383115127139151163175187200212224

666666666 1/277 1/288 1/299 1/21010 1/211

1/2 1/2 1/2 1/2 5/8 5/8 3/4

3/41

11 1/8

1 1/41 3/8

1 3/81 1/2

1 5/81 3/4

1 3/4

1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 5/16 5/16 5/16 5/16 5/16 5/16 5/16 5/16 5/16 5/16

0.250.300.340.390.400.450.480.540.660.670.690.710.740.750.760.770.810.83

W L T

67891011121314151617181920212223

TABLE D1

MINIMUM COLUMN WEBTHICKNESS

1/4" WELD

Fy = 50 KSI 3/8 1/2 1.5xWELD/Tweb

CORRECTIONFACTOR Cf

COLUMNSTRENGTH

5/16" WELD

5/16

t-1/16

12"

SECTION

10"

NOTES:

1. PLATE TO BE SAME THICKNESS AS BEAM WEB, BUT NOT LESS THAN 3/8 INCHES. DETERMINE PLATE LENGTH BY USING A MAXIMUM TENSION IN THE PLATE OF 12 KSI. (I.E. PLATE LENGTH = TOTAL REACTION / PLATE THICKNESS x 12KSI). LENGTH NOT TO BE LESS THAN 6".

2. CONTRACTOR SHALL PERFORM ULTRASONIC TESTING AND INSPECTION OF BEAM BOTTOM FLANGE PER SPECIFICATION FOR WELDED CONNECTIONS.

3. SEE "TABLE B" FOR CONNECTION REQUIREMENTS.

4. tw INDICATES BEAM WEB THICKNESS.

3'-0

"

PL LENGTHM

AX

SEE NOTE 1BELOW FOR PLSIZE (A36)

SEE "TYP STL CONN,TYPE C1" DET

SUPT BM

CJP

5/16

5/16

FOR BU BM.75 tw

.75 tw

LENGTH OF WELD FOR BUBM = PL LENGTH + 6"

3/4"

3/4"

MA

XT

YP

MA

XT

YP

3/4" MAX

NOTES:

1. SEE "TABLE B" FOR CONNECTION REQUIREMENTS. USE TOTAL NUMBER OF BOLTS IN CONNECTION.

2. EXTEND SHEAR TABS TO FLANGE AS SHOWN, WELD PER "TABLE B."

SUPTBM

SEE "TYP STL CONN,TYPE C1" DET

SEE "TYP STL CONN, TYPE C22" DET

TO DETERMINE MAX REACTION FOR SIZING PL,USE TOTAL NUMBER OF BOLTS ABOVE TOP FLGTIMES 12.6 KIPS/BOLT FOR 7/8 " DIA A325 BOLT& 22 KIPS/BOLT FOR 1" DIA A490 BOLT.SEE "TABLE E" FOR PL SIZE.

TO DETERMINE MAX REACTION FOR SIZING PL,USE TOTAL NUMBER OF BOLTS BELOW BOT FLGTIMES 12.6 KIPS/BOLT FOR 7/8 " DIA A325 BOLT& 22 KIPS/BOLT FOR 1" DIA A490 BOLT.SEE "TYP STL CONN, TYPE C23" DET.

SUPT BM

SEE "TYP STL CONN, CONN TYPE C1" DETSUPT BM

NOTES:

1. SEE ADJACENT DETAILS FOR CALLOUTS.

CJP

BEAM FLANGE INTERSECTING BEAM WEB

2233445566789101112

NUMBER OFBOLTS PER

SIDE

TABLE Y

184529735010176128107155182209236263290316

ALLOWABLEREACTION

(KIPS)

1/4 3/8 1/4

3/8 1/4

3/8 5/16

3/8 5/16

3/8 3/8

3/8 3/8

3/8 3/8

3/8

END PLATETHICKNESS

(IN)

3/16 5/16 3/16 5/16 3/16

5/16 1/4

5/16 1/4

5/16 5/16 5/16 5/16 5/16 5/16 5/16

WELD SIZE(IN)

0.190.520.200.520.250.520.300.510.350.510.510.510.510.510.500.50

MINIMUM BEAM WEBTHICKNESS (IN)

0.130.330.140.360.180.370.220.380.260.380.380.380.380.380.390.39

MINIMUM COLUMNWEB THICKNESS (IN)

Fy = 50 KSI

7/8" DIA A325 BOLTS

1 1/2" 5" 1 1/2"

9"

2 1

/4" 1 1/

2" M

IN,

TY

P

3" O

C

END PL (A36),SEE "TABLE Y"

7/8" DIA A325 BOLTS,SEE "TABLE Y" FORNUMBER ES OF BM

SEE"TABLE Y"

NOTES:

1. WHEN THE BEAM WEB IS LESS THAN THE VALUE SHOWN, REDUCE ALLOWABLE REACTION BY THE RATIO WITH MINIMUM THICKNESS.

2. FOR BEAMS ON ONLY ONE SIDE, THE MINIMUM COLUMN WEB THICKNESS IS ONE HALF OF THE VALUE SHOWN.

3. WHEN COLUMN WEB IS LESS THAN VALUE SHOWN, REDUCE ALLOWABLE REACTION BY THE RATIO WITH THE MINIMUM THICKNESS.

4. MINIMUM NUMBER OF BOLTS PER SIDE SHALL CONFORM TO "TABLE A" IN "GENERAL NOTES FOR STEEL CONNECTIONS."

5. END PLATE SHALL FIT WITHIN BEAM DEPTH.

6. 1/4 INCH MAXIMUM SHIMS ALLOWED ON EACH BEAM END.

7. BLOCK BEAM FLANGES WHERE REQUIRED TO CLEAR COLUMN FLANGES, 1/4 INCH CLEAR MAXIMUM.

8. USE UNCOPED FOR BEAM TO COLUMN FLANGE NON-MOMENT CONNECTION.

9. FOR BEAM TO BEAM CONNECTION, USE WITH "TYPICAL COPED WEB STIFFENER" DETAIL.

TEMP ERECTION AID,CONTR RESPONSIBILITY

FIRST BMTO BE ERECTED

COL WEB

SECOND BMTO BE ERECTED

CLR

BEAM TO COLUMN WEB NON-MOMENT CONNECTION

SECTION

1/2

"

3"3"

OR

AS

NE

ED

ED

TO

CLR

FLG

FO

RLA

RG

ER

BM

1 1/2"

2 1/4"

6"

1"

1 1/

2"1

1/2"

6" 3" O

C, T

YP

SKEWED BM

SUPT GIRDEROR COL

SEE NOTE 1

BENT PL, SEE "TABLE B"

NOTES:

1. SEE "TYPICAL COPED WEB STIFFENER" DETAIL FOR INFORMATION NOT SHOWN. CUT PLATE ONE SIDE AS REQUIRED FOR FIT UP.

2. REFERENCE "TABLE B" FOR NUMBER OF BOLTS REQUIRED FOR MAXIMUM REACTION.

SECTION

PLAN

28

°

SK

EW

RA

NG

E

6 1/2

12

412

SEE "TABLEB" FOR WELD

SIZE

23456789101112

NUMBER OFBOLTS PER

SIDE

TABLE J

13274456758391100108116124

MAXIMUMREACTION

(KIPS)

3/83/81/21/21/21/21/21/21/21/21/2

PLATETHICKNESS

(A36) (IN)

1/41/45/165/165/165/165/163/83/83/83/8

WELD SIZE(IN)

7/8"

DIA

ME

TE

R A

325

BO

LT

S

23456789101112

15315984101117134151168185202

1/21/25/83/43/43/43/43/43/43/43/4

3/83/83/83/83/83/83/83/83/83/83/8

1" D

IAM

ET

ER

A49

0 B

OL

TS

1 1/

2"1

1/2"

9"

2"2"

3" O

C

TY

P

1/2"

NOTES:

1. SEE "TABLE J" FOR BOLTS, PLATES, AND WELDS FOR EACH SIDE OF CONNECTION.

2. BEAM FLANGES SHALL NOT BE COPED.

3. CONNECTION TYPE CANNOT BE MIXED WITH OTHER BEAM TO COLUMN WEB CONNECTION.

4. BEAMS MAY BE SKEWED UP TO 30 DEGREES.

SEE NOTE 1,TYP

BEAM TO COLUMN WEB NON-MOMENT CONNECTION(NON-MOMENT CONNECTION AT FLANGES)

SEE NOTE 1SEE NOTE 1,TYP

1 1/

2"1

1/2"

9"

2"2"

3" O

C

TY

P

SEE NOTE 1,TYP BOTH

FLG

1/2"

3 1

/4"

"X"

WHEN DIM "X" IS MORE THAN 6"ADD PL AT EACH SIDE & USESHORTER SHEAR PL PER"TABLE J"

STIFF PL THK & WELDS AS REQDBY "TYP STL CONN, TYPE C4" OR"TABLE J", WHICHEVER ISLARGER, TYPNOTES:

1. SEE "TABLE J" FOR BOLTS, PLATES, AND WELDS FOR EACH SIDE OF CONNECTION.

2. BEAM FLANGES SHALL NOT BE COPED.

3. CONNECTION TYPE CANNOT BE MIXED WITH OTHER BEAM TO COLUMN WEB CONNECTION.

4. BEAMS MAY BE SKEWED UP TO 30 DEGREES.

SEE NOTE 1,TYP

BEAM TO COLUMN WEB NON-MOMENT CONNECTION(MOMENT CONNECTION AT FLANGES)

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


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MECHANICAL




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Checker

Author

TYPICAL STEELBEAMCONNECTIONS


DESIGN

DEVELOPMENT18TABLE E





8TABLE Y



3TABLE J



SE

CT

W1

W1

W2

W2

W3

W3

BEVELPL #4

T&BW4

DOUBLERPL #4

EA ENDW4

OPNG

12"

12"

18"

12"

18"

15"15"

24 1/2" 24 1/2"

L2

L3

"L"

L1

L4

L3

L1

L4

12""D"

PL #3

PL #1

L2

PL #2

12"

12"

1/2"

1/2""H

"

H/2

H/21

/2"

1/2

"T

1T

21

/2"

T3

TOS

SE

E P

LAN

BE

AM

DE

PT

H

CL PEN

CL

NOTES:

1. FOR PENETRATIONS CUT IN FIELD, INSTALL ALL PLATES AND COMPLETE ALLWELDING PRIOR TO CUTTING PENETRATION.

2. ALL PLATES Fy=50 KSI UNLESS NOTED OTHERWISE.

3. EXTEND DOUBLER PLATE TO END OF BEAM IF CENTER LINE OF OPENING IS WITHIN3'-0" FROM END OF BEAM.

4. PENETRATIONS SHOWN ON PLANS WITHOUT DIMENSION FROM TOP OF STEELSHALL BE CENTERED AT HALF THE BEAM DEPTH.

PLAN DESIGNATIONS

BEAM ELEVATION

A

A

1'-4"x4'-2" @ 1'-8"

10" DIA @ 8"

HEIGHT (H)

LENGTH (L)

CL OF PEN,LOC BELOW TOS,SEE NOTE 4

DIAMETER (D)

CL OF PEN,LOC BELOW TOS,SEE NOTE 4

24

1/8

"

SEE PLANFOR LOC

SEE PLANFOR LOC

SEE PLANFOR SIZE

CL PEN

12"

PL #3

PL #1

PL #2

4 1/8"

4 1/8"B2

B15/8"T4

PL #4

CL PEN

WHEN PL REQDES OF WEB

W4

SECTION

TABLE H

f'c = 4,000 PSI

7/8'

' DIA

A3 2

5-S

C B

OL

TS

NUMBEROF BOLTS

NUMBEROF STUDS

LENGTHOF STUDS(INCHES)

MIN SUPTTHICKNESS

(INCHES)

MIN BM WEBTHICKNESS

(INCHES)

TYPE 'A'REACTION

(KIPS)

TYPE 'B'REACTION

(KIPS)

TYPE 'C'REACTION

(KIPS)

2 6 5 8 0.19 8 8 8

3 9 5 8 0.20 17 17 17

4 9 6 10 0.25 28 28 27

5 12 6 10 0.30 41 41 30

6 12 6 12 0.35 53 51 32

7 15 6 12 0.39 66 66 33

8 15 8 14 0.46 79 68 36

9 18 8 14 0.55 92 81 37

10 18 8 16 0.60 105 81 40

11 21 8 18 0.63 118 96 42

12 21 8 18 0.71 130 98 43

1'' D

IA A

490-

SC

BO

LT

S

NUMBEROF BOLTS

NUMBEROF STUDS

LENGTHOF STUDS(INCHES)

MIN SUPTTHICKNESS

(INCHES)

MIN BM WEBTHICKNESS

(INCHES)

TYPE 'A'REACTION

(KIPS)

TYPE 'B'REACTION

(KIPS)

TYPE 'C'REACTION

(KIPS)

2 6 5 8 0.19 8 10 10

3 9 5 8 0.20 22 22 22

4 9 6 10 0.25 46 35 27

5 12 6 10 0.30 66 51 30

6 12 6 12 0.35 75 51 32

7 15 6 12 0.39 87 66 33

8 15 8 14 0.46 105 68 36

9 18 8 14 0.55 117 81 37

10 18 8 16 0.60 137 81 40

11 21 8 18 0.63 149 96 42

12 21 8 18 0.71 149 98 43

HA

LF T

HE

WID

TH

OF

OP

NG

BE

LOW

MIN

= G

RE

AT

ER

OF

3'-0

" O

R TY

P

2' -

0"

MIN HORIZ SPCG = 3'-2"

MIN

VE

RT

SP

CG

= 6

'-0"

BT

WN

OU

TE

R S

TU

DS

#5 @ 6"SEE NOTE 4

#5 @ 4"SEE NOTE 4

TYP

2' - 0"

CONC WALL

TYPE A ELEVATION

WALL OR COL, TYP UNO

4'-6" MIN TO EDGE OF CONC

OPENING

MIN

= G

RE

AT

ER

OF

3'-0

" O

R


MIN

VE

RT

SP

CG

= 6

'-0"

BT

WN

OU

TE

R S

TU

DS

#5 @ 6"SEE NOTE 4

#5 @ 4"SEE NOTE 4

CONC WALL

MIN

1' - 0"

MIN

1' - 0"

MIN

1' -

0"

2" ,

TY

P

EDGE OF CONCWHERE OCCURS

HOOK AT CONC EDGE AS SHOWN.EXTEND REINF 2'-0" PAST STUDSWHERE CONC EDGE IS MORETHAN 2'-2" FROM STUDS

TYPE B ELEVATION

HA

LF T

HE

WID

TH

OF

OP

NG

BE

LOW

NOTES:

1. THIS CONNECTION IS TO BE USED WHERE STEEL BEAMS ARE SUPPORTED ONCONCRETE WALLS. THE MAXIMUM REACTION DEPENDS ON THE LOCATION OFTHE EDGES OF THE CONCRETE WALL FROM THE STUD GROUP AS DEFINED IN THEELEVATIONS OF THE TYPES SHOWN. THE REACTIONS FOR A GIVEN TYPE MAYONLY BE USED IF ALL OF THE REQUIREMENTS FOR THAT TYPE ARE SATISFIED.IF ANY REQUIREMENTS ARE NOT SATISFIED, ANOTHER TYPE WHERE ALL CONDITIONSARE SATISFIED MUST BE USED.

2. THESE DETAILS ARE NOT TO BE USED WHERE MULTIPLE STEEL BEAMS FRAME INTOTHE CORNER OF OR OPPOSITE SIDES OF A WALL.

3. DO NOT COPE STEEL BEAM TOP FLANGE.

4. WHERE REFERENCED, REINFORCEMENT SHOWN IS IN ADDITION TO SCHEDULEDREINFORCEMENT SPECIFIED ELSEWHERE. WHEN STIRRUPS ARE USED IN LIEU OFHOOPS, SPLICE WITH CONTINUOUS REINFORCEMENT SPECIFIED ELSEWHERE.

5. RETURN WELD TOLERANCE +1/4", -0".


#4x OR @ 6"MIN BTWN OUTER STUDS

#5 @ 4"SEE NOTE 4

EDGE OF CONCWHERE OCCURS, TYP

MIN8"

TYP

2' - 0"

5' - 0" MIN, TYP

MIN8"

TYPE C ELEVATION

CONC WALL

SEE ELEVATIONS FORMIN DIM TO EDGE OF CONC

SEE "TABLE H" FORREQD NUMBER OFBOLTS & MIN BMWEB THK

TY

P

1 1/

2"

TY

P

8" O

CT

YP

1 1/

2"

PER" TABLE H"MIN SUPT THK

"GEN NOTES"MIN CLR PER

3" O

C

TY

P

1 1/

2"

5 1/

2" M

AX

1 1/

2" M

IN

3/4"2 1/2"

(2) L6x4x3/8 LLBBW/ HORIZ LSL

5/8" WELD ATTOP, TYP,SEE NOTE 5

5/16

TYPICAL SECTION

3/4" Ø STUDS @ 6" GA,(3) STUDS PER ROW,SEE "TABLE H" FOR STUDLENGTH & TOTAL NUMBEROF STUDS

REINF PER ELEVATIONS

PL3/4 (A36), PL LENGTHIS BASED ON NUMBER OFSTUD ROWS

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING





5/2

1/2

015 1

1:4

5:2

5 A

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05.22.2015

98372.03

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TYPICAL STEELDETAILS


DESIGN

DEVELOPMENT

5TYPICAL BEAM WEB PENETRATION

10BEAM WEB PENETRATION SCHEDULE

BEAM WEB PENETRATION SCHEDULE-TYPE

MARK

PLATE #1 PLATE #2 PLATE #3 DOUBLER PLATE #4

REMARKST1xB1xL1 W1 (INCH) T2xB2xL2 W2 (INCH) T3xB3xL3 W3 (INCH) L4xT4 W4 (INCH)

A

20TYPICAL STEEL CONNECTION TO CONCRETE WALL, TYPE C24

A

SE

CT

C

SECT

B

SE

CT

SECT

8 1/4"

SEE PLAN

REINF PER PLANS& "TYP DECK EDGECONDITIONS" DET

EMBED L3x3x1/4 W/3/4" DIA x6" STUD@ 12" OC, ORPER EQUIP MFR

DECK SPANSEITHER DIRECTIONSIM @ CIP CONC SLAB

SLAB EDGE MAYCONT DN

#4, CONT

2 1/

2"1

1/4"

6"

L6x4x1/4x1'-6"LONG W/(2) 3/4"Ø DICAS

6'-0

" M

AX 1

1

L6x4x1/4x1'-6"LONG W/(2) 3/4"Ø DICAS

L4x4x1/4 @ 4'-0" OCW/ (2) 3/4"Ø A325BOLTS ORWELD TO BM ABOVEWHERE OCCURS

PL3/4x6x0'-6" W/(2) 3/4"ø A325BOLTS

CONN TO CHANNELBY CONTR

CONTC9x13.4

CEILINGPER ARCH

Hmax = 200 plf

COMPOSITEDECK

L4X4X1/4BRACEAT ENDS

Vmax = 150 plf

EMBED PL1/2 (A36)W/ (4) 3/4"Øx6" STUDS

NOTES:

1. SEE HSS TO HSS BEAM DETAIL FORCONNECTION INFORMATION.

HSS BEAM TO CONCRETE SLAB HSS COLUMN TO BEAM

HSS BEAM TO BEAM

MA

X3/

4"

EA ANGLE1/4

L3x3x3/8 ES

MAX1"

COPE HSS WHENATTACHING TO W BM

EA ANGLE1/4

MA

X3/

4"

EA ANGLE1/4

EA ANGLE1/4

EA ANGLE1/4

1/4

SECTION A

SECTION C

L3x3x3/8 ES

TY

P

1 1/

2" M

AX

1/2" MAX

MIN

4"

PL3/8 (A36) ES,END PL WHERE BMON ONE SIDE

EA PL3/16

(3) SIDESWHERE PL

ENDS3/16

HSS BEAM TO HSS HANGER

TY

P1

1/2"

TYP2"

TYP1 1/2"

PL1/2 (A36), SHORTENWHERE OCCURS ATSLAB EDGE

(4) 3/4"Øx6" STUDS

1/4

(2) #5x3'-0" EW,HOOK AT EDGE

HSS HANGER

PL3/8 (A36)

(E=1/4)

NOTES:

1. DETAIL APPLIES TO ALL HSS COLUMNS.

TYPICAL HSS CAP PLATE

MAX3/4"

1/4

PL3/8x3

L3x3x3/8

EMBED PL3/4 (A36)W/ (4) 3/4"Øx6" STUDS,SHORTEN PL WHEREAT COL EDGE

1/4

HSS BEAM TO COLUMN

SECTION B

SID

ES

, UN

O

2" T

YP

ALL

TY

P3"

MAX1"

1/4

1/4

1/4

1/4

1/4

1/4

HSS COL OREMBED WHEREOCCURS ATCONC COL

CL HSS

CL

HS

S

MAX1/4"

1/2

3/16

3/16

3/16

L4x4x1/4x0'-5"

TYPICAL HSS TO HSS CONNECTION

PER ELEVATOR

ELEVATION

SUPPLIER

FULL HEIGHT STIFF PL3/8AT CL OF EA HSS POST

L7x4x0'-6"

(2) 3/4"Ø A307 BOLTS @ 3" OC

PLATES AT DBL POST ONLY

HSS POSTS, LOC PER PLANCTR POSTS ON ELEV RAILFOR POST SIZE SEE TABLE

WELDDIRECTLY TOSTEEL BM IFNO SLAB

3"

3"

PL1/2x7x0'-10" (A36)W/ (2)1/2"Øx4" STUDS @ 6" OC& (2) #4x @ 8"6"

6" 12"

W OR HSS

AT SLAB EDGE

NOTES:

1. CONTRACTOR TO COORDINATE LOCATIONSWITH APPROVED ELEVATOR SUPPLIER'S DRAWINGS.

2. RAIL CONNCTIONS TO SUPPORT POSTS OR TOFACE OF CONCRETE STRUCTURE (INCLUDINGEMBEDDED PLATES) PER ELEVATOR SUPPLIER.

3. RAILS SHALL BE SUPPORTED OFF OF CONCRETEWALLS WHERE POSSIBLE. USE MINIMUM C24EMBED PLATE.

4. WHER MULTIPLE SUPPORT POINTS ARE REQUIRED PROVIDE (2) VERTICAL POSTS TO SUPPORT PER

THE SECTION AT DOUBLE POSTS.

ES5/16 3

2"2"

(3) SIDES5/16

SPREADER BM

AT SPREADER BEAM

PL1/2x12x1'-0" (A36)ES W/ (2) 1"Ø A307BOLTS W/ VERT LSLTHROUGH HSS

1' -

0"

1' -

0"

5/16

3"

3"

L

4"

SECTION AT DOUBLE POST

CLHSS

CLHSS

TYP1/4

1/4

PL3/8x3 1/2 (A36)

HSS POST

ELEV RAIL & CONNPER ELEV SUPPLIER

PL1/2x6 (A36)FLUSH W/ HSS

TYP

HSS POST

POST LENGTH "L" POST SIZE

TABLE

UP TO 15' HSS10x4x3/8

15' - 18' HSS10x4x5/8

18' - 21'

NOTE 4

(2) HSS10x4x3/8OR HSS14x4x5/8

GRID

GRID

NOTE 1

PRIMARYSTEEL

NOTE 3

PRIMARYSTEEL

NOTE 2

F

F

F

NOTES:

1. PROVIDE ADDED "M" BEAM WITH BACKSPAN LOCATED 10'-0" AWAY OR TO ADJACENT FRAMING WHERE NO PERPENDICULAR FRAMING IS PROVIDED.

2. WHERE FALL PROTECTION IS LOCATED ON BEAM TO BEAM OR BEAM TO COLUMNINTERSECTION, NO ADDITIONAL STEEL SUPPORT IS REQUIRED. PROVIDE BEAM CONNECTION PER TYPICAL FALL PROTECTION POST DETAIL.

3. WHERE FALL PROTECTION DOES NOT FALL ON STEEL SUPPORT, PROVIDE W12X19CONFIGURED TO CLOSEST STEEL FRAMING.

4. ADDITIONAL STEEL NOT SHOWN ON PLAN SHALL BE PROVIDED BY THE CONTRACTOR.

5. SEE TYPICAL FALL PROTECTION POST DETAIL FOR ADDITIONAL INFORMATION.

6. DAVITS NOT ATTACHING TO PRIMARY STRUCTURE SHALL HAVE SUPPORT STRUCTUREDESIGNED AND PROVIDED BY THE VENDOR TO ATTACH TO THE PRIMARY STRUCTURE.

AT COLUMN AT BEAM

ROOF DECK/SLAB, SEE PLAN

PIPE3XXS

ROOF BM W/ C4/C5CONN, TYP ES

PL3/4 ES, FIT TO FLGS

STL COL, SEE "STL COL SCHED"

NOTES:

1. WHERE ATTACHED TO COLUMN FACE, LOCATE PER ARCHITECTURAL DRAWINGS.

2. SEE "TYPICAL FALL PROTECTION SUPPORT" FOR ADDITIONAL FRAMING REQUIREMENTS.

3. AT CONTRACTOR'S OPTION, POST MAY BE AN ALTERNATE DESIGN BY VENDOR.

ROOF DECK/SLAB, SEE PLAN

STL BM W/ C3CONN W/ SC BOLTS,SEE PLAN

STL BM, SEE PLAN

NS & FS1/4

1/4

STIFF PL3/8 IF INCOMING BMNOT PRESENT BOTH SIDES

(3) SIDES5/16

5/16

CONN TODEVELOP

FLANGEFORCE

2' -

0"

MA

X

CAP PL3/4x5x0'-5"

EYE BOLT BY SUPPLIER5.0k IN ANYDIRECTION

3/4

PIPE3XXS

CAP PL3/4x5x0'-5"

EYE BOLT BY SUPPLIER5.0k IN ANYDIRECTION

2' -

0"

MA

X

MA

X2"

2" M

AX

WP

WP

EQ

EQ

"L"

PL3/8x7x0'-7"MIN (A36), TYP

BM W/ BRACEDBOT FLG, PER PLAN

SLAB ONSTL DECK

L4x4x5/16 FOR L < 7'-6"L5x5x3/8 FOR L < 13'-0"

ERECTION BOLT,TYP PER CONTR

AT COMPOSITE DECK,PROVIDE (1) ADDL 3/4"øSTUD AT BRACE LOC

ADJ BM PER PL

TYP1/4

1/4

TYP1/4 4

BM

KICKER

BM W/ BRACEDBOT FLG

PLAN

CONNECTION TO BEAM

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING





5/2

1/2

015 1

1:4

5:2

7 A

M

05.22.2015

98372.03

S-416

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

TYPICAL STEELDETAILS


DESIGN

DEVELOPMENT

15TYPICAL ELEVATOR AND DOCK LEVELER SILL

14TYPICAL PARTITION & COILING DOOR SUPPORT

5TYPICAL HSS CONNECTIONS

10TYPICAL ALTERNATE ELEVATOR RAIL SUPPORT POST

2TYPICAL FALL PROTECTION SUPPORT

7TYPICAL FALL PROTECTION POST

20TYPICAL KICKER BRACE

SE

CT

SE

CT

B

SE

CT

A

SE

CT

LPLATE(INCH)

PLATE SCHEDULE

10"

1'-2"

1'-6"

1/4

5/16

3/8

NOTES:

1. FIELD INSTALL BENT PLATE WHERE REQUIRED TO SATISFY ARCHITECTURAL TOLERANCES.

2. PROVIDE 1/4" PARTIAL PENETRATION WELD AT VERTICAL LEG BENT PLATE SPLICES.

3"

L

PE

R A

RC

H

2-12

2-12

BENT PL PER SCHEDW/ DIM PER PLAN

DECK PERPOR PARALLEL

EDGE BM

L3x3x1/4 @ 1/3 POINTSOF BM SPAN WHERENO PERPENDICULARFRAMING IS SHOWNON PLAN

IS SHOWNON PLAN

PL 1/4

FLANGESAND WEBONE SIDE

1/4

TYP2"

2"

3"

W10C6

SEE "TYP DECK EDGECONDITIONS" DET

ALL AROUND2" TO 6"

SECTION

26"

(1) #4 ALL SIDES,BOT BARS PARALLELTO DECK SHALL BEPLACED 1" CLR FROMBOT OF DECK

24"

90"

90"

"L"

"L"

2" CLR

HOLES LESS THAN6" DO NOT REQUIREREINF

SEE NOTE 4

W10

x12

C6x8.2

W10

x12

W10

x12

C6x8.2

C6x8.260"OVER 2'-0"

TO 6'-0"

6" TO2'-0"

6" T

O L

2' - 0" ,TYP

6"0" TO 1'-6"NO ADDED BM REQD.ADD REINF AS SHOWNABOVE.

54"

33" 6" T

O L

OVER 2'-1"TO 6'-0"

SEE NOTE 4CLCL18 5/8"

NOTES:

1. BLOCK OUT OPENING BEFORE PLACING CONCRETE.

2. REMOVE BLOCKOUT AND CUT DECK AFTER CONCRETE HAS CURED.

3. CONTRACTOR SHALL COORDINATE OPENING SIZE AND LOCATION WITHMECHANICAL AND ELECTRICAL CONTRACTORS AND ARCHITECTURAL DRAWINGS.

4. THE OPENING NOTED REQUIRES A CENTER-TO-CENTER SPACING FROMADJACENT OPENINGS OF FOUR TIMES THE MAXIMUM OPENING DIMENSION.IF REQUIRED LAYOUT CANNOT CONFORM TO THESE REQUIREMENTS,REINFORCE GROUP AS IF ONE COMBINED PENETRATION.

PLAN

4 x LARGEST HOLESIZE OR ADD REINF

DE

CK

SP

AN

21"

C6

SECTION B

L4x3x1/4 x WIDTHOF OPNG

L3x3x3/16 x WIDTHOF OPNG + 3'-0"

L3x3x3/16

SPOT WELDEA FLUTE

TYP

TYP

SECTION A

16"

90"

90"

"L"

"L"

HOLES LESS THAN6" DO NOT REQUIREREINF, PROVIDED ITDOES NOT CUT MORETHAN ONE WEB

SEE NOTE 3

W10

x12

C6x8.2

W10

x12

W10

x12

C6x8.2

C6x8.260"OVER 1'-4"

TO 7'-0"

6" TO1'-4"

6"0" TO 1'-6"

54"

33"

6" T

O L

OVER 1'-4"TO 7'-0"

SEE NOTE 3CLCL

18 5/8"

NOTES:

1. INSTALL REINFORCING BEFORE CUTTING HOLES.

2. CONTRACTOR SHALL COORDINATE OPENING SIZE AND LOCATION WITH MECHANICALAND ELECTRICAL CONTRACTORS.

3. THE OPENING NOTED REQUIRES A CLEAR SPACING FROM ADJACENT OPENINGS OFTHREE TIMES THE MAXIMUM OPENING DIMENSION. IF REQUIRED LAYOUT CANNOTCONFORM TO THESE REQUIREMENTS, REINFORCE GROUP AS IF ONE COMBINED PENETRATION.

PLAN

3 x LARGEST HOLESIZE OR ADD REINF

16"

6" T

O L

1' - 6"

DE

CK

SP

AN

6" 0"

TO

1'-6

"

21"

3/4"

CLR

5 1

/2"SLA

B T

HK

3' - 0"

3/4"

CLR

29"

h

DECK SPANNING PARALLEL TO BEAM DECK SPANNING PERPENDICULAR TO BEAM

SEE "TABLE K"FOR TOP REINFUNO ON PLAN

AT 18 & 20 GAUGE EDGEFORM/ CLOSURE, PROVIDE135° LIP RETURN PER SDI

LOWER WWR TOPLACE TOP BAR

EDGE FORMPER "TABLE K.1"

SEE NOTE 3

EDGE FORM PER "TABLEK.1" MAY BE USED IN LIEUOF CANTILEVER DECK.REFER TO REQT IN "DECKSPANNING PARALLEL TOBEAM"

SHORE (AS NEEDED)UNTIL CONC REACHESDESIGN STRENGTH

EDGE CLOSUREPER DECK SUPPLIER

COORD STUD PLACEMENTW/ EDGE FORM. NOTCHFORM AS REQD, TYP

24"

5 1

/2" SLA

B T

HK

OVERHANG #4 CONT

3' - 0" 29"

SEE "TABLE K"FOR TOP REINFUNO ON PLAN

LOWER WWR TOPLACE TOP BAR

#4 CONT

h

L2x2x3/16 ES

EDGE FORM PER"TABLE K.1",3/16" MIN

SLAB EDGE

EDGE FORM PER"TABLE K.1"

L2x2x3/16AT EA FLG

NOTES:

1. WELDING SHALL BE AS FOLLOWS:

MATERIAL WELD SIZE x LENGTH AT SPACING 18 GA & 20 GA 1/8 "x 1" @ 12" OC 16 GA & 14 GA 1/8 "x 2" @ 12" OC 12 GA & 10 GA 1/8 "x 2" @ 8" OC 3/16 " & 1/4 " 3/16 "x 2" @ 12" OC 5/16 " & 3/8 " 3/16 "x 2" @ 8" OC

2. MATERIALS ARE TO BE AS FOLLOWS: 18 GAUGE AND LIGHTER - ASTM A653 - Fy = 33 KSI MIN. 16 GAUGE AND HEAVIER - ASTM A653 - Fy = 50 KSI MIN. PLATE MATERIAL - ASTM A36 - Fy = 36 KSI MIN3. FOR CONDITIONS WHERE SLAB EDGE EXCEEDS 18 INCH OVERHANG, PROVIDE 1/4 INCH PLATE EDGE FORM AND SHORE THE EDGE UNTIL CONCRETE REACHES 28 DAY COMPRESSIVE STRENGTH.4. AT CONTRACTOR'S OPTION, ALTERNATE METHODS OF PROVIDING EDGE CONSTRUCTION MAY BE USED

AS DESIGNED BY THE CONTRACTOR. PROVIDE SHORING AND FRAMING MATERIALS AS REQUIRED.5. THE SLAB EDGE CLOSURE PLATE IS ONLY DESIGNED TO SUPPORT WET CONCRETE AND CONSTRUCTION

LOAD. DO NOT USE THE PLATE TO DIRECTLY SUPPORT CLADDING LOADS WITHOUT PRIOR APPROVALFROM THE ENGINEER OF RECORD.

6. AT CORNER COLUMNS, USE BOTH "TYPICAL EDGE CONDITION AT COLUMN DETAILS. EDGE FORM SHALLBE MITERED AND WELDED.

7. AT BLOCKOUTS FOR CLADDING CONNECTIONS, EDGE REINFORCING IS TO BE CONTINUOUS.8. AT RECESS CONDITIONS, EDGE PLATE HEIGHT TO MATCH THE SLAB HEIGHT AT RECESS.9. FOR ELEVATOR AND DOCK LEVELER SILLS SEE "TYPICAL ELEVATOR AND DOCK LEVELER SILL" DETAIL.10. COORDINATE EDGE ANGLE INSERTS FOR CLADDING SUPPORT WITH ARCHITECTURAL DRAWINGS,

SUBSTITUTE FOR EDGE FORM WHEN SHOWN ON ARCHITECTURAL.11. CONSTRUCTION LOAD AT EDGE FORM SHALL NOT EXCEED 20 PSF.

TYPICAL EDGE CONDITION AT COLUMN

COLUMN WITH WEB PARALLEL COLUMN WITH WEB PERPENDICULAR

SLAB EDGE

SEE NOTE 6

TABLE K

h REINFORCING

0" TO 9"OVER 9" TO 1'-4"OVER 1'-4" TO 2'-0"OVER 2'-0" TO 2'-6"

-#4 @ 18"#4 @ 12"#4 @ 8"

TABLE K.1

SLAB EDGE CLOSURE PLATE GAUGE / THICKNESS AT DECK PARALLEL TO BEAM

OVERHANG (INCH)SLAB

THICKNESS(INCHES)

44.55

5.56

6.57

7.58

202020201818161614

202020181816161414

202018181616141412

201816161414121212

181616141412121212

181616141412121212

161614141212121210

141414141212121010

121212121212101010

1212121210101010

3/16

12121010101010

3/163/16

1010101010

3/163/161/41/4

1010

3/163/163/161/41/41/41/4

3/163/161/41/41/41/41/45/165/16

1/41/41/41/41/45/165/165/165/16

5/165/165/165/165/165/163/83/83/8

0 1 2 3 4 5 6 7 8 9 10 11 12 14 16 18

24"

OVERHANG DESIGNPER DECK SUPPLIER

NOTE 1

CL CL

COORD STUDPLACEMENT W/EDGE FORM. NOTCHFORM AS REQD, TYP

ALL SLAB REINF SHALLBE CONT THRU JT #3 @ 12" IF D < 2 1/2 "

#4 @ 12" IF D > 2 1/2 "CJ


15" 15"

Ld Ld

NOTES:

1. SUBMIT LOCATIONS OF ALL CONSTRUCTION JOINTS TO ENGINEER FOR REVIEW AND ACCEPTANCE BEFORE FORMING.

"D"

2"

3/4" CONT KEY

2' - 0"

TYP6" MAX

6" MAX2" MIN,

2" ,T

YP

PROVIDE MECHCOUPLER ATCONTR OPTION

#4 @ 12" W/STD HOOK

CONC WALLOR BM

L4x4x1/4 CONT W/ 1/2 " DIA DICA& 3 1/2 " EMBED @ 16" OC. PROVIDEDICA @ 32" OC AT SIM. (2) DICA MINPER SECTION OF ANGLE.

SLAB ON DECK.WELD DECK TO ANGLEPER "GENERAL NOTES."

ANGLE

BM FRAMINGINTO WALL

ANGLE

DECK SPAN PERPENDICULAR OR SKEWED TO WALL(SIMILAR AT DECK SPAN PARALLEL TO WALL)

SECTIONNOTES:

1. ROOF DECK IS SIMILAR.

BM FRAMING INTO WALLCONN TO WALL NOTSHOWN FOR CLARITY

1' - 0" MAX

3/16 4

3/16 4

ALT TO DICA:PL3/8x5x0'-6" W/ (2) 1/2"ø x 6"STUDS @ 4 1/2" OC. EMBEDSPCG TO MATCH DICA SPCG.(2) EMBEDS MIN PER SECTIONOF ANGLE

STL DECK CONDUIT- (1) PER FLUTE, LEAVE (2) FLUTES EMPTY ES - MAX DIA = 1 1/2 " DIA OD - TIE TO REINF AT CTR OF FLUTE - CONDUIT CAN RUN ONLY IN FLUTE - DO NOT RAISE OR LOWER REINF STL

TYP REINF IN SLAB

TIE WIRE, TYP

CL FLUTE

3'-0" MIN TO NEXT CONDUIT, EW

8 1/4"

SEE PLAN

REINF PER PLANS& "TYP DECK EDGECONDITIONS" DET

EMBED L3x3x1/4 W/3/4" DIA x6" STUD@ 12" OC, ORPER EQUIP MFR


SLAB EDGE MAYCONT DN

#4, CONT

1' -

6"

MIN

, TY

P

6"

ADD #4 EA SIDE

HSS OR WF COLPER PLAN

FLOOR FRAMING

L3x3x1/4 AS REQDTO SUPPORT DECK

DECK CLOSURE TOCOL WEB PERDECK MFR

EA END3/16

NOTES:

1. SEE "TYPICAL DECK EDGE CONDITIONS" FOR DECK EDGE SUPPORT AT COLUMNS.

NOTES:

1. STUDS ARE TYPICALLY 3/4 INCH DIAMETER AT 24 INCHES ON CENTERUNLESS NOTED OTHERWISE.

2. AT ALL ANGLES AND WEBS LESS THAN OR EQUAL TO 1/4 INCH THICK, USE 1/2 INCH DIAMETER x 4 INCH STUDS AT 12 INCHES ON CENTER.

3. DECK SPANS EITHER DIRECTION, SEE PLANS.

4. ROOF DECK SIMILAR.

#4 CONT

3/4" DIA x 3"STUDS @ 24"

BENT PL1/4 (A36)

L4x3x1/4, LLV

L3x3x1/4

PL 1/4 BENT PL 1/4 x (A36)

L3x3x 1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

STUDS @ 24", TYP

#4 CONT, TYP

3" M

AX

VA

RIE

S,

2-8

2-8L TO BM FLG

1 1/2"

4-8

2" M

AX

VA

RIE

S, L TO

BM FLG4-8

2-8

2-8L TO L

4" M

AX

VA

RIE

S,

2-8

2-8

2-8

2-8

1 1/2"

3"

AS

RE

QD

2-8

2-8

2-8

2-8L TO PL

1/2"

,TY

P

6 1

/4" VA

RIE

S

3" M

AX

VA

RIE

S,

L4x3x1/42-8

2-8

3/4"

CLR

TO

WW

R,

TY

P

3"4"

BENT PL1/4 (A36)4"

3"

4-8

4-8

NOTES:

1. SEE PLAN FOR REQUIRED NUMBER OF STUDS. STUDS SHALL BE PLACED AT A MAXIMUM SPACING OF 2'-0"ALONG THE BEAM AXIS UNLESS NOTED OTHERWISE ON PLAN. SEE "GENERAL NOTES" FOR MINIMUM NUMBEROF STUDS AND MINIMUM STEEL COMPOSITE DECK TO STEEL BEAM FASTENING REQUIREMENTS.

2. UNLESS NOTED OTHERWISE, STUDS ARE TO BE EQUALLY SPACED ALONG THE BEAM LENGTH AND PLACEDSYMMETRICALLY ABOUT THE BEAM CENTERLINE AXIS. IF EQUAL SPACING IS NOT POSSIBLE DUE TO DECKCONFIGURATION, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED.

3. THE REQUIRED NUMBER OF STUD ROWS SHALL BE DETERMINED AS FOLLOWS (BEAM LENGTH IN FEET):

A. FOR DECK FLUTES PERPENDICULAR TO THE BEAM: # ROWS = # STUDS / BEAM LENGTH

B. FOR DECK FLUTES PARALLEL TO THE BEAM: # ROWS = (0.375 x # STUDS) / BEAM LENGTH

4. FOR DECK FLUTES PARALLEL TO THE BEAM, THE FIRST STUD (OR STUDS) SHALL BE PLACED 6" FROM THEBEAM ENDS. FOR DECK FLUTES PERPENDICULAR TO THE BEAM, THE FIRST STUD (OR STUDS) SHALL BEPLACED IN THE FLUTE CLOSEST TO THE BEAM ENDS.

5. FOR CANTILEVER SPANS, STUDS SHALL BE PLACED IN ONE ROW ALONG THE BEAM CENTERLINE AXIS ATA MAXIMUM SPACING OF 2'-0". STUDS PLACED ON THE CANTILEVER SPAN ARE NOT INCLUDED IN THENUMBER OF STUDS SHOWN ON THE DRAWINGS.

6. WHERE WELDED WIRE REINFORCING IS USED AS SLAB REINFORCEMENT, ADDITIONAL REINFORCEMENT SHALLBE PLACED PERPENDICULAR TO THE BEAM, ACROSS THE BEAM AND CANTILEVERED SPANS AS FOLLOWS:

1 OR 2 STUDS / FT - ADD NONE 3 STUDS / FT - ADD #4x5'-0" @ 12" 4 OR MORE STUDS / FT - ADD #4x5'-0" @ 10"

TYPICAL STUD

SINGLE ROW OF STUDS-PLAN

TWO ROWS OF STUDS-PLAN

THREE ROWS OF STUDS-PLAN

1 1

/4"

4"

1 1/

4" M

INT

YP

3" M

IN

18"4 1/2" MIN2'-0" MAXTYP

18"4 1/2" MIN2'-0" MAXTYP

18"4 1/2" MIN2'-0" MAXTYP 3"

3"

1"

1 1/

4" M

INT

YP

MIN

1 1/

2"

1"

1/2"

MIN

3/4" DIA STUD, UNO

TOC

TOP OF STL DECK

TOS

CL BM

CL BM

CL BM

PLACE STUDS ONBM CL AXIS

Drawing No.

Date:

Job No:

Checked By:

Drawn By:

Drawing Title

Revisions

Consultants

CIVIL


STRUCTURAL


MECHANICAL




LANDSCAPE


LIGHTING





5/2

1/2

015 1

1:4

5:2

9 A

M

05.22.2015

98372.03

S-421

NEW SNOHOMISH

COUNTY

COURTHOUSE

Checker

Author

TYPICAL STEELDECK DETAILS


DESIGN

DEVELOPMENT16TYPICAL ROOF DECK EDGE

20TYPICAL FLOOR DECK - OPENING 6'-0" AND LESS

18TYPICAL ROOF DECK - OPENING 7'-0" AND LESS

15TYPICAL DECK EDGE CONDITIONS

13TYPICAL SLAB ON DECK CONSTRUCTION JOINT

12TYPICAL DECK SUPPORT AT CONCRETE

8TYPICAL CONDUIT IN SLAB ON STEEL DECK

7TYPICAL ELEVATOR AND DOCK LEVELER SILL

6TYP DECK SUPPORT AND REINF AT COLUMNS

5TYPICAL DECK SUPPORT DETAILS

3TYPICAL SHEAR STUD PLACEMENT AND ADDED REINFORCING

SE

CT

GROUTEDCMU WALL

STL DECK

#5 CONT

#4 TOP

#4x @ 16"

#5 CONT

CMU WALL PER"TYP LOAD BRGWALL CMU REINF"

4 1/2 " CONC SLABON 2"x 20 GA DECK

#4x @ 16"TYP

#4x5'-0" @ 12" TOPCTR OVER INT WALLS

1/2 " DIA x 4" STUDS@ 24" OC

PL1/4 x3 CONT W/1/2 " DIA x 4" STUDS@ 16" OC UNDER PL

ADD INT BRG WALLSAS REQD TO MAINTAINMAX SPAN

#5 CONT

L2 1/2x2 1/2x1/4 CONTW/ 1/2" DIA x 2 1/2"STUD @ 12" OC ATFACE OF LOADINGDOCK

ELEVATED SLAB(CONFIGURATION VARIES).SLOPE SLAB AS REQDAT RAMP.

STL DECK, TYP3" MIN BRG FOR

36"

6'-0" MAX , TYP UNO

BUILT-UP SLAB TO BUILT-UP WALL

ALTERNATE DECK SUPPORTAT INTERIOR WALLS

1'-4

"

1'-4"

3"3" MIN,TYP

NOTES:

1. DOWEL SPACING TO MATCH VERTICAL REINFORCING.

EPOXY GROUT

ROUGHEN SURFACETO FULL AMPLITUDEOF 1/16 "

#5 TYP#6 FOR 10"& 12" WALLS

1 1/8"

DRILLED HOLE DIAEQ BAR DIA + 1/4 "

DOWEL TO CMU WALL AT SLAB

1' -

3"

3"

5"VARIES

CL BM

BOND BM

L1/4x1'-3" @ 48" OCW/ VERT LSL &(2) 1/2" DIA AR @ 12" OCGROUTED IN CELL,LAP 2" MIN W/ BOT FLG

BRACE

3/16

3/16

6" MINPER CONTR

VARIES

8"

MA

X

(2) #5x2'-0" BARS, CTR ABOUT EAAR, IF BOLT IS NOT AT BOND BMLOC

NOTES:

1. MAKE BAR CONTINUOUS WHERE BOLTS ARE SPACED AT 24" OR LESS. EXTEND 1'-0" PAST LAST BOLT.

ANCHOR BOLT AT CMU WALL

DECK TO CONT WALL AT BEAM

1" GROUT, TYP

NOTES:

1. DOWEL SPACING TO MATCH VERTICAL REINFORCING.

EPOXY GROUT

ROUGHEN SURFACETO FULL AMPLITUDEOF 1/16 "

#5, TYP#6 FOR 10"& 12" WALLS

1 1/8"

DRILLED HOLE DIAEQ BAR DIA + 1/4 "

DOWEL TO CMU WALL AT SLAB

1' -

3"

3"

5/8

"

5/8

"

STEEL BEAM THRU CMU WALL

CONCRETE BEAM THRU CMU WALL

1 1

/2"

PROVIDE 1 1/2 " MINSEPARATION BTWNCMU & FIREPROOFINGON STL BM

1 1

/2"

PROVIDE 1 1/2 " MINSEPARATION BTWNCMU & STRUC

1 3/8"

1 1/2"

1' - 6" CLR

1"FEATHER RAMPSLOPE W/ EPOXYCONC WHERE REQD

INTENTIONALLYROUGHENED SURFACE

BU SLAB (RAMP)

#4 @ 18" PERIMETERW/ 2 1/2 " EMBED

EPOXY GROUT

STRUC SLAB

9"

1"DRILLED HOLE DIAEQS BAR DIA +1/4 "

BUILT-UP RAMP TO STRUCTURAL SLAB

NOTES:

1. TYPICAL BUILT-UP SLAB IS 2 1/2 INCHES CONCRETE OVER 3 INCHES STEEL DECK WITH #3 AT 12 INCHES.

#4 @ 18"

#4 @ 12"

CMU OR CONC

BUILT-UP STAIR TO STRUCTURALSLAB AND BUILT-UP WALL

EPOXY GROUT

1' - 6"

1"DRILLED HOLE DIAEQS BAR DIA +1/4 "

SEE BUILT-UP SLABTO WALL DET FORCONN

2 1/

2" 6"

2 1

/8" 1 1/

2 "

TH

KC

ON

C, M

IN

CL

NOTES:

1. BOND BEAM REINFORCEMENT ABOVE AND BELOW OPENINGS SHALL BECONTINUOUS (IE UNSPLICED) AND EXTENDED 2'-0" MINIMUM BEYOND OPENING.

2. WHERE BOND BEAM DOES NOT ALIGN WITH TOP OR BOTTOM OF OPENINGS, ADD A BOND BEAM COURSE EXTENDING 2'-0" BEYOND THE OPENING.

3. BOND BEAM BARS MAY BE USED TO ARRIVE AT TOTAL STEEL AREA REQUIRED BY "CMU NON-LOAD BEARING WALL REINFORCING SCHEDULE."

4. GROUT ALL CELLS THAT CONTAIN REINFORCEMENT 0R EMBEDDED ITEMS. GROUTALL SOLID WALLS AT HOLDING CELLS.

5. PACK TOP COURSE CELLS SOLID WITH GROUT, TYPICAL.

BAR LOCATION TYPES

TYPE A TYPE B TYPE C

VERT ON CL

OFFSET HORIZ

VEF

1/2"

CLR

FACE SHELL,WEBS NOTSHOWN

6. PROVIDE 3/4 INCH MINIMUM, 1 1/2 INCH MAXIMUM CLEAR SPACE BETWEEN TOP WALL AND BOTTOM OF PLATE, DECK, OR FIREPROOFING ON BEAMS.

7. FOR DRILLED-IN CONCRETE ANCHORS IN BOTTOM OF SLAB, EMBED SO THAT THEY EXTEND AMINIMUM OF 1 INCH ABOVE THE UPPER PART OF THE DECK FLUTES.

8. PROVIDE SPECIAL INSPECTION FOR DRILLED-IN CONCRETE ANCHORS ATWALLS 16'-0" AND HIGHER.

9. LOCATE BRACE FOR BEAM BOTTOM FLANGE, AT EACH CONCRETE MASONRY UNIT TOP SUPPORT, AT 48 INCHES ON CENTER MAXIMUM.

10. SEE ARCHITECTURAL FOR THE LOCATION OF ALL NON-LOAD BEARING WALLS.UNLESS NOTED OTHERWISE, THESE WALLS ARE SHOWN AND LOCATED ON THEARCHITECTURAL DRAWINGS ONLY.

11. TYPICAL NON-LOAD BEARING MASONRY WALLS SHALL BE SUPPORTED AT THE TOP OFWALL PER THE TYPICAL DETAILS. WHERE THE MASONRY WALL DOES NOT EXTEND TO THEUNDERSIDE OF THE STRUCTURAL FRAMING SLAB, THE WALL SHALL BE BRACED PERTHE "LATERAL SUPPORT OF SHORT CMU WALLS" DETAIL.

12. SEE ARCHITECTURAL/MECHANICAL/ELECTRICAL/PLUMBING PLANS FOR ALL OPENINGSAT CMU WALLS. CONSTRUCT OPENINGS PER THE TYPICAL DETAILS.

13. SEE ARCHITECTURAL FOR ALL WALL TYPES. PROVIDE WALL CONSTRUCTION PER THESCHEDULE AND TYPICAL DETAILS.

3"

4" M

AX

3" M

IN

3"

3" 3" M

IN

3"

SLAB OR BM

L3x3x 1/4 x1'-3" MIN@ 48" W/ (2) 1/2 " DIADICA @ 12" OC MIN

BOND BM

1/2

"

4" M

AX

L3x3x 1/4 x1'-3" MIN@ 48" W/ (2) 1/2 " DIADICA @ 12" MIN

BOND BM

PL 3/8 x1'-3" MIN@ 36" W/ (2)1/2 " DIA x 4" DICA@ 12" OC, AVOIDBM BOT BARS

3" M

IN B

ELO

W

2 3/8"2" MIN, TYP

FIR

EP

RO

OF

ING

SEE "AT BM, PERP TO DECK,WITH BOT FLG BRACE" DET

L1/4x1'-0" ORBENT PL1/4x1'-0"@ 48" OC, TYP ES

BOND BM BOND BM

2" MIN, TYP1" MIN

PL1/4 L3x5x1/4x1'-0"@ 48" OC, TYP ES

EA END OF LTO PL 3/16

3/16

L TO PL3/16

3/16

3/16

3/16

3/16

3/16

3" ,TYP

W/ 1"RETURN3/16

L3x3

L6x4x3/8

2 1/4" ,TYP

(2) 3/4" DIA x 4"DICA @ 12"

L6x4x3/8x1'-6"LLHL3x3x1/4

PL3/8x4x0'-4"

PL3/8x4x0'-6"

18

1/4

"

VA

RIE

S

NO

T G

RE

AT

ER

TH

AN

4'-6

"

W/ 1"RETURNBOTH ENDS,TYP

3/16

3/16

3/16

3/16

3/16

3/16

1/2"

MIN

PL3/8x1'-3" MIN@ 36" OC W/ (2)1/2" DIA x 4" DICA@ 12" OC, CTR INDECK FLUTES

BOND BM

L3x3x1/4x1'-3" MIN @48" OC W/ (2) 1/2" DIADICA @ 12" OC MIN

BOND BM

PL1/4x3x1'-3"

PL1/4x1'-3"

L3x3x1/4x1'-3"@ 48" OCW/ 1/2" DIADICA @ 12" OC

PL1/4x16 MIN x 2'-0"@ 48" OC W/ (4) 1/2" DIAx 4" DICA @ 12" OC INDECK FLUTE

BOND BM

L3x3x1/4x1'-3" MIN @48" OC W/ (2) 1/2" DIADICA @ 12" OC MINCTR IN DECK FLUTES

BOND BM

L3x3x1/4x1'-3"@ 48" OC ES

1 1/2" MIN, TYPTYP EA ENDEA L 3/16

3/16

3/16

3/16

1/2

"

SEE "TYPNON-LOADBRG CMU WALLREINF"

AT STEEL DECK PARALLEL TO WALL

AT STEEL DECK + SLAB LESS THAN 6" AT STEEL DECK + SLAB GREATER THAN 6"

AT STEEL DECK PERPENDICULAR TOWALL

AT CONCRETE SLAB OR BEAM

WALL OFFSET FROM STEEL BEAMWALL CENTERED ON STEEL BEAM

AT BEAM, PERPENDICULAR TO DECK,WITH BOTTOM FLANGE BRACE

BEAM PARALLEL TO DECK

SEE "TYP CMUNON-LOAD BRGWALL REINF"

3/16

3/16

BM TO PL3/16

3/16

1 1/2 "x 16 GAGALV STL @ 24" OC.LOC TO AVOID REINFBAR IN END CELL.

CMU PARTITION(1) 3/8 " DIA x 4" DICA

CONC COL OR WALL

1 1/

2"

8"1/2"

CONNECTION TO CONCRETE

BOND BM

VERT BARAT CTR OFWALL

1 1/8"

1 3/4"1" MIN CLR FOR(2) BAR REINF

1/2" MINCLR

SECTION

18 3/8"

LAPLENGTH,

TYP

INTERSECTIONCORNER

PROVIDE #5xCORNER BAR FOREA BOND BM BAR

#5 VERT#5 VERT

SINGLE BAR SHOWN,SIM AT TWO BARS

2'-1

"

2'-1"

FOR OPNG WIDER THAN 8'-0", SEEPROJECT SPECIFIC WALL DET

PROVIDE ADDL (1) #5VERT AT EDGES OF ALLOPNG, CORNERS & ENDS

SEE "CMU NON-LOAD BEARING WALLREINF SCHED" FOR SIZE & SPCG

SEE "TYP DWL" DET

FO

R M

AX

HT

, SE

E"N

ON

-LO

AD

BE

AR

ING

CM

UW

ALL

RE

INF

SC

HE

D"

8'-0"MAX

20

3/4

"

#3x @ 16" STIRR(#3x FOR 10" & 12" CMU)TYP OVER OPNG

WHERE BOND BMS IN ADJ WALLSOCCUR AT DIFFERENT LVLS,RETURN (1) BM 2'-0" AROUNDCORNER

BOND BM W/ HORIZ BARS PER"TYP CMU NON-LOAD BEARINGREINF SCHED" @ 48" MAX VERT SPCG.SEE NOTES FOR REQTS AT OPNG.

11

2 1/

4"

CONN TOCONC

SEE "TYP CMU NON-LOAD BEARINGWALL CONNECTION" DETAILS

27"

LAP LENGTH,TYP

ELEVATION

NOTES:

1. CONTROL JOINT SHALL BE CONSTRUCTED AS CONTINUOUS VERTICAL HEAD JOINTS USING FULL AND HALF MASONRY UNITS.

2. MORTAR SHALL BE RAKED BACK AT LEAST 1 INCH IN DEPTH AND CAULKED PER ARCHITECTURAL DRAWINGS.

3. SEE THE ARCHITECTURAL DRAWINGS FOR CONTROL JOINT LOCATIONS.

VERT BARS PER"CMU REINF SCHED"ES OF CJ

CJ, SEE PLANSOR EL FOR LOC

PROVIDE #4x4'-0" SMOOTHDWL @ 48" ACROSS CJ.PREVENT BOND BTWN BAR &GROUT W/ GREASE OR PLASTICSLEEVE. AT CONTR'S OPT,MASONRY CJ UNITS MAY BEUSED IN LIEU OF DWL.

TERMINATE HORIZREINF 2" FROM CJ

KICKER PER"TYP KICKERBRACE" DETAT ALT BRACELOC

ALT PL LOCIF REQD BYBRACE ANGLE

WP (ALT)

WP

PL1/2x8 (A36)

(2) 3/4"ø AB W/ 8"EMBED @ 8" OC

1 1/

2" M

AX

3/4"

MIN

PL1/2 (A36), TYP

WP

L5x5x5/16 BRACE

WP

PL1/2x8x1'-0" (A36)

(2) #4 MIN

NOTES:

1. LOCATE BRACES AT 10'-0" OC MAX.CMU WALLS LONGER THAN 4'-0"PERPENDICULAR TO THE WALL BEINGBRACED MAY BE ASSUMED TO BRACETHE WALL AND REPLACE THE ANGLEBRACES SHOWN.

CL

WP

MA

X1

1/2"

BM PER PLAN

BEAM PARALLEL

BEAM PERPENDICULAR

PL1/2 (A36), TYP

L5x5x5/16 BRACE

TYP EA END3/16 2

TYP

PL1/2x8x1'-0" (A36)

(2) #4 MIN

1 1/

2" M

AX

3/4"

MIN

(2) 3/4"ø AB W/ 8"EMBED @ 8" OC

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TYPICAL CMUWALL DETAILSAND SCHEDULES


DESIGN

DEVELOPMENT20TYPICAL BUILT-UP SLAB ON CMU WALLS

3TYPICAL CMU NON-LOAD BEARING WALL DETAILS

6TYP CMU NON-LOAD BRG WALL PENETRATIONS

18TYPICAL BUILT-UP RAMP AND STAIR

10TYPICAL CMU NON-LOAD BEARING WALL REINFORCING SCHEDULE AND NOTES

15TYPICAL CMU NON-LOAD BEARING WALL TOP CONNECTIONS

5TYPICAL CMU NON-LOAD BEARING WALL ELEVATION

1TYPICAL CMU CONTROL JOINT

CMU NON-LOAD BEARING WALL REINFORCING SCHEDULE

WALL TYPE

NOMINAL

WALL

THICKNESS

BOND BEAM VERTICAL

BAR

LOCATION

MAXIMUM

WALLREINFORCING

LAP

LENGTH REINFORCING LAP LENGTH

8" (2) #5 30" (1) #5 @ 48" 30" B 13'-0"

10" (2) #5 30" (2) #4 @ 48" 24" C 16'-0"

12" (2) #5 30" (2) #5 @ 48" 30" C 20'-0"

7LATERAL SUPPORT OF SHORT CMU WALLS

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

SOG PER PLAN

WALL FTG PER PLAN

FLR FRAMING PER PLAN

1" CLR 2" CLR

#5 @ 8" VIF(#5 @ 6" VIF @ SIM)

#6 @ 12" HEF

UBAR TO MATCH ANDLAP W/ MAX VERTBAR SIZE & SPCG

#5 @ 16" VOF

ANGLE PER "TYPDECK SUPPORTAT CONC" DET

Lsb

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

LEVEL 020' - 0"

1

SOG PER PLAN

WALL FTG PER PLAN


1" CLR 2" CLR

#5 @ 8" VEF

#6 @ 12" HEF

FLR FRAMING PER PLANSTL COL

CONC PILASTERBEYOND

TY

P U

NO

Lsb

9' -

0"

INCOMING STEEL BM


LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

D

SOG PER PLAN

WALL FTG PER PLAN

FLR FRAMING PER PLANSOG PER PLANSTL COL

CONC FTGPER PLAN

1" CLR 2" CLR

Lsb

#5 @ 16" VOF

#5 @ 8" VIF

#6 @ 12" HEF

UBAR TO MATCHAND LAP W/ MAXVERT BAR SIZE

C.7


1' -

0" SEE "TYP STL COL

ENCASEMENT" DET

LEVEL 01-16' - 8"

LEVEL 020' - 0"

SOG PER PLAN

WALL FTG PER PLAN


1" CLR 2" CLR

#5 @ 9" VIF

#6 @ 12" HEF

UBAR TO MATCH ANDLAP W/ MAX VERTBAR SIZE & SPCG

#5 @ 18" VOF


Lsb

TOP OF PIER

8"

HOOK OUTSIDEVERT REINF ATTOP OF WALL

STEEL COL

EDGE OF CONCWALL BEYOND

HOOK INSIDE VERTREINF AT TOP OFWALL JOG

CONC BSMT WALL,REINF PER PLAN

CONC PIER

PER PLAN

TOP OF WALL

3' -

0"

LEVEL 01-16' - 8"

P-A

Ld, M

IN

CONC WALL REINFPER WALL SECTIONS

CONC BM, REINF PER"CONC BM SCHED"

FLOOR FRMGPER PLAN

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

SOG PER PLANSLOPE PER ARCH

FLR FRAMING PER PLANSLOPE PER ARCH

#5 @ 16" VEF

#6 @ 12" HEF

UBAR TO MATCH ANDLAP VERT BAR, TYP

VARIES

TOC

VARIES

TOF

#5 @ 8" VEF

#6 @ 12" HEF

Lsb,

TY

P

WALL FTG PER PLAN


Lsb

LEVEL 01-16' - 8"

LEVEL 020' - 0"

8

VARIES

TOF

WALL FTG PER PLAN

FLOOR FRMGPER PLAN

SOG PER PLAN

#5 @ 8" VEF

#6 @ 12" HEF

2" CLR 1" CLR

U-BAR TO MATCH ANDLAP W/ MAX VERTBAR SIZE & LOC

Lsb

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CONCRETESECTIONS ANDDETAILS


DESIGN

DEVELOPMENT 1/2" = 1'-0"18SECTION

1/2" = 1'-0"16SECTION

1/2" = 1'-0"20SECTION

1/2" = 1'-0"8SECTION

1" = 1'-0"10SECTION

1/2" = 1'-0"5SECTION

1/2" = 1'-0"17SECTION

1/2" = 1'-0"9SECTION

LEVEL B1

-33' - 4"

LEVEL 020' - 0"

1 1.1 BU SLAB PER

TYP DETS

STL FRAMING

PER PLAN, TYP

CONC BSMT WALL

PER WALL SECTION4"

ANGLE PER "TYP DECK

SUPPORT AT CONC" DET

Drawing No.

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DESIGN

DEVELOPMENT

1/2" = 1'-0"5SECTION

1" = 1'-0"10SECTION

CONC BSMT

WALL, TYP

INTENTIONALLY ROUGHEN

JT TO 1/4" MIN AMPLITUDE, TYP

HOOK DWLS PER "CONC PIER

SCHED", TYP

HOOK DWL TO MATCH AND LAP

W/ CONC WALL REINF

Lsb

t, T

YP

Ldh MIN, TYP

CONC PIER, TIES NOT

SHOWN FOR CLARITY

LEVEL B1-33' - 4"

C

NOTES:

1. SEE 4/S-501 FOR INFORMATION NOT SHOWN.

C.7

Ld

HORIZ W/ SIZE &

SPCG TO MATCH CONFINING

REINF IN SW ABOVE

LEVEL B1-33' - 4"

2 3

TYP

2' - 0"

2' -

0"

1

1 TO MATCH AND

LAP W/ BOT MAT, TYP

BOT MAT REINF

PER PARTIAL PLAN

AT BOT REINF

Lsb, TYP

MAT REINF PER

PARTIAL PLANS,

SEE SF100R

Ld

HORIZ W/ SIZE &

SPCG TO MATCH CONFINING

REINF IN SW ABOVE

LEVEL B1-33' - 4"

C

D

NOTES:


C.7

Ld, TYP

3' -

0"

TOP MAT REINF

PER PARTIAL PLAN

ADDL TOP REINF

PER PARTIAL PLAN

LEVEL B1-33' - 4"

5 6

NOTES:


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DESIGN

DEVELOPMENT 1" = 1'-0"20DETAIL

1/2" = 1'-0"19SECTION

1/2" = 1'-0"4SECTION

1/2" = 1'-0"14SECTION

1/2" = 1'-0"9SECTION

LEVEL B1-33' - 4"

LEVEL 01-16' - 8"

C.7

3' - 8" 3' - 0" 3' - 3" 3' - 0"

3' -

0"

3' -

0"

-23' - 0"

TOC

WALL FTG PER PLAN

#5 @ 18" VOF

#5 @ 18" HEF

UBAR TO MATCHAND LAP W/ MAXVERT BAR SIZE

Lsb

2" CLR 1" CLR

#5 @ 9" VIF

WALL BEYOND

10" CONC SLAB

FLOOR FRAMINGPER PLAN

SOG PER PLAN

SOG PERPLAN

SOG PERPLAN

31

#4 @ 12"

#4x @ 12"1'-6"

1'-6"

1' - 0"REINF PERTYP DETS

SOG

CMU LOCPER ARCHWHERE OCCURS

PER PLAN

TOC

LEVEL B1-33' - 4"

4

SOG

VARIES

LEVEL B1-33' - 4"

A

LEVEL B1-33' - 4"

A

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CONCRETESECTIONS ANDDETATILS


DESIGN

DEVELOPMENT

1/2" = 1'-0"10SECTION

1" = 1'-0"3SECTION

1/2" = 1'-0"2SECTION

1/2" = 1'-0"1SECTION

1/2" = 1'-0"4SECTION

LEVEL B1

-33' - 4"

LEVEL 01

-16' - 8"

8 7 6 5

2' - 0"14' - 0" 32' - 0"2' - 0" 31' - 4"2' - 0"

4' -

10"

3' -

8"

5

S-500

5

S-500

5

S-500

LEVEL B1

-33' - 4"

P-B P-A

3' - 4" 18' - 3 3/8" 20' - 0"

1' - 0"

3' - 4" 3' - 7"

Drawing No.

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CONCTRETESECTIONS ANDDETAILS


DESIGN

DEVELOPMENT

1/4" = 1'-0"10ELEVATION

1/4" = 1'-0"15ELEVATION

LEVEL 04

33' - 4"

76.9

LEVEL 04

33' - 4"

D

LEVEL 04

33' - 4"

D

LEVEL 04

33' - 4"

7

CONN PER TYPE C23

TYP CONNECTION

BM PER PLAN W14x22

TRUSS CHORD

PER 4/S-250

COL WHERE

OCCURS

LEVEL 07

83' - 4"

D

ENCLOSURE

PER ARCH

3" ROOF DECK

BENT PL

3"

L3x2 1/2x3/8 LLH

LEVEL 04

33' - 4"

F.5

PER PLAN

W10

3" ROOF DECK

ENCLOSURE

PER ARCH

6"

BENT PL

3"

LEVEL 04

33' - 4"

F.5

W18

W10

3" ROOF DECK

ENCLOSURE

PER ARCH

BENT PL

6"

3"

LEVEL 04

33' - 4"

F F.5

PER PLAN

W10

3" ROOF DECK

ENCLOSURE

PER ARCH

BENT PL

3"

LEVEL 01

-16' - 8"

A

LEVEL 02

0' - 0"

76.9

LEVEL 02

0' - 0"

DEF.5

SLOPE PER ARCH

FACADE

PER ARCH

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STEEL SECTIONSAND DETAILS


DESIGN

DEVELOPMENT

3/4" = 1'-0"12SECTION

3/4" = 1'-0"8SECTION

3/4" = 1'-0"7SECTION

3/4" = 1'-0"6SECTION

3/4" = 1'-0"20SECTION

3/4" = 1'-0"5SECTION

3/4" = 1'-0"10SECTION

3/4" = 1'-0"15SECTION

3/4" = 1'-0"1SECTION

3/4" = 1'-0"3SECTION

3/4" = 1'-0"18SECTION

NEW SNOHOMISH COUNTY COURTHOUSE DESIGN ...

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