Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
3:0
2 A
M
05.22.2015
98372.03
S-000
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
DRAWING LIST
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT
DRAWING LIST
DD
5/2
1/1
5
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 SF103 LEVEL 3 FRAMING PLAN
X SF104 LEVEL 4 FRAMING PLAN
X SF105 LEVEL 5 FRAMING PLAN
X SF106 LEVEL 6 FRAMING PLAN
X SF107 LEVEL 7 FRAMING PLAN
X SF108 LEVEL 8 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-202 CORE WALL ELEVATIONS
X S-203 CORE WALL ELEVATIONS
X S-204 CORE WALL SECTIONS
X S-205 CORE WALL SECTIONS
X S-206 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-501 CONCRETE SECTIONS AND DETAILS
X S-502 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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
3:0
4 A
M
05.22.2015
98372.03
S-001
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
ABBREVIATIONSAND SYMBOLS
2933 Rockefeller Ave.Everett, Washington 98201
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
3:0
4 A
M
05.22.2015
98372.03
S-002
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
GENERAL NOTES
2933 Rockefeller Ave.Everett, Washington 98201
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.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
3:0
5 A
M
05.22.2015
98372.03
S-003
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
GENERAL NOTES
2933 Rockefeller Ave.Everett, Washington 98201
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.
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
4:3
9 A
M
05.22.2015
98372.03
S-004
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
ISOMETRIC VIEWS
2933 Rockefeller Ave.Everett, Washington 98201
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
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
4:4
2 A
M
05.22.2015
98372.03
S-010
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
LOAD MAPS
2933 Rockefeller Ave.Everett, Washington 98201
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'
SCALE:
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1" = 20'
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
5/2
1/2
015 1
1:4
4:4
3 A
M
05.22.2015
98372.03
S-011
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
LOAD MAPS
2933 Rockefeller Ave.Everett, Washington 98201
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'
SCALE:
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1" = 20'
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
5/2
1/2
015 1
1:4
4:4
4 A
M
05.22.2015
98372.03
S-012
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
LOAD MAPS
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT
1" = 20'-0"8LEVEL 02 LOAD MAP
1" = 20'-0"10LEVEL 03 LOAD MAP
1" = 20'-0"18LEVEL 04 LOAD MAP
1" = 20'-0"20LEVEL 05 LOAD MAP
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'
SCALE:
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1" = 20'
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
5/2
1/2
015 1
1:4
4:4
5 A
M
05.22.2015
98372.03
S-013
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
LOAD MAPS
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT
1" = 20'-0"8LEVEL 06 LOAD MAP
1" = 20'-0"10LEVEL 07 LOAD MAP
1" = 20'-0"18LEVEL 08 LOAD MAP
1" = 20'-0"20ROOF LOAD MAP
1 7
A
F 4
F 4
F 4
C.7
000 10' 20' 40'
SCALE:
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1" = 20'
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
5/2
1/2
015 1
1:4
4:4
6 A
M
05.22.2015
98372.03
S-014
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
LOAD MAPS
2933 Rockefeller Ave.Everett, Washington 98201
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'
SCALE:
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
3/32" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
B
A
Key Plan
5/2
1/2
015 1
1:4
5:4
2 A
M
05.22.2015
98372.03
SF100
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
BASEMENT LEVEL& FOUNDATIONCOMPOSITE PLAN
2933 Rockefeller Ave.Everett, Washington 98201
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
SEE TYP STEPSON GRADE DET
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
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"
SEE TYP STEPSON GRADE DET
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)
SEE TYP STEPSON GRADE DET
( -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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT 1/8" = 1'-0"1BASEMENT LEVEL & FOUNDATION PLAN - SECTOR B
NOTES:
1. SEE SF-100 FOR 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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
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
BOTTOM REINFORCING TOP AND VERTICAL REINFORCING
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
MARK REINFORCING REMARKS
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
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
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.
11. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEELDETAILS AND SCHEDULES.
000 5' 10' 20'
SCALE:
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
3/32" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
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
CMU WALLLOC PER ARCH
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT 1/8" = 1'-0"1LEVEL 1 FRAMING PLAN - SECTOR A
NOTES:
1. SEE SF-101 FOR 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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT 1/8" = 1'-0"1LEVEL 1 FRAMING PLAN - SECTOR B
NOTES:
1. SEE SF-101 FOR 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.
2. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEELELEVATIONS. 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 ON3-INCH COMPOSITE STEEL DECK. REINFORCE PER THE TYPICALDETAILS. REINFORCING SHOWN ON THE PLAN IS IN ADDITIONTO THIS REINFORCING.
4. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEELDETAILS AND SCHEDULES.
R
3NW
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
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT 1/8" = 1'-0"1LEVEL 2 FRAMING PLAN
NOTES
1. REFERENCE FLOOR ELEVATION IS 16'-8". REFERENCE TOPOF STRUCTURAL STEEL IS 6 1/2 INCHES BELOW THEREFERENCE 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.
3. 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.
4. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEELDETAILS AND SCHEDULES.
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
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
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
CMU WALLLOC PER ARCH
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT 1/8" = 1'-0"1LEVEL 3 FRAMING PLAN
NOTES
1. REFERENCE FLOOR ELEVATION IS 33'-4". REFERENCE TOPOF STRUCTURAL STEEL IS 6 1/2 INCHES BELOW THEREFERENCE 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.
3. 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.
4. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEELDETAILS AND SCHEDULES.
5. SEE SF-110 FOR ROOF DECK REQUIREMENTS.
R
3NW
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
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"
CMU WALLLOC PER ARCH
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT 1/8" = 1'-0"1LEVEL 4 FRAMING PLAN
NOTES
1. REFERENCE FLOOR ELEVATION IS 50'-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.
2. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEELELEVATIONS. 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 ON3-INCH COMPOSITE STEEL DECK. REINFORCE PER THE TYPICALDETAILS. REINFORCING SHOWN ON THE PLAN IS IN ADDITIONTO THIS REINFORCING.
4. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEELDETAILS AND SCHEDULES.
R
3NW
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
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
CMU WALLLOC PER ARCH
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT 1/8" = 1'-0"1LEVEL 5 FRAMING PLAN
NOTES
1. REFERENCE FLOOR ELEVATION IS 66'-8". REFERENCE TOPOF STRUCTURAL STEEL IS 6 1/2 INCHES BELOW THEREFERENCE 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.
3. 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.
4. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEELDETAILS AND SCHEDULES.
5. SEE LATERAL FRAME ELEVATIONS FOR BEAM SIZES NOT INDICATEDON PLANS.
R
3NW
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
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
CMU WALLLOC PER ARCH
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT 1/8" = 1'-0"1LEVEL 6 FRAMING PLAN
NOTES
1. REFERENCE FLOOR ELEVATION IS 83'-4". REFERENCE TOPOF STRUCTURAL STEEL IS 6 1/2 INCHES BELOW THEREFERENCE 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.
3. 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.
4. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEELDETAILS AND SCHEDULES.
5. SEE SF-110 FOR ROOF DECK REQUIREMENTS.
R
3NW
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
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT 1/8" = 1'-0"1LEVEL 7 FRAMING PLAN
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT 1/8" = 1'-0"1LEVEL 8 FRAMING PLAN
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.
2. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEELELEVATIONS. 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 ON3-INCH COMPOSITE STEEL DECK. REINFORCE PER THE TYPICALDETAILS. REINFORCING SHOWN ON THE PLAN IS IN ADDITIONTO THIS REINFORCING.
4. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEELDETAILS AND SCHEDULES.
R
3NW
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
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
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.
2. STEEL SLOPES UNIFORMLY BETWEEN GIVEN TOP OF STEELELEVATIONS. 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 ON3-INCH COMPOSITE STEEL DECK. REINFORCE PER THE TYPICALDETAILS. REINFORCING SHOWN ON THE PLAN IS IN ADDITIONTO THIS REINFORCING.
4. INDICATES RAIL SUPPORT COLUMN. SEE TYPICAL STEELDETAILS AND SCHEDULES.
R
3NW
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
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
5/2
1/2
015 1
1:4
6:0
9 A
M
05.22.2015
98372.03
SF109ALT
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
ROOF FRAMINGPLAN -SCREENWALL ADDALTERNATE
2933 Rockefeller Ave.Everett, Washington 98201
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:
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.
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
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
000 4' 8' 16'
SCALE:
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
5/2
1/2
015 1
1:4
6:1
0 A
M
05.22.2015
98372.03
SF110
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
PENTHOUSE ROOFFRAMING PLAN
2933 Rockefeller Ave.Everett, Washington 98201
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
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. 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:
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.
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
1/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
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
2933 Rockefeller Ave.Everett, Washington 98201
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:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
4:4
9 A
M
05.22.2015
98372.03
S-201
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CORE WALLELEVATIONS
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT20KEY PLAN
1/8" = 1'-0"19SHEAR WALL ELEVATION
1/8" = 1'-0"18SHEAR WALL ELEVATION
1/8" = 1'-0"17SHEAR WALL ELEVATION
1/8" = 1'-0"16SHEAR WALL ELEVATION
VERTICAL REINFORCING SCHEDULE
MARK REINFORCING REMARKS
V1 #5 @ 12"
V2 #6 @ 12"
V3 #6 @ 6"
V4 #7 @ 12"
V5 #8 @ 12"
V6 #9 @ 12"
HORIZONTAL REINFORCING SCHEDULE
MARK REINFORCING REMARKS
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. 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"
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
4:5
2 A
M
05.22.2015
98372.03
S-202
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CORE WALLELEVATIONS
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT20KEY PLAN
1/8" = 1'-0"19SHEAR WALL ELEVATION
1/8" = 1'-0"18SHEAR WALL ELEVATION
1/8" = 1'-0"17SHEAR WALL ELEVATION
1/8" = 1'-0"16SHEAR WALL ELEVATION
VERTICAL REINFORCING SCHEDULE
MARK REINFORCING REMARKS
V1 #5 @ 12"
V2 #6 @ 12"
V3 #6 @ 6"
V4 #7 @ 12"
V5 #8 @ 12"
V6 #9 @ 12"
HORIZONTAL REINFORCING SCHEDULE
MARK REINFORCING REMARKS
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. 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
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
4:5
4 A
M
05.22.2015
98372.03
S-203
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CORE WALLELEVATIONS
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT20KEY PLAN
1/8" = 1'-0"19SHEAR WALL ELEVATION
VERTICAL REINFORCING SCHEDULE
MARK REINFORCING REMARKS
V1 #5 @ 12"
V2 #6 @ 12"
V3 #6 @ 6"
V4 #7 @ 12"
V5 #8 @ 12"
V6 #9 @ 12"
HORIZONTAL REINFORCING SCHEDULE
MARK REINFORCING REMARKS
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
ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP
#5x , TYP
#5x , TYP
TY
P
1" C
LR
2 3
C
C.7
TYP
4' - 0"
TY
P
4' -
0"
#5x , TYP
HORIZ AND VER REINFPER SW EL, TYP
ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP
#5x , TYP
ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP
#5x , TYPTYP
4' - 0"
TY
P 1"
CLR
2 3
C
C.7
TYP
4' - 0"
TY
P
4' -
0"
HORIZ AND VER REINFPER SW EL, TYP
ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP
#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
HORIZ AND VER REINFPER SW EL, TYP
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
3/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
5/2
1/2
015 1
1:4
4:5
6 A
M
05.22.2015
98372.03
S-204
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CORE WALLSECTIONS
2933 Rockefeller Ave.Everett, Washington 98201
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
HORIZ AND VER REINFPER SW EL, TYP
ADD (2) VERT REINFAT WALL ENDS, SIZETO MATCH FACEREINF, TYP
U-BAR TO MATCHSIZE & SPCG OFHORIZ REINF, TYP
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
3/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
5/2
1/2
015 1
1:4
4:5
7 A
M
05.22.2015
98372.03
S-205
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CORE WALLSECTIONS
2933 Rockefeller Ave.Everett, Washington 98201
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
ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP
HORIZ AND VER REINFPER SW EL, TYP
ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP
#5x , TYP
#5x , TYP
5 6
C
C.7
TYP
4' - 0"
TY
P
4' -
0"
#5x , TYP
HORIZ AND VER REINFPER SW EL, TYP
ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP
#5x , TYP
ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP
#5x , TYP
TY
P
1" C
LR
TYP
4' - 0"
5 6
C
C.7
TYP
4' - 0"
TY
P
4' -
0"
HORIZ AND VER REINFPER SW EL, TYP
ADD VERT REINF W/ SIZETO MATCH FACE REINFAS SHOWN, TYP
#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
HORIZ AND VER REINFPER SW EL, TYP
ADD (2) VERT REINFAT WALL ENDS, SIZETO MATCH FACEREINF, TYP
U-BAR TO MATCHSIZE & SPCG OFHORIZ REINF, TYP
TY
P
1" C
LR
TYP
Lsbt
000 2' 4' 6'
SCALE:
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
3/8" = 1'-0"
SECURITY ELECTRONICS
GUIDEPOST SOLUTIONS388 17TH STREET SUITE 230OAKLAND, CA 94612T 510-268-8373
5/2
1/2
015 1
1:4
4:5
8 A
M
05.22.2015
98372.03
S-206
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CORE WALLSECTIONS
2933 Rockefeller Ave.Everett, Washington 98201
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"
EMBED LENGTH "TABLE 2"
38"
CROSSTIES ENCLOSE
54 7/8"
EMBED LENGTH "TABLE 1"
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
"TYP COUPLING BM,TYPE 2 SECTION"
(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
"TYP COUPLING BM,TYPE 1 SECTION"
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:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:0
1 A
M
05.22.2015
98372.03
S-210
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
TYPICALCOUPLING BEAMDETAILS ANDSCHEDULES
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT20COUPLING BEAM REINFORCEMENT SCHEDULE
17TYPICAL WALL CONFINEMENT
10TYPICAL COUPLING BEAM, TYPE 2 SECTION
9TYPICAL COUPLING BEAM, TYPE 2
8TYPICAL COUPLING BEAM, TYPE 3
7EMBED TABLE 2
5TYPICAL COUPLING BEAM,TYPE 1 SECTION
4TYPICAL COUPLING BEAM, TYPE 1
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:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:0
2 A
M
05.22.2015
98372.03
S-211
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
SHEAR WALLDETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:0
5 A
M
05.22.2015
98372.03
S-220
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
BRACED FRAMEELEVATIONS ANDDETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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"
YIELD LINEPROJECTION POINT
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
YIELD LINEPROJECTION POINT
WP
YIELD LINEPROJECTIONPOINT
YIELD LINE
CL COL
GUSSET PL"t"
YIELD LINEPROJECTIONPOINT
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
YIELD LINEPROJECTIONPOINT
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:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:0
8 A
M
05.22.2015
98372.03
S-221
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
BRACED FRAMEDETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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
(2) BOLTS PER ROWIN FLG, T&B
SPLICE PL'T'x10"
SLOTTED FLG PL,WIDTH & THICKTO MATCH FLG,TYP
3" , TYP
(4) BOLTS PER ROWIN FLG, T&B
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
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:1
0 A
M
05.22.2015
98372.03
S-250
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
TRUSSELEVATIONS ANDDETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:1
1 A
M
05.22.2015
98372.03
S-251
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
TRUSS DETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:1
2 A
M
05.22.2015
98372.03
S-255
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
BRACEELEVATIONS ANDDETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
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
2933 Rockefeller Ave.Everett, Washington 98201
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 "TYP CONCWALL REINF" DET
KEYED JT,SEE "TYP CONCWALL REINF" DET
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
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
2933 Rockefeller Ave.Everett, Washington 98201
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
BASE PL TxWxLSEE "STL COL SCHED"
FIN COL END &BASE PL PER AISC
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
BASE PL TxWxLSEE "STL COL SCHED"
FIN COL END &BASE PL PER AISC
BASE PL TxWxLSEE "STL COL SCHED"
(2) ERECTION BOLTS
(4) 7/8 " DIA A325BOLTS SNUG TIGHTW/ OVS IN BASE PL
BASE PL TxWxLSEE "STL COL SCHED"
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
(4) 7/8 " DIA A325BOLTS SNUG TIGHTW/ OVS IN BASE PL
5/16
5/16
5/16
1/2"
MA
X
1/2"
MA
X
BASE PL TxWxLSEE "STL COL SCHED"
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
BASE PL TxWxLSEE "STL COL SCHED"
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
(4) 7/8 " DIA A325BOLTS SNUG TIGHTW/ OVS IN BASE PL
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
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
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT
1TYPICAL COLUMN BASE PLATE, TYPE 1
2TYPICAL COLUMN BASE PLATE, TYPE 2
4TYPICAL COLUMN BASE PLATE, TYPE 3
7TYPICAL COLUMN BASE PLATE, TYPE 4
15TYPICAL COLUMN SPLICE, TYPE 1
8TYPICAL COLUMN BASE PLATE, TYPE 9
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
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
2933 Rockefeller Ave.Everett, Washington 98201
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
MINIMUM WEBTHICKNESS (IN)
22 1/244 1/26781010 1/21214 1/2
MAXIMUM COPELENGTH (IN)
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
MINIMUM WEBTHICKNESS (IN)
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
MINIMUM WEBTHICKNESS (IN)
6 4 1/27911141818181818
MAXIMUM COPELENGTH (IN)
0.190.210.260.270.300.290.280.270.270.260.26
MINIMUM WEBTHICKNESS (IN)
2 1/22 1/2457101418181818
MAXIMUM COPELENGTH (IN)
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
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:2
1 A
M
05.22.2015
98372.03
S-413
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
TYPICAL STEELBEAMCONNECTIONS
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT20TYPICAL STEEL EDGE BEAM STIFFENER
19TYPICAL ELEVATOR SPREADER BEAM CONN
18TYPICAL STEEL CONNECTION, TYPE C5
17TYPICAL STEEL CONNECTION, TYPE C4
15TYPICAL STEEL CONNECTION, TYPE C3
14TABLE C
12TABLE B
10TYPICAL SHALLOW BEAM CONNECTION
9TYPICAL STEEL CONNECTION, TYPE C2
7TYPICAL STEEL CONNECTION, TYPE C1
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
MINIMUM WEBTHICKNESS (IN)
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
SEE "TABLE E"FOR PL SIZE
SEE "TABLE E"FOR PL SIZE
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
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5:2
3 A
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05.22.2015
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NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
TYPICAL STEELBEAMCONNECTIONS
2933 Rockefeller Ave.Everett, Washington 98201
DESIGN
DEVELOPMENT18TABLE E
17TYPICAL STEEL CONNECTION, TYPE C22
15TYPICAL STEEL CONNECTION, TYPE C20
13TYPICAL STEEL CONNECTION, TYPE C23
12TYPICAL STEEL CONNECTION, TYPE C21
8TABLE Y
7TYPICAL STEEL CONNECTION, TYPE C10
5TYPICAL STEEL CONNECTION, TYPE C8
3TABLE J
2TYPICAL STEEL CONNECTION, TYPE C7
1TYPICAL STEEL CONNECTION, TYPE C6
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 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
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".
MIN HORIZ SPCG = 8'-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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:2
5 A
M
05.22.2015
98372.03
S-415
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
TYPICAL STEELDETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
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
2933 Rockefeller Ave.Everett, Washington 98201
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
DECK SPANSEITHER DIRECTION
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
DECK SPANSEITHER DIRECTION
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
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
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
2933 Rockefeller Ave.Everett, Washington 98201
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
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:3
1 A
M
05.22.2015
98372.03
S-431
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
TYPICAL CMUWALL DETAILSAND SCHEDULES
2933 Rockefeller Ave.Everett, Washington 98201
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
FLR FRAMING 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
ANGLE PER "TYPDECK SUPPORTAT CONC" DET
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
ANGLE PER "TYPDECK SUPPORTAT CONC" DET
1' -
0" SEE "TYP STL COL
ENCASEMENT" DET
LEVEL 01-16' - 8"
LEVEL 020' - 0"
SOG PER PLAN
WALL FTG PER PLAN
FLR FRAMING PER PLAN
1" CLR 2" CLR
#5 @ 9" VIF
#6 @ 12" HEF
UBAR TO MATCH ANDLAP W/ MAX VERTBAR SIZE & SPCG
#5 @ 18" VOF
ANGLE PER "TYPDECK SUPPORTAT CONC" DET
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
ANGLE PER "TYPDECK SUPPORTAT CONC" DET
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
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:3
4 A
M
05.22.2015
98372.03
S-500
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CONCRETESECTIONS ANDDETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:3
5 A
M
05.22.2015
98372.03
S-501
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CONCRETESECTIONS ANDDETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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:
1. SEE 4/S-501 FOR INFORMATION NOT SHOWN.
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:
1. SEE 4/S-501 FOR INFORMATION NOT SHOWN.
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:3
6 A
M
05.22.2015
98372.03
S-502
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CONCRETESECTIONS ANDDETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:3
7 A
M
05.22.2015
98372.03
S-503
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CONCRETESECTIONS ANDDETATILS
2933 Rockefeller Ave.Everett, Washington 98201
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.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:3
8 A
M
05.22.2015
98372.03
S-504
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
CONCTRETESECTIONS ANDDETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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
Drawing No.
Date:
Job No:
Checked By:
Drawn By:
Drawing Title
Revisions
Consultants
CIVIL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
STRUCTURAL
MKA1301 5TH AVE #3200SEATTLE, WA 98101T 206-292-1200
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
5/2
1/2
015 1
1:4
5:4
1 A
M
05.22.2015
98372.03
S-550
NEW SNOHOMISH
COUNTY
COURTHOUSE
Checker
Author
STEEL SECTIONSAND DETAILS
2933 Rockefeller Ave.Everett, Washington 98201
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