HomeMy WebLinkAboutPermit D07-421 - SEGMENT 3 PLANS - MUSEUM OF FLIGHT - PEDESTRIAN BRIDGED07-421
Museum of Flight —Pedestrian Bridge
9404 East Marginal Way South
Due to the file size, this record has been broken down into 3 segments for
easier download. Click on the following links to review the permit
segments:
Segment 1 - Museum of Flight Pedestrian Bridge D07-421
Segment 2 - Museum of Flight Pedestrian Bridge D07-421
Segment 3 - PLANS - Museum of Flight Pedestrian Bridge D07-421
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REVISIONS
No changes shall be made to the scope
of work without prior approval of
Tukwila Building Division,
NOTE: Revisions will require a new plan submittal
and may include additional plan review fees.
ALE COPY
Permit No. Q01_411
Plar review approval is subject to errors and omissions.
Approval of construction documents does not authorize
the violation of any adopted code or ordinance. Receipt
of approved Field Cxnv d conditions is aclutevadged:
By
Date:
City of Tukwila
BUILDING DIVISION
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These plans have been reviewed by the Public
Works Department for conformance with current
City standards. Acceptance is subject to errors and.
omissions which do not authorize violations of
adopted standards or ordinances. The responsibility
for the adequacy of the design rests totally with the
designer. Additions, deletions or revisions to these
drawings after this date will void this acceptance
and will require a resubmittal of revised drawings
for subsequent approval. .
Final acceptance is subject to field Inspection by
the Public Works utilities inspector.
Date:
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Museum of Flight Pedestrian Bridge
Construction Documents
NOV 21 2007
RECEIVED
NOV 1 5 2007
PERMIT CENTEL-,
REID K9D-Nbriaber 2007
414 2 I
SRG PARTNERSHIP INC
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SITE DEMOLITION NOTES
1 EXCAVATION FOR REMOVAL OF UTILITIES AND STRUCTURES
SHALL BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT BY
GEOENGINEERS. THE CONTRACTOR SHALL COMPLY WITH
THE STUDY RECOMMENDATIONS FOR TEMPORARY CONSTRUCTION
SLOPES AND SHALL NOT EXCEED THOSE SLOPES WITHOUT PRIOR
APPROVAL OF THE GEOTECHNICAL ENGINEER.
2. ALL ABANDONED UTILITIES SHALL BE CAPPED/PLUGGED TO
PREVENT WATER INTRUSION.
3. CONTRACTOR SHALL VERIFY THAT ALL TELEPHONE AND COMMUNICATIONS
WIRES AND CONDUCTORS HAVE BEEN DECOMMISSIONED PRIOR TO
REMOVAL OF COMMUNICATIONS AND TELEPHONE DUCTBANK CONDUIT
AND VAULTS.
4. CLEAR AND GRUB ALL LANDSCAPED AND NON -PAVED AREAS WHERE
NEW GRADING OR CONSTRUCTION WORK IS INDICATED WITHIN
THE LIMITS OF WORK.
5. THE CONTRACTOR SHALL PROVIDE, ERECT AND MAINTAIN ALL
TEMPORARY BARRIERS, BARRICADES AND SECURITY DEVICES AS
REQUIRED FOR THE PROTECTION OF PEDESTRIANS, VEHICLES AND
AIRCRAFT.
6. DEMOLITION ASSOCIATED WITH ELECTRICAL LINES AND APPURTENANCES
SHALL BE COORDINATED WITH THE ELECTRICAL DRAWINGS. DEMOLITION
FOR SPECIFIC ELECTRICAL ITEMS INDICATED ON THE DEMOLITION
PLANS SHALL NOT BE CARRIED OUT UNTIL POWER SOURCES TO THE
ITEMS INDICATED FOR REMOVAL HAVE BEEN MADE SAFE. REMOVAL OF
ELECTRICAL DUCTBANK, CONDUITS AND VAULTS SHALL FOLLOW PULLING
OF CABLE AND CONDUCTORS AS SHOWN ON THE ELECTRICAL DRAWINGS.
7. REMOVE EXISTING CONCRETE WALK TO FULL DEPTH.
8. REMOVE EXISTING ASPHALT CONCRETE PAVEMENT TO FULL DEPTH.
9. WHERE MULTIPLE RECORD UTILITIES ARE INDICATED, ONLY ONE LOCATION
HAS BEEN NOTED FOR DEMOLITION. THE CONTRACTOR SHALL VERIFY THE
EXACT LOCATION OF THE RECORD UTILITY PRIOR TO ANY DEMOLITION.
10. PROTECT ALL EXISTING UTILITIES INDICATED TO REMAIN. CONTRACTOR
SHALL PROVIDE TEMPORARY SHORING AS REQUIRED TO ENSURE
ADEQUATE PROTECTION OF UTILITIES TO REMAIN AND THEIR
APPURTENANCES. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS
PRIOR TO COMMENCEMENT OF DEMOLITION OPERATIONS AND NOTIFY
THE ENGINEER OF ANY DISCREPANCIES.
11. LIMITS OF PAVEMENT REMOVAL AT LIMITS OF NEW PAVING. SEE SHEETS
C301 AND C302.
12. RELOCATION OF EXISTING POWER POLES AND OVERHEAD LINES BY SEATTLE
CITY LIGHT.
13. SEE TRAFFIC SIGNAL PLANS FOR DEMOLITON ASSOCIATED WITH REVISONS
TO TRAFFIC SIGNALS.
SITE AND PAVING NOTES
1. ALL DIMENSIONS ARE TO FACE OF CURB UNLESS NOTED OTHERWISE.
APPLY A BITUMINOUS TACK COAT AT ALL LOCATIONS WHERE
ASPHALT PAVEMENT ABUTS ANY BUILDING STRUCTURE, UTILITY
APPURTENANCE OR OTHER PAVEMENT TYPE.
3. PROVIDE AN EXPANSION JOINT AT ALL LOCATIONS WHERE
CONCRETE WALK ABUTS STRUCTURAL FOUNDATION, COLUMN
OR WALL AND FIXED OBJECTS.
4. CONCRETE FOR EXTERIOR SITE FACILITIES, INCLUDING CURBS,
SIDEWALKS, PADS, THRUST BLOCKING, FENCE POST FOUNDATIONS,
RAMPS, AND UTILITY STRUCTURES SHALL BE IN ACCORDANCE WITH
SPECIFICATION SECTION 3300, 'CAST -IN-PLACE CONCRETE' AND
SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT
28 DAYS. MAXIMUM WATER/CEMENT RATIO SHALL BE 0.45 AND
CONCRETE SHALL HAVE 5 PLUS OR MINUS 0.5 PERCENT AIR
ENTRAINMENT.
GRADING NOTES
1. ALL SPOT ELEVATIONS ARE TO TOP OF PAVEMENT, GUTTER ELEVATION
OR FINISH GRADE UNLESS NOTED OTHERWISE.
2. ADJUST ALL UTILITY ACCESS COVERS FOR UTILITIES TO REMAIN TO
FINISH GRADE.
STORM DRAIN NOTES
1 COORDINATE POINTS SHOWN FOR ALL CATCH BASINS AND MANHOLES ARE
TO THE CENTER OF THE STRUCTURE UNLESS NOTED OTHERWISE.
2. UNLESS NOTED OTHERWISE, THE CONTRACTOR MAY USE ANY COMBINATION
OF PREFABRICATED FITTINGS (TEES, BENDS AND WYES) AT LOCATIONS
WHERE STORM DRAIN CONNECTIONS POINTS OF INTERSECTION (PI) ARE
INDICATED. PREFABRICATED FITTINGS MAY BE ADJUSTED AS REQUIRED
TO MAINTAIN POSITIVE SLOPE AND DRAINAGE. WHERE SPECIFICALLY
INDICATED THE CONTRACTOR SHALL PROVIDE THE FITTINGS AS SHOWN.
3. THE CONTRACTOR MAY PROVIDE RESTRAINED JOINTS IN LIEU OF HORIZONTAL
AND/OR VERTICAL THRUST BLOCKING FOR THE STORM DRAIN SYSTEM FORCE
MAINS AT LOCATIONS WHERE INSTALLATION OF THE THRUST BLOCKING WILL
INTERFERE WITH OTHER CONSTRUCTION.
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ARCHITECTURE PLANNING INTERIORS
101 Yesler Way, Suite 200
Seattle, Washington 98104
T: 206.973.1700 F: 206.9731701
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CONSTRUCTION
DOCUMENTS
Drawing Title
NOTES
Revisions
rFoE3 Y'
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NOV 15 2007
PERM T CENIE-.
Drawn by
Checked by
Date
NOVEMBER 9, 2007
Project No
2705S
Drawing No
C102
EXISTING FRAME
AND GRATE
RETRIEVAL
STRAP
OVERFLOW
PROTECTION
EXISTING
GRADE
1
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NOTES
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GEOTEXTILE
FABRIC
SEDIMENT
ACCUMULATION
1. CATCH BASIN INSERTS SHALIL BE PROVIDED IN THE CATCH BASINS
NOTED ON THE PLANS.
CATCH BASIN INSERT
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POLYETHYLENE
SHEET
ROPE IN LIEU OF
ADDITIONAL STAKES
SAND BAGS
ro110'OC±
STAKE 2"x2"x2'-6"
EMBED 18" INTO EARTH
BANK.
BACKFILL W/ COMPACTED WASHED GRAVEL
IMPERVIOUS
SURFACE
SEE NOTE 3
BURY AND BACKFILL
SHEET W/COMPACTED
WASHED GRAVEL
NOTES:
OR STEEPER
OR WHERE
INDICATED FOR
USE ON PLAN
1111®III
Luct
TYP
BURYSHEET AND
BACKFILL
1111®III-
SHINGLED POLYETHYLENE SHEETING
PLACED OVER SLOPE. SANDBAGS AT
20' OC (ROPES OR STAKES)
1. SHEETING TO COVER ALL BARE SOIL ON SLOPE.
2. SHEETING TO OVERLAP A MINIMUM OF 12 INCHES.
PLACE SANDBAG ANCHORS AT CENTER OF EACH
SHEET OVERLAP.
1" x1" WOOD STAKE 4' MAX OC
CONTINUOUS 10" DIA PRE -MANUFACTURED
STRAW WATTLE
FILL VOID W/ BACKFILL
TRENCH
IIII®III
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3. WHEN BOTTOM OF SLOPE DOES NOT ABUT AN Ei hj
ADJACENT IMPERVIOUS SURFACE, A TEMPORARY a:o w
COLLECTION SYSTEM MUST BE INSTALLED
AT THE TOE OF SLOPE TO COLLECT CLEAN
RUNOFF FROM THE SHEETING.
TYPICAL TEMPORARY POLYETHYLENE
SHEETING SLOPE PROTECTION 2
C101,C201, C202I C401 NTS
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C101 C401
—3" TO 5"
SEDIMENTATION BARRIER
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These plans have been reviewed by the Public
Works Department for conformance with current
City standards. Acceptance is subject to errors and
omissions which do not authorize violations of
adopted standards or ordinances. The responsibility
for the adequacy of the design rests totally with the
designer. Additions, deletions or revisions to these
drawings after this date will void this acceptance
and will require a resubmittal of revised drawings
for subsequent approval.
Final acceptance is subject to field inspection by
the Public Works utilities inspector.
Date: By:
Ake
ARCHITECTURE PLANNING INTERIORS
T: 206.973.1700 F: 206.973.1701
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PARTNERSHIP
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PEDESTRIAN BRIDGE
EXPIRES 07/22/08 1
lit
CONSTRUCTIOP
DOCUMENTS
Drawing Title
SECTIONS AND
DETAILS
Revisions
RECEIVED
NOV 15 2007
PERMIT CENTER
Drawn by
Checked by
Date
NOVEMBER 9, 2007
Project No
2705$
Drawing No
C401
version: V8
model: 22X34
file: J:\FLIGHTPEDBRIDGE\0030_S003eDGN
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pcf: MKA_HYBRID_STRUCT
10:06:38 AM user: DDA
11/8/2007
STRUCTURAL STEEL WELDING
STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4
SYMBOLS. ALL WELDING SHALL BE DONE BY AWS/WABO (WASHINGTON
ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS AND IN ACCORDANCE
WITH AWS D1.1. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES.
INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS.
THE MINIMUM WELD SIZE SHALL BE j6 -INCH. FIELD WELDING SYMBOLS
HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE SHOWN,
PROPER FIELD WELDING PER AWS D1.1 SHALL BE USED. WHERE NO FIELD
WELDING SYMBOLS ARE SHOWN, IT IS THE CONTRACTOR'S RESPONSIBILITY TO
COORDINATE THE USE OF SHOP AND FIELD WELDS. ALL PARTIAL PENETRATION
GROOVE WELD SIZES SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT
THICKNESS. ALL WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH
MINIMUM TENSILE STRENGTH PER AWS D1.1 (MINIMUM 70 KSI). LOW HYDROGEN
SMAW ELECTRODES SHALL BE USED WITHIN 4 HOURS OF OPENING THEIR
HERMETICALLY SEALED CONTAINERS, OR SHALL BE REDRIED PER AWS D1.1,
SECTION 4.5. ELECTRODES SHALL BE REDRIED NO MORE THAN ONE TIME, AND
ELECTRODES THAT HAVE BEEN 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'S
RECOMMENDATIONS. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S
TESTING AGENCY FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION.
COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO ALL WELDERS AND
THE SPECIAL INSPECTOR.
ALL COMPLETE -PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON
COMPLETION OF THE CONNECTION, 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 THAT INCLUDE, BUT ARE NOT LIMITED TO: REQUIRED
ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS,
COPES, SURFACE ROUGHNESS VALUES, AND TAPERS AND TRANSITIONS OF UNEQUAL
PARTS.
ALL WELDS THAT ARE PART OF THE SEISMIC FORCE -RESISTING SYSTEM SHALL
HAVE A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 0 DEGREES
FAHRENHEIT.
FOR (1) ALL WELDS USED IN THE SEISMIC FORCE -RESISTING SYSTEM AND
(2) ALL COMPLETE PENETRATION WELDS ON HEAVY SECTIONS WITH A FLANGE
THICKNESS OF 11/2 INCHES OR GREATER, AND PLATES EXCEEDING 2 -INCH
THICKNESS USED FOR BUILT-UP MEMBERS, THE FOLLOWING ADDITIONAL
REQUIREMENTS SHALL APPLY:
1. MECHANICAL PROPERTIES OF THE IN-PLACE WELD (FILLER
METAL) SHALL HAVE CHARPY V -NOTCH IMPACT TOUGHNESS OF AT
LEAST 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT, AND 40
FOOT-POUNDS AT 30 DEGREES FAHRENHEIT.
2. ALL FUSIBLE BACKER PLATES USED FOR WELDING ELEMENTS,
SHALL BE REMOVED FROM THE TOP AND BOTTOM FLANGE OF ALL
CONNECTIONS. THE WELD SHALL BE BACKGOUGED, BACKWELDED,
AND REINFORCED WITH A FILLET WELD. THE REINFORCING
FILLET SHALL HAVE A MINIMUM LEG SIZE OF 546 -INCH OR THE
ROOT OPENING PLUS /16 -INCH, WHICHEVER IS LARGER. MAGNETIC
PARTICLE TESTING SHALL BE PERFORMED ON THE FILLET WELD
AND IMMEDIATE ADJACENT AREAS. BACKGOUGING BY AIR ARC
MAY ONLY BE USED IF FOLLOWED BY GRINDING. FUSIBLE
BACKER PLATES LOCATED WITHIN THE WEB COPE HOLE MAY BE
LEFT IN PLACE, REINFORCED WITH A FILLET WELD AND TESTED
AS NOTED ABOVE.
3. ALL FUSIBLE BACKER PLATES USED FOR WELDED SPLICES OF
HEAVY SECTIONS AS DEFINED ABOVE SHALL BE REMOVED. THE
WELD SHALL BE BACKGOUGED AND BACKWELDED UNTIL FLUSH OR
WITH SLIGHT REINFORCEMENT. THE SURFACE SHALL BE GROUND
SMOOTH, AND ALL NOTCHES AND GOUGES REPAIRED.
ANCHOR RODS
ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 1A THREADS, UNLESS
NOTED OTHERWISE. FURNISH ANCHOR RODS PREFABRICATED WITH MATCHING
DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN CONCRETE. FURNISH
HARDENED PLATE WASHERS, LOCK WASHERS, AND MATCHING HEAVY HEX NUTS FOR
SECURING THE BASE PLATE TO THE ANCHOR RODS. HOOKED ANCHOR RODS SHALL
NOT BE USED EXCEPT WHERE NOTED. A RIGID STEEL TEMPLATE SHALL BE USED
TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE. ANCHOR RODS SHALL HAVE
SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE
DRAWINGS, MEASURED FROM THE FACE OF THE CONCRETE TO THE NEAR FACE OF
THE DOUBLE NUT, WITH ADEQUATE EXTENSION AS REQUIRED TO RECEIVE THE
BASE PLATE WITH FULL THREAD PROJECTION FOR NUT INSTALLATION. ANCHOR
ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FORMWORK.
LEVELING NUTS SHALL NOT BE USED EXCEPT AFTER EVALUATION BY THE
CONTRACTOR'S ERECTION ENGINEER. AFTER BASE INSTALLATION, ANCHOR ROD
NUTS SHALL BE INSTALLED TO A SNUG -TIGHT CONDITION. NO HEATING OR
BENDING OF THE ANCHOR RODS IS PERMITTED. HOLES IN THE 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 THE SPECIFICATIONS FOR FLOOR
TOLERANCES. THE CONTRACTOR SHALL INCLUDE THE QUANTITIES OF THE ADDED
CONCRETE DUE TO THE STEEL DECK DEFLECTION. DESIGN CAMBER SHOWN FOR
THE STEEL BEAMS HAS BEEN CALCULATED BASED ON THE DEFLECTION OF THE
BEAM DUE TO THE WEIGHT OF THE STEEL AND CONCRETE SLAB,
SHEAR CONNECTOR STUDS
ALL SHEAR CONNECTOR STUDS SHALL BE 44 -INCH IN DIAMETER UNLESS NOTED
OTHERWISE. ACCEPTABLE TYPES SHALL BE "TRU-WELD" (ICC -ES ER -3741) OR
"NELSON" (ICC -ES ER -2614). SHEAR CONNECTOR STUDS SHALL BE
AUTOMATICALLY 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 BE
PLACED AT A MAXIMUM SPACING OF 2'-0" ON CENTER FOR ALL BEAMS
SUPPORTING A STEEL DECK WITH CONCRETE FILL OR A CAST -IN-PLACE CONCRETE
SLAB. THIS SPACING SHALL ALSO APPLY WHEN THE NUMBER OF STUDS IS NOT
INDICATED ON THE PLANS. SEE "SHEAR STUD PLACEMENT" FOR LAYOUT
CRITERIA. STEEL DECK SHOP DRAWINGS DETAILING THE SHEAR STUD PLACEMENT
SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE INSTALLATION.
STEEL COMPOSITE DECK
THE STEEL DECK SHALL BE OF DEPTH SHOWN ON THE STRUCTURAL DRAWINGS.
GAGE OF DECK SHALL BE DETERMINED BY THE CONTRACTOR BASED ON THE SPAN
CONDITIONS, SHORING REQUIREMENTS, CONSTRUCTION LOADS, DEFLECTION
REQUIREMENTS, AND THE SUPERIMPOSED LOADS SHOWN ON THE DRAWINGS, LOAD
DIAGRAMS, AND NOTES. MINIMUM GAGE IS 20. MAXIMUM DEAD LOAD
DEFLECTION IS 44 -INCH OR L/180. WRITTEN VERIFICATION OF
CONFORMANCE FOR ALL CONDITIONS IN THE STRUCTURE SHALL BE SUBMITTED FOR
ACCEPTANCE PRIOR TO FABRICATION. THE CAPACITIES OF THE DECK SHALL BE
BASED ON CURRENT ICC -ES REPORTS. SHOP DRAWINGS SHALL BE SUBMITTED
SHOWING DECK GAGE, LAYOUT, FASTENING, STUD LAYOUT, AND CLOSURES. IF
ANY SHORING IS TO 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
FRAMING DOES NOT PERMIT. THE AISI SPECIFICATIONS SHALL GOVERN THE
DESIGN OF ALL DECK UNITS. STEEL DECK AND ALL OF ITS FLASHINGS SHALL
CONFORM TO ASTM A653. THE STEEL SHALL HAVE RECEIVED, BEFORE BEING
FORMED, A METAL PROTECTIVE COATING OF ZINC CONFORMING TO
ASTM A653 -G60. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3.
CONCRETE BONDING -TYPE UNITS SHALL BE FORMED WITH DEFORMATIONS TO
PROVIDE AN INTERLOCK BETWEEN THE CONCRETE AND STEEL. UNLESS SHOWN
OTHERWISE, UNITS SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE ENDS
OF THE UNITS AND AT INTERMEDIATE SUPPORTS AT 12 INCHES ON CENTER WITH
44 -INCH -DIAMETER PUDDLE WELDS; WHERE TWO UNITS ABUT, EACH UNIT
SHALL BE SO FASTENED TO THE STEEL SUPPORTS. THE SIDE LAPS OF ADJACENT
UNITS SHALL BE FASTENED BETWEEN SUPPORTS BY 1V2 -INCH TOP SEAM WELDS
AT 2'-0" ON CENTER OR BUTTON PUNCHED AT 2'-0" ON CENTER. DECK UNITS
SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE SIDE BOUNDARIES BY
44 -INCH -DIAMETER PUDDLE WELDS AT 1'-0" ON CENTER. I4 -INCH -
DIAMETER SHEAR STUDS WELDED THROUGH DECK MAY BE USED IN PLACE OF
44 -INCH -DIAMETER PUDDLE WELDS. DESIGN AND PROVIDE FLASHING AND
CLOSURE PLATES AT WALL ENDS OF ALL UNITS, AROUND COLUMNS, AND AT ALL
PERIMETER LOCATIONS REQUIRING CLOSURE. 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, EPICORE, OR
APPROVED EQUAL.
STEEL ROOF DECK
THE STEEL DECK SHALL BE OF DEPTH SHOWN ON THE STRUCTURAL DRAWINGS.
THE GAGE OF DECK AND ITS CONNECTIONS TO THE STRUCTURE SHALL BE
DETERMINED BY THE CONTRACTOR BASED ON THE SPAN CONDITIONS, DEFLECTION
REQUIREMENTS, CONSTRUCTION LOADS, DIAPHRAGM SHEARS, REQUIRED
FLEXIBILITY FACTOR (F), AND THE SUPERIMPOSED GRAVITY LOADS AND WIND
LOADS SHOWN ON THE DRAWINGS, LOAD DIAGRAMS, AND NOTES. MINIMUM GAGE
IS 20. MAXIMUM DEFLECTION UNDER SUPERIMPOSED LOADS IS /2 -INCH OR
L/240. THE DECK AND ITS CONNECTIONS SHALL PROVIDE A MINIMUM ALLOWABLE
DIAPHRAGM SHEAR CAPACITY OF 500 POUNDS PER FOOT AND A MAXIMUM
FLEXIBILITY FACTOR (F) OF 25, UNLESS NOTED OTHERWISE ON THE DRAWINGS.
WRITTEN VERIFICATION OF CONFORMANCE FOR ALL CONDITIONS IN THE
STRUCTURE SHALL BE SUBMITTED FOR ACCEPTANCE PRIOR TO FABRICATION. THE
CAPACITIES OF THE DECK SHALL BE BASED ON CURRENT ICC -ES EVALUATION
REPORTS. SHOP DRAWINGS SHALL BE SUBMITTED SHOWING DECK GAGE, LAYOUT,
CONNECTIONS, AND CLOSURES. ROOF DECK AND ALL OF ITS FLASHINGS SHALL
CONFORM TO ASTM A653. THE STEEL SHALL HAVE RECEIVED, BEFORE BEING
FORMED, A METAL PROTECTIVE COATING OF ZINC CONFORMING TO ASTM A653-60.
ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3. UNITS SHALL SPAN
OVER FOUR SUPPORTS, CONTINUOUS OVER THREE OR MORE SPANS, EXCEPT WHERE
THE FRAMING DOES NOT PERMIT.
NONCOMPOSITE UNITS SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE ENDS
OF THE UNITS AND AT INTERMEDIATE SUPPORTS BY A MINIMUM OF FOUR
CONNECTIONS PER 3'-0" OF WIDTH. WHERE TWO UNITS ABUT, EACH UNIT SHALL
BE SO FASTENED TO THE STEEL FRAMING. THE SIDE LAPS OF ADJACENT UNITS
SHALL BE FASTENED BETWEEN SUPPORTS BY CONNECTIONS AT A MAXIMUM SPACING
OF 2'-0" ON CENTER UNLESS NOTED OTHERWISE. DECK UNITS SHALL BE
CONNECTED TO THE STEEL SUPPORTS AT THE SIDE BOUNDARIES AT A MAXIMUM
SPACING OF 2'-0" ON CENTER. CONNECTIONS SHALL BE MADE WITH WELDS,
POWDER ACTUATED FASTENERS, OR PNEUMATIC PINS, SCREWS, OR MECHANICAL
CRIMPING, PROVIDED THAT THE CONTRACTOR PRESENTS CALCULATIONS WITH
CURRENT ICC -ES EVALUATION REPORTS DEMONSTRATING EQUIVALENT VALUES OF
SHEAR CAPACITY, DECK CAPACITY, AND DECK FLEXIBILITY.
WHERE STEEL MEMBERS ARE PARALLEL TO THE DECK FLUTES AND AT THE SAME
ELEVATION OF THE BOTTOM OF THE DECK, ADJUST DECK LAYOUT AND WELD DECK
TO STEEL WITH SAME WELDING AS REQUIRED FOR SIDE BOUNDARIES.
STEEL DECK THAT IS TO BE COVERED WITH INSULATING CONCRETE SHALL BE
SLOTTED OR PERFORATED TO PROVIDE A MINIMUM OF 1.5 PERCENT UNIFORMLY
DISTRIBUTED VENTING. PROVIDE FLASHING AND CLOSURE PLATES AT ALL
PERIMETER LOCATIONS REQUIRING CLOSURE. THE DECK INSTALLATION, WHEN
COMPLETE, SHALL BE READY TO RECEIVE INSULATING CONCRETE.
STEEL DECK TYPES SHALL BE VERCO TYPE N-24, ASC TYPE N, OR APPROVED
EQUAL.
STRUCTURAL DESIGN DATA
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 (SECTION 1608).
ROOF SNOW LOAD: Pg = 15 PSF
IMPORTANCE FACTOR: Is = 1.0
SNOW EXPOSURE FACTOR: Ce = 0.9
THERMAL FACTOR: Ct = 1.2
FLAT -ROOF SNOW LOAD: Pf = 25 PSF (CITY OF TUKWILA MINIMUM)
WIND LOADS: WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE BUILDING
CODE (SECTION 1609).
BASIC WIND SPEED (3 -SECOND GUST): V = 85 MPH
EXPOSURE: B
IMPORTANCE FACTOR: Iw = 1.0
ENCLOSURE CLASSIFICATION: OPEN
INTERNAL PRESSURE COEFFICIENT: GCpi 0.0
MINIMUM NET WIND PRESSURE ON GLAZING: 20 PSF
SEISMIC LOADS: SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE
BUILDING CODE.
BUILDING LOCATION: LATITUDE: 47.51873°N
LONGITUDE: 122.29768°W
OCCUPANCY CATEGORY: II
IMPORTANCE FACTOR: Ie = 1.0
MAPPED SPECTRAL ACCELERATION PARAMETERS: Ss = 1.523, 51 = 0.525
SITE CLASS: E
SITE COEFFICIENTS: Fa = 0.90, Fv = 2.40
SPECTRAL RESPONSE COEFFICIENTS: Sds = 0.914, Sdl = 0.840
SEISMIC DESIGN CATEGORY: D
LATERAL SYSTEM: SPECIAL REINFORCED CONCRETE SHEAR WALL
RESPONSE MODIFICATION COEFFICIENT: R = 5 (BEARING WALL SYSTEM)
SEISMIC RESPONSE COEFFICIENT: NORTH -SOUTH: Cs = 0.1828
EAST -WEST: Cs = 0.1828
DESIGN BASE SHEAR: NORTH -SOUTH: V = 129 KIPS
EAST -WEST: V = 129 KIPS
ANALYSIS PROCEDURE USED: LINEAR ELASTIC DYNAMIC
FOUNDATIONS
COLUMN DOWELS SHALL BE INSTALLED WITH A TEMPLATE TO HOLD BARS IN THE
PROPER POSITION AND SHALL BE PLACED WITH A TOLERANCE OF +1 -1/4 -INCH.
WALL FOOTINGS: DESIGN SOIL BEARING PRESSURE = 2,500 PSF. ALL FOOTINGS
SHALL BEAR ON UNDISTURBED SOIL AND SHALL BE LOWERED TO FIRM BEARING IF
SUITABLE SOIL IS NOT FOUND AT ELEVATIONS DETERMINED BY TOP OF FOOTING
ELEVATION AND FOOTING DEPTH. FOR SOILS CONDITIONS, REFER TO THE
GEOTECHNICAL REPORT NUMBER 8039-007-00, PROVIDED BY:
GEOENGINEERS
PLAZA 600 BUILDING
600 STEWART STREET, SUITE 1700
SEATTLE, WASHINGTON 98101
PILING: ALL PILES SHALL BE SCREW PILES DESIGNED, SUPPLIED AND
INSTALLED BY:
ADVANCED GEOSOLUTIONS, INC.
11400 WEST OLYMPIC BOULEVARD, SUITE 200,
LOS ANGELES, CALIFORNIA 90064
REFER TO ADVANCED GEOSOLUTIONS, INC'S GEOTECH REPORT NUMBER L07-446,
FOR DESIGN REQUIREMENTS.
ALLOWABLE AXIAL PILE CAPACITY:
12 -INCH DIAMETER SCREW PILE - 160 KIPS COMPRESSION
125 KIPS TENSION
PILES SHALL BE SCREWED TO A MINIMUM DEPTH OF 40 FEET BELOW BOTTOM OF
PILE CAP. THE OUT -OF -VERTICAL ALIGNMENT TOLERANCE SHALL BE 3 INCHES
AT THE TOP OF PILE.
PILE SCREWING SHALL BE MONITORED BY A QUALIFIED SOILS ENGINEER. A
MINIMUM OF ONE PILE SHALL BE LOAD -TESTED ON-SITE TO 200 PERCENT OF
THE ALLOWABLE AXIAL CAPACITY TO VERIFY ADEQUATE LOAD CARRYING CAPACITY.
STRUCTURAL FILL
ALL FILL PLACED TO SUPPORT SLABS ON GRADE, BEHIND PERMANENT WALLS, AND
AROUND ALL DRAINS SHALL CONSIST OF WELL GRADED, GRANULAR MATERIAL PER
THE SPECIFICATIONS. SOILS FOR STRUCTURAL FILL SHALL BE APPROVED 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 ARE EXCESSIVELY 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 THE SPECIFICATION.
EXTERIOR CLADDING
THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF THE CLADDING SYSTEMS,
INCLUDING THEIR STRUCTURAL INTEGRITY, WATERPROOFING SYSTEMS, AND
CONNECTION TO THE PRIMARY STRUCTURE.
STRUCTURAL ELEMENTS AT THE BRIDGE PERIMETER HAVE BEEN DESIGNED FOR THE
VERTICAL LOADS SHOWN ON THE LOAD MAPS. CLADDING ATTACHMENTS SHALL NOT
APPLY MOMENTS TO SLAB EDGES OR LATERAL LOADS TO STEEL 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 LATERAL LOADS, THE CONTRACTOR
SHALL SUPPLY ALL CONNECTION MATERIAL, BRACES, ETC. SUBMITTED
DOCUMENTS SHALL INDICATE MAGNITUDE AND LOCATION OF ALL LOADS IMPOSED
ON THE PRIMARY STRUCTURE.
EXTERIOR CLADDING CONNECTIONS SHALL ACCOUNT FOR STRUCTURAL DEFLECTION
AND CONSTRUCTION TOLERANCE DETERMINED FROM ACI 301. IN ADDITION, THE
CLADDING DESIGN SHALL ACCOMMODATE A TYPICAL VERTICAL MOVEMENT BETWEEN
TOP AND BOTTOM TRUSS CHORD OF /,-INCH DUE TO VARIABLE LOADING,
ELEVATORS AND MISCELLANEOUS METALS
ALL ELEVATOR MACHINE BEAMS, HOIST BEAMS, SILLS, DOOR SUPPORTS, AND
RAILS AND THEIR CONNECTIONS TO THE PRIMARY STRUCTURE ARE TO BE
DESIGNED BY THE ELEVATOR MANUFACTURER. THE CONTRACTOR SHALL PROVIDE
ADDITIONAL FRAMING AS NECESSARY FOR ADDITIONAL MACHINE ROOM FLOOR
PENETRATIONS PER THE TYPICAL DETAILS. THE ELEVATOR MACHINE BEAMS
SHALL BE DESIGNED TO BE FLUSH WITH THE BOTTOM OF CONCRETE AND SHALL BE
DESIGNED FOR THE TRIBUTARY LOADS INDICATED IN THE LOAD MAPS IN
ADDITION TO THE 'WEIGHT OF THE SUPPORTED EQUIPMENT AND SELF WEIGHT OF
THE MACHINE ROOM FLOOR/ROOF STRUCTURE.
THE CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS
METALS THAT ARE INDICATED IN THE ARCHITECTURAL DRAWINGS OR THOSE
METALS WHICH ARE FOUND TO BE NECESSARY TO SUPPORT THE ARCHITECTURAL
FINISHES OR OTHER BUILDING SYSTEMS.
ALL FRAMING AND CONNECTIONS DESIGNED BY THE CONTRACTOR SHALL NOT
RESULT IN ECCENTRIC LOADS BEING APPLIED 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 LOCAL CONNECTION STRESSES OCCURRING WITHIN THE PRIMARY
STRUCTURE. SUBMIT CALCULATIONS STAMPED BY A STRUCTURAL ENGINEER
LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS
LOCATED AND 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 SUPPORT COMPONENTS THAT ARE NECESSARY TO SUPPORT ALL
MECHANICAL, ELECTRICAL (TELECON, AUDIO VISUAL, ETC), AND
PLUMBING/FIRE-PROTECTION SYSTEMS. SUCH METALS AND SUPPORT COMPONENTS
AND THEIR CONNECTIONS SHALL BE PROVIDED AS NECESSARY TO DIRECTLY AND
CONCENTRICALLY IMPOSE LOADS ON THE PRIMARY STRUCTURE. STEEL ROOF DECK
SHALL NOT DIRECTLY SUPPORT THESE SYSTEMS. THE CONNECTIONS TO THE
PRIMARY STRUCTURE ARE SUBJECT TO THE REQUIREMENTS OF THE MISCELLANEOUS
METALS SECTION ABOVE.
STRUCTURE TOLERANCES
STANDARD TOLERANCES SHALL BE BASED ON THE REQUIREMENTS OF THE AISC
CODE OF STANDARD PRACTICE AND ACI 117, STANDARD SPECIFICATIONS FOR
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CONSTRUCTION
DOCUMENTS
Drawing Title
PARTIAL PLANS
Revisions
RECENEr
NOV 15 2007
PERMIT CEfNTEi-
Drawn by DDA
Checked by HEB
Date 11-09-07
Project No 91641.00
Drawing No
5204
version: V8
model: 22X34
file: J:\FLIGHTPEDBRIDGE\3020_5302.DGN
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ARCHITECTURE PLANNING INTERIORS
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DOCUMENTS
Drawing Title
ELEVATIONS
Revisions
NOV 15 7007
PERMIT CENTER
Drawn by DDA
Checked by HEB
Date 11-09-07
Project No 91641.00
Drawing No
5302
B1
10/8601
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3
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4
10" PIPE W/ EMBEDDED PL PER TYP DET
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- --
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CLARITY. 3/5604 �1
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/
/
/
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NOTE
TYP
2,
\ TYP
,��
2. ALL PIPE -TO -PIPE CONNECTIONS \
SHALL BE PREQUALIFIED PARTIAL \
8" PIPE w/ REVIEWED
JOINT PENETRATION OR COMPLETE \P���
PENETRATION WELDS THAT SATISFY •\
THE REQUIREMENTS OF AWS Dl.l •,.
(2006) FOR TUBULAR CONNECTIONS. HSS8.625x0.50 \ \
(Fy = 42 KSI)
SEE NOTE 2,• \,
I L PER TYP DETS CODE COMPLIANCE
,.
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---- -
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NOTES•
j
.1._,,,::::::JINQUIVIbial.
1. HOOP DIAGONALS NOT SHOWN FOR CLARITY.
-
,
- -- - -
-t-
2. ALL PIPE -TO -PIPE CONNECTIONS SHALL BE
PREQUALIFIED PARTIAL JOINT PENETRATION
10" PIPE WITH EMBEDDED .P 10/5604 '- -
OR COMPLETE PENETRATION WELDS THAT SATISFY -i-
\ 1/5604
L PER TYP DETS TOP & BOT CHORD
THE REQUIREMENTS OF AWS D1.1 (2006) FOR
TUBULAR CONNECTIONS.
%" = 1'-0" ELEVATION DETAIL
6
%" = 1'-0" ELEVATION DETAIL
8
NOTES ---
A4
i
I
5'-011
cnFou"
A8
toc)
Lo
• co
3/S604
TYP
8° PIPE W/ EMBEDDED
-- -
I;
1. HOOP DIAGONALS NOT SHOWN FOR
CLARITY.
2. ALL PIPE -TO -PIPE CONNECTIONS
SHALL BE PREQUALIFIED PARTIAL
JOINT PENETRATION OR COMPLETE
I
N i
I
I
. /
/11)
� / -
1 /Z
/ HSS8.625x0.502
I / y =
T 42 KSI), f
PL PER TYP DETS
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10 PIPE W/ DED PL
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C,['s ETe,.- ' b.
- -"
PENETRATION WELDS THAT SATISFY
THE REQUIREMENTS OF AWS Dl.lN'
(2006) FOR TUBULAR CONNECTIONS.
SEE NOTE 2,
II
I�
':,' ;I
/
/
/.
7% -
II"
5-0
10-0
"
5-0/
NOTES:
,
.
*
TYP
N
-
1--„,..5/5604
1. HOOP DIAGONALS NOT SHOWN FOR CLARITY.
r L
r
2
2. ALL PIPE -TO -PIPE CONNECTIONS SHALL BE
I
`
10" PIPE WITH EMBEDDED PL PER TYP DETS, TOP & BOT CHORD
PREQUALIFIED PARTIAL JOINT PENETRATION ' \ g/5604
''
10/5604 f
OR COMPLETE PENETRATION WELDS THAT SATISFY
THE REQUIREMENTS OF AWS D1.1 (2006) FOR SIM OPP
TUBULAR CONNECTIONS.
" 1'-0" ELEVATION DETAIL
10
" = i' -o" ELEVATION DETAIL
12
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DOCUMENTS
Drawing Title
ELEVATIONS
Revisions
NOV 15 7007
PERMIT CENTER
Drawn by DDA
Checked by HEB
Date 11-09-07
Project No 91641.00
Drawing No
5302
version: V8
model: 22X34
file: J:\FLIGHTPEDBRIDGE\3040_S304.DGN
pl tcfg: OCE FS WTS MONO.PLT
pcf:MKA_HYBRID_STRUCT
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1
2
3
4
CONC ABUTMENT
BEYOND
CONC CURB
11/5605
TYP
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TYP
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TYP
ELEVATOR DOOR,
SEE ARCH, TYP
BRIDGE DECK
BMS, SEE PLAN
CONC ABUTMENT
CL OF TRUSS
• SUPPORT
W12x26
1
7/3605
TYP
W12x26(
W12x26'--
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W12x26
r
7/S605
OPP, TYP
ROOF.
BRIDGE&
DECK '
CONC CURB
GRADES
ELEVATOR PIT
BEYOND
PILE CAP
PER PLAN
11/5605
TYP
to
0
(0
en0)
W12x26
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W12x26
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0
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0
CD
CO
N
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-1
CONC ABUTMENT
r -
PILE CAP PER PLAN
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BRIDGE
DECK
GRADE
10/S605
TYP
CONC CURB
n
0
CD
rn
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111
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CL OF TRUSS
' SUPPORT
W12x26
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Co
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REVIEWED FOR
CODE COMPLIANCE
APPROVED,
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$UIL DING DIVISION
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CONC ABUTMENT
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r -
r-
�.c
uL'
REID MIDDLETON, INC. !
1/4" =1'-O" ELEVATOR ENCLOSURE ELEVATION
9
=1'-0" ELEVATOR ENCLOSURE ELEVATION
10
1/4" =1'-a" ELEVATOR ENCLOSURE ELEVATION
11
14'i = 1'-0" ELEVATOR ENCLOSURE ELEVATION
12
ARCHITECTURE PLANNING INTERIORS
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CONSTRUCTION
DOCUMENTS
Drawing Title
ELEVATIONS
Revisions
RECEIVED
NOV 15 2007
PERMIT CENTER
Drawn by DDA
Checked by NEB
Date 11-09-07
Project No 91641.00
Drawing No
5304
version: V8
model: 22X34
file: J:\FLIGHTPEDBRIDGE\4030_S403.DGN
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pcf: MKA_HYBRID_STRUCT
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ARCHITECTURE PLANNING INTERIORS
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CONSTRUCTION
DOCUMENTS
Drawing Title
TYPICAL CONCETE
DETAILS
Revisions
Frrr.h a�
. _• yy
NOV 15 2007
PERMIT CENTEH
Drawn by DDA
Checked by HEB
Date 11-09-07
Project No 91641-00
Drawing No
5403
1
2
3
4
poi...
'"...,
CONSTRUCTION
ti
Ldh, MIN
CONSTRUCTION
Ldh, MIN
NOTE
JOINT OR FACE
OF SUPPORT
SEE TABLE A
,NOTE,
1
f E
JOINT OR FACE
OF SUPPORT
SEE TABLE A
1
NOTE
D�
2kk
D1
NOTE
2
I
z
X
tit
4d OR
2%2" MIN
180 DEGREE
HOOK 90 DEGREE HOOK
END HOOK
(0)
ALL GRADES
FINISHED BEND DIAMETER
BAR
180 HOOKS
90.
HOOKS
77.
���� T1s
RE!;;::::
SIZE
D
E
J
A`
*3
*4
#5
#6
#7
#8
4*9
4t10
#11
#14
#18
21/4"
3"
3% 11
4
4%211
51/4
6"
9%211
10%4"
12"
18% "
2411
5"
6"
711
8"
10"
11"
15"
17"
19"
27"
36"
3"
4"
511
6"
7"
8"
11 44"
131/4"
14%"
21 %411
2816'I
611
8"
1
12"
1411
16"
19"
22"
24"
31 "
41"
IC 1 ''
--
r, •�,� r er iii er;.,:
( �s : �, .::t
.saj��,.iy at. <<`s
5
6
NOTES:
f'c = 3,000 PSI
f'c = 4, 000 PSI
f'c = 5, 000 PSI
1. NOTATIONS:
db : NOMINAL BAR DIAMETER (INCHES)
BAR
SIZE
L°
LT
LsB
LSBT
BAR
SIZE
LD
Lr
LSB
LSBT
BAR
SIZE
LD
LT
LsB
LsBr
L°: TENSION DEVELOPMENT LENGTH (INCHES) FOR REINFORCEMENT SATISFYING THE
FOLLOWING REQUIREMENTS:
SLABS AND WALLS:CLEAR SPACING > 2db, AND CONCRETE CLEAR COVER > db
BEAMS AND COLUMNS: CLEAR SPACING > db, AND CONCRETE CLEAR COVER > db
LT : DEVELOPMENT LENGTH OF TOP BARS IN TENSION = 1.3 x L° ( INCHES)
LB DEVELOPMENT LENGTH OF BARS OR DOWELS IN COMPRESSION = 19 x db ( INCHES)8'I
Lc : TIED COLUMN LAP SPLICE IN COMPRESSION = 30 x db (INCHES)
#3
*4
#5
*6
#7
#8
#g
#10
#11
*14
*18
17
22
28
33
48
55
62
70
78
93
124
23
29
37
43
63
72
81
91
102
121
162
23
29
37
43
63
72
81
91
102
-
30
38
49
56
82
94
106
119
133
-
-
#3
*4
#5
#6
#7
*8
#9
#10
#11
*14
*18-
15
19
24
29
42
48
54
61
67
81
108
20
25
32
38
55
63
71
80
88
106
141
20
25
32
38
55
63
71
80
88
26
33
42
50
72
82
93
104
115
-
#3
*4
#5
#6
#7
#8
#9
#10
#11
*14
# 18
13
17
22
26
38
43
48
54
60
72
96
17
23
29
34
50
56
63
71
78
94
125
17
23
29
34
50
56
63
71
78
-
-
23
30
38
45
65
73
82
93
102
-
TABLE A
MINIMUM TENSION EMBEDMENT LENGTHS,
(Ldh) FOR STANDARD END HOOKS ON GRADE 60 BARS
BAR
NORMAL WEIGHT CONCRETE , f'c (psi)
SIZE
3, 000
4,000
5,000
6,000
7,000
8,000
#3
#4
*5
#6
#7
#8
*9
*10
#11
#
#18
18
10
6
1011
12"
14"
16"
18"
20"17"
22"
37"
50"
6"
711
9"
10"
12"
14"
15"
19"
32"
43"
6"
711
8"
911
11"
12"
14"
15"
171'
29"
39"
6"
710
7"
8''
101E
11"
13"
14"
16"
27"
35"
1,
6
711
7"
8"
911
10"
12"
14"
15"
25"
33"
1•
6
711
7"
811
911
10"
11"
14"
15"
35"
31"
Lcs : SPIRAL COLUMN LAP SPLICE IN COMPRESSION = 22.5 x db (INCHES)
f ' c = 6,000 PSI
Cc c = 8,000 PSI
ALL CONCRETE STRENGTHS
LsB : TENSION LAP SPLICE LENGTH FOR OTHER THAN TOP BARS = 1.3 x L0 (INCHES)
BAR
SIZE
LD
Lr
LsB
LsBT
BAR
SIZE
LD
LT
LsB
LSBT
BAR
SIZE
LB
Lc
Lcs
Lar: TENSION LAP SPLICE LENGTH OF TOP BARS = 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. TOP BARS: HORIZONTAL BEAM REINFORCING WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW.
4. THE DEVELOPMENT AND SPLICE LENGTHS ARE BASED ON REINFORCEMENT STRENGTH Fy = 60 KSI.
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.
#3
#4
# 5
#6
#7
#8
#9
*10
#11
#14
#18
12
16
20
24
34
39
44
50
55
66
88
16
21
26
32
45
51
58
65
72
86
115
16
21
26
32
45
51
58
65
72
-
-
21
28
34
42
59
67
76
85
94
-
-
#3
*4
# 5
#6
#7
#8
#9
*10
*11
*14
*18
12
14
17
21
30
34
38
43
48
57
76
16
19
23
28
39
45
50
56
63
75
99
16
19
23
28
39
45
50
56
63
-
-
21
25
30
37
51
59
65
73
82
-
-
#3
*4
# 5
#6
#7
#8
#9
#10
*11
*14
#18
8
10
12
15
17
19
22
24
27
33
43
12
15
19
23
26
30
34
38
42
-
-
12
12
14
17
20
23
26
29
32
-
-
__.. __,
NOTES: I; :, ii�J `i f; �11';, �; �, ``
-
1. ABOVE VALUES VALID FOR ALL CASES IF: iI-`ll
SIDE COVER z 2%2 AND END COVER Z 2 �;
S
..__.. - -. ___ _-.1114`
I�j
' ° ! 1
I
2. BAR DIMENSION REQUIRED TO MANUFACTURE HOOK.
i REID MIDDLETON, INCH
3. FOR EPDXY COATED HOOKS, INCREASE THE ABOVE EMBEDMENT LENGTHS BY 20%.
REINFORCING BAR DEVELOPMENT AND SPLICE LENGTH TABLES
11
TYP STANDARD HOOKS AND EMBEDMENT
12
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CONSTRUCTION
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Drawing Title
TYPICAL CONCETE
DETAILS
Revisions
Frrr.h a�
. _• yy
NOV 15 2007
PERMIT CENTEH
Drawn by DDA
Checked by HEB
Date 11-09-07
Project No 91641-00
Drawing No
5403
version: V8
model: 22X34
file: J:\FLIGHTPEDBRIDGE\5010_S501,DGN
pltcfg: OCE FS WTS MONO.PLT
pc -F: MKA_HYBRID_STRUCT
10:45:20 AM user: DDA
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ARCHITECTURE PLANNING INTERIORS
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CON TRUCTION
DOCUMENTS
Drawing Title
TYPICAL
CONCRETE
DETAILS
Revisions
NOV 15 2007
PERMIT CENTER
Drawn by DDA
Checked by HEB
Date 11-09-07
Project No 91641.00
Drawing No
5501
#4x1'-8" ®12" OC EPDXY
FIN TOP OF WALL TO
SUPPORT COMPOSITE DECK
*4x1'-6" DEFORMED BAR CP
4/S501
WELD DECK PER GEN NOTES WELDED TO L, LOC (1) ON
EA SIDE OF STANCHION
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STAIR STRINGER ABOVE
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6
FDN WALL
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PLATFORM '
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GUARDRAIL NOT
#4x I- ti 24" OC
CONC WALL
(5) *6 C
SHOWN SEE ARCH
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L8x4x/2 CONT (LLV)
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-
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AT GUARDRAIL STANCHION
/2' = 1'-0" SECTION
1
1" = 1'-o" DETAIL
2
'N' = 1'-o" DETAIL
3
3/4" = 1'-o" DETAIL
4
FL SLOPED COL
CONC WALL—ice
Al
3C�OUNTER-SUNK SS
ii
/ 1 0
/
i16"O CONC SCREWS
W/ 11/4" EMBED @
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•
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7
11/2' = t -o" DETAIL AT EXPANSION JOINT
8
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REID iv1IDDLETON, INC.
9
10
11
12
ARCHITECTURE PLANNING INTERIORS
101 Yesler Way, Suite 200
Seattle, Washington 98104
T. 206.973.1700 F: 206.973.1701
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CON TRUCTION
DOCUMENTS
Drawing Title
TYPICAL
CONCRETE
DETAILS
Revisions
NOV 15 2007
PERMIT CENTER
Drawn by DDA
Checked by HEB
Date 11-09-07
Project No 91641.00
Drawing No
5501
version: V8
model: 22X34
file: J:\FLIGHTPEDBRIDGE\6020_S602.DGN
pltofg: OCE ERTL] FS WTS MONO.PLT
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ARCHITECTURE PLANNING INTERIORS
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Drawing Title
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NOV 15 2007
PERiv:IT CEN i h
Drawn by DDA
Checked by HES
Date 11-09-07
Project No 91641.00
Drawing No
5602
version V8
model: 22X34
file: J:\FLIGHTPEDBRIDGE\6040_S604UDGN
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pot: MKA_HYBRID_STRUCT
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ARCHITECTURE PLANNING INTERIORS
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Seattle, Washington 98104
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STEEL DETAILS
Revisions
NOV 15 2007
?E-RIVIIT CENTER
Drawn by DDA
Checked by HEB
Date 11-09-07
Project No 91641.00
Drawing No
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ARCHITECTURE PLANNING INTERIORS
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Seattle, Washington 98104
T: 206.973.1700 F: 206.973.1701
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CONSTRUCTION
DOCUMENTS
Drawing Title
STEEL DETAILS
Revisions
NOV 15 2007
?E-RIVIIT CENTER
Drawn by DDA
Checked by HEB
Date 11-09-07
Project No 91641.00
Drawing No
S6O4
version: V8
model: 22X34
file: J:\FLIGHTPEDBRIDGE\6060_S606,DGN
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pcf:MKA_HYBRID_STRUCT
11:23:33 AM user: VA
11/8/2007
NOTES:
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CONC ETE
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1. SEE STRUCTURAL DETAILS FOR ELASTOMERIC BEARING PAD ASSEMBLY.
2. ELASTOMERIC BEARING MANUFACTURER SHALL BE RESPONSIBLE FOR1'J
DETERMINING BEARING PAD ASSEMBLY BASED ON GENERAL INFORMATION
GIVEN. MANUFACTURER SHALL SUBMIT DETAILED SHOP DRAWINGS'
SHOWING ALL DIMENSIONS, MATERIALS, AND COMPLIANCE WITH ASTM
SPECIFICATIONS.
3. EXPANSION BEARINGS SHALL BE DESIGNED FOR SERVICE LOADS, BEARING
MOVEMENT, AND ROTATION INDICATED ON THE TABLE.
4. THE DESIGN OF THE ELASTOMERIC BEARING PLAN BEARING DIMENSIONS
ARE DETERMINED BASED UPON THE SERVICE LOADS AND USING A 1000 PSI
COMPRESSIVE BEARING STRESS. MANUFACTURER SHALL MAINTAIN THE
NOTED BEARING PLAN DIMENSIONS. ENGINEER SHALL BE NOTIFIED IF
THE NOTED DIMENSIONS CANNOT BE MAINTAINED.
5. THE BEARING PAD SHALL BE BONDED TO THE SOLE PLATE PER
MANUFACTURER'S RECOMMENDATIONS.
6. ELASTOMER SHALL HAVE A HARDNESS OF 60 DUROMETER.
7. STEEL LAMINATE REINFORCING SHALL CONFORM TO ASTM A 570M GRADE 36.
8. STEEL SOLE PLATES AND SHEAR PLATE SHALL CONFORM TO ASTM A588,
FY = 50 KSI.
9. CENTER THE ELASTOMERIC BEARING PAD UNDER THE SOLE
PLATE DURING BEAM ERECTION.
10. GIRDERS SHALL BE ERECTED WHEN THE AMBIENT TEMPERATURE IS
BETWEEN 50 AND 75 DEGREES FAHRENHEIT. IF GIRDERS ARE ERECTED
AT OTHER AMBIENT TEMPERATURES, THEY WILL HAVE TO BE JACKED
AND THEIR SOLE PLATE ASSEMBLY AND ELASTOMERIC BEARING RECENTERED
WHEN THE TEMPERATURE RETURNS TO THAT RANGE.
11. AFTER THE SOLE PLATE ASSEMBLY IS IN ITS FINAL POSITION, WELD
TO THE BRIDGE STRUCTURE.
12. CONTRACTOR SHALL ACCOUNT FOR COMPRESSION OF BEARING PAD UNDER
DEAD LOAD TO ENSURE TOP OF SOLE PLATE MATCHES ABUTMENT TOP OF
CONCRETE IN FINAL CONSTRUCTED CONDITION.
BEARING PAD
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11
12
ARCHITECTURE PLANNING INTERIORS
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Seattle, Washington 98104
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MUSEUM OF FLIGHT
CONSTRUCTION
DOCUMENTS
Drawing Title
STEEL DETAILS
Revisions
NOV 15 2001
PERMIT CENTER
Drawn by DDA
Checked by HEB
Date 11-09-07
Project No 91641.00
Drawing No
S606
15'-0"
165-0"
FLOOR DECK @ BOX TRUSS
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101 Yesler Way, Suite 200
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Seattle, Washington 98104
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CONSTRUCTION -
DOCUMENTS
Drawing Title
Bridge Floor Plan
Revisions
0 ISSUED FOR 11/09/2007
PERMIT
NOV 1 5 2007
PERMIT CENTE-A-9,
Drawn by
Checked by
Date
November 9, 2007
Project No
27059
Drawing No
A100
Drawing Name:
5'-0" Typ.
2'-0"
Standard panel
width
3 INTERIOR WIND SCREEN ELEVATION
1/2" = 1'-0"
5'-0" Typ.
2-0"
Standard panel
width
Aluminum roof system battens
Steel pipe diagonal truss members
Prefinished aluminum purlins fastened
to underside of truss members
Polycarbonate roof panels
Formed prefinished
aluminum gutter
Top edge of windscreen cut to
follow line of top chord
Linear uplight fixture
Steel pipe top chord
Tempered glass windscreen
Stainless steel sandwich
clamp at glass joint
3/4" Open glass joint
Continuous stainless steel handrial
Stainless steel sandwich
clamp and handrail bracket
Steel floor edge
Concrete over Epicore metal deck
Bottom edge of windscreen cut to
follow line of floor edge
Steel pipe truss members
Steel pipe bottom chord
INTERIOR GUARDRAIL ELEVATION
1/2" = 1'-0"
Aluminum roof system battens
Steel pipe diagonal truss members
Prefinished aluminum purlins fastened
to underside of truss members
Polycarbonate roof panels
Formed prefinished
aluminum gutter
Steel pipe top chord
Continuous stainless steel handrial
3/4" Open glass joint
Stainless steel sandwich
clamp and handrail bracket
Steel floor edge
Concrete over Epicore metal deck
Bottom edge of guardrail cut to
follow line of floor edge
Tempered glass guardrail
Steel pipe truss members
Steel pipe bottom chord
Tube truss profile
at center of span
Steel pipe diagonal
truss members
Aluminum battens and pur
supporting roof panels
Polycarbonate roof panels
Formed prefinished
aluminum gutter
Linear uplight fixture
Steel pipe top chord
Continuous 3/8" steel bent
welded to top chord
Stainless steel sandwich
clamp at glass joint
ns
plate
3/8" Stainless steel flatbar
handrail bracket with sandlfich
clamp at glass joint
1 112" Stainless steel handF ail
Tempered glass wind screen
supported by stainless steI
sandwich clamp at floor ed�e
Steel angle floor edge
Linear light fixture cast intall slab
Concrete over Epicore mel deck
(metal plank decking whet occurs)
0
En
Tempered glass
guardrail supported
by stainless steel
sandwich clamp
at floor edge
\tt7se ction,
eight varies at ramp
teel pipe diagonal truss members
conduit passing through
openings cut in T section
10'-6" Varies
BRIDGE SECTION @ TUBE TRUSS END
1/2" = 1'-0"
I`
J
Steel pipe diagonal bottom
\ truss member below
\ \
L
\ \
Bottom chord
below \ \
Scored control joint in \ \
C.I.P concrete floor \ \
Steel floor edge
- Glass windscreen
Stainless steel handrail
Stainless steel handrail
bracket with sandwich
clamp at glass joint
Steel pipe diagonal
members
1
Cantilevered gla
Stainless steel l�
handrail
Stainless steel
handrail bracket and
sandwich clamp
at glass joint
2FLOOR PLAN «i TUBE TRUSS END
301 1 1/2" = 1'-0"
I
l"€sE#Ea� S
COLS �.` N' PUANCE
AHP:70:-.7--t`
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ARCHITECTURE PLANNING INTERIORS
101 Yesler Way, Suite 200
Seattle, Washington 98104
T: 206.973.1700 F: 206.973.1701
CONSTRUCTION -
DOCUMENTS
Drawing Title
Tube Truss Details
at Truss Ends
Revisions
0 ISSUED FOR 11/09/2007
PERMIT
RECE
waq o�^.
a:4
NOV 15 2007
PERMIT CENT&
Drawn by
Checked by
Date
November 9, 2007
Project No
2705S
Drawing No
A3O1
PCWfinfl.
If El. + 23'-5"
Grade
I El. vanes
Metal clad roof edge and fascia
Metal clad parapet
New roof system over metal deck,
slope toward existing drain, 1/4" per foot
New steel structure
New suspended metal ceiling
New curtainwall -
match existing
New aluminum clad steel
framed portal
Curtainwall beyond
Aluminum framed glass doors
New guardrail
Concrete over metal
deck at landing
Concrete spread
footing and foundation,
see structural
Remove existing parapet and glazing
New roof system overlaps
existing roof as required
Existing roof system to remain
Existing steel framing and metal
deck to remain
SECTION AT PCW KNUCKLE
1/4" = 1'-0" LOOKING NORTH
Existing GWB ceiling to remain
Fill existing cove with GWB, flush
with existing ceiling
Existing column to remain
Remove floor difusers in front of
new doors - fill void and repair
finished floor
Existing air handling unit -
re -balance following renovation
Existing foundation to remain -
tie into new foundation per
structural
eP
b
(LI
Terminate existing
metal -clad fin wall
at underside of new
metal ceiling
Remove existing curtainwall and parapet this area
Face of existing PCW
New roof system - match existing,
slope to existing roof drain
Match location of existing vertical curtainwall mullions
Existing curtainwall and parapet to remain
m
it
N
N
N
Remove existing louver - rebate at
face of new concrete foundation wall
N
N
C
1"
Existing cutainwall corner
mullion to remain
New suspended metal ceiling
below new steel frame canopy roof
New curtainwall system -
match existing
Aluminum clad steel
framed portal
Aluminum framed glass doors
6"x6"x42" Stainless steel bollard with
flush mounted door operator button
Guardrail
PCW fin fl.
El. + 23'-5"
Grade
SECTION AT PCW KNUCKLE
1/4" = 1'-0" LOOKING EAST
1
•
9•,
I H
•
Fill existing cove in :
• front of crew glazing • • - •
•-New glazing system-_ Match existing -
. profiles and color .
•
El. varies
i
I
S j„ A
F Pn' ,T$ PATZ.,ji� -..�} •'f.nc. F
REVItWEnIFLEN
CODE COMPLIANCF
p.
":s
1
S
' GWB ceiling • •
• +11'-8" APP.;
•
•Terminate-existing•cove- ".- . •
align with edge. of corner- mullign
•
•
Centerline of roof beam behind ceiling
Centerline of sloped column below
Return metal fascia to edge
of existing corner of corner mullion,
verify dimensions in field
Recessed downlights,
centered in width of ceiling panel
Suspended metal ceiling panels,
color to match existing curtainwall
11'-8" AFF - match existing interior ceiling
Formed metal roof edge,
color to match existing curtainwall
ARCHITECTURE PLANNING INTERIORS
101 Yesler Way, Suite 200
Seattle, Washington 98104
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CONSTRUCTION
DOCUMENTS
Drawing Title
Sections & RCP at
PCW Knuckle Addition
Revisions
0 ISSUED FOR 11/09/2007
PERMIT
NOV 15 2007
PERMIT CENTE -
Drawn by
Checked by
Date
November 9, 2007
Project No
2705S
Drawing No
A3O3
urawing NO
MOMENT FRAME OPENING @ TUBE TRUSS
FOR STAIR/ ELEVATOR LANDING
SEE 1 & 2/A503 @ WEST END TUBE TRUSS
ELEVATION & DETAILS
VarVAW-Vrtary-
TUBE TRUSS MEMBER
POLYCARBONATE ROOF PANEL
TOP CHORD
BOTTOM CHORD
OPP
STEEL PIPE TRUSS END FRAME
GLASS GUARDRAIL, S.S. HANDRAIL
TYP @ NORTH SIDE OF BRIDGE
EL +38'-5"
@ FINISH BRIDGE FLOOR
STEEL GUARDRAIL, TYP
S.S. HANDRAIL, TYP
r
STEEL STAIR STRIKER
PRECAST STAIR T ED
OVER BENT METAL rISER
ELEVATOR IN FRONT
(DASHED)
4. a,
.. a
CAST IN PLACE CONCRETE ABUTMENT
SEE 4/A502
7
A802
SI SIM
@ SECTION
44.
ELEVATOR BEYND (OBLIQUE VIEW)
SEE 4/ A502
age
Lis
/
i
/
7 -
WEST STAIR ELEVATION
\/
6'-0" CLR
cc
O
ONCRETE SLAB OVER
EPICORE METAL DECK
AT LANDING
WALL TO WALL
CAST IN PLACE CONCRETE WALL
BELOW STAIR FRAME - ELEVATOR
MACHINE ROOM WITHIN
A500 / 1/4" = 1'-0"
TUBE TRUSS PROFILE
AT CENTER OF SPAN
N
POLYCARBONI4TE ROOF
PANELS
TOP CHORD
42"H GLASS G ARDRAIL
@ WEST END F BRIDGE
GLASS WIND CREEN
BEYOND
U
�gea%ososoa000v000vooee
cosogo oe0go
e w OAR —
C
1
/
/
/
I
EL +38'-5"
@ BRIDGE FINISH Q5
FLOOR
BRIDGE SUPPORT POINTS
STEEL GUARDRAIL, TYP
S.S. HANDRAIL, TYP
CONCRETE ABUTMENT
BEYOND (OBLIQUE VIEW)
SEE 4/A502
STAIR LANDING METAL EDGE
STL STAIR FRAME
CAST IN PLACE CONCRETE WALL
4
WEST STAIR ELEVATION
EL +18'-8"
@ PAVING
0
N
LINE OF PILE CAP BELOW
LINE OF ABUTMENT ABOVE
cc'
EXISTING 904 BUILDING
A8
SEE 5, 6, 9, & 10 /A802 FOR
ELEVATOR CAB INTERIOR ELEVATIONS
CAST IN PLACE CONCRETE
ABUTMENT BELOW
STL GUARDRAIL STANCHION/
HANDRAIL BRACKET, TYP
a
1\
A502
•
co
2
A800
ALUMINUM
GLAZING
SYSTEM
OPP, SIM
8,-4„
19T@12"
CALL BUTTON
LANDING SLOPE
AWAY FROM
ELEVATOR, TYP
GUARDRAIL, TYP
CONCRETE FLOOR
@ STAIR LANDING
MOMENT FRAME
TRUSS OPENING
/SLIDING GLASS
//GATE, SEE A503
/
3
Al
A801
•
7j,/, • •
rf
CAST IN PLACE CONCRETE
LANDING OVER EPICORE
METAL DECK
ELEVATOR MACHINE ROOM
BELOW STAIR LANDING (DASHED)
SEE PLAN 6/A500
CONTINUOUS TOP CHORD ABOVE
TUBE TRUSS MEMBER, TYP
LINE OF ABU
ABOVE
PIT LADDER
EXISTING 904 BUILDING
CL
Gov -
TO v.TO
SUPPORT`POINT
18"X18")i18" SUMP PIT
W/MET*GRATE COVER
(FLUS/ PIT FLOOR)
PLAN A ELEVATOR PIT
1/4" = 1'-0"
3" DIA DOWNSPOUT
ROUTING WITHIN FRAME WALL
ROOF DRAIN
A500
ELEVATOR ROOF PLAN
11
A802
8" CAST IN PLACE
CONCRETE WALL
LINE OF STAIR EDGE
ABOVE (DASHED)
'41-
SIM
—
arc
cit
A500
WEST STAIR ENLARGED PLAN
A7
BOTTOM
CHORD
ILRIOGE SUPPORT
I !DINTS BELOW
BOTTOM
CHORD
airED FOR
CODE COMPLIANCE
•
City Of
CAST IN PLACE CONCRETE ABUTMENT
—1HR RATED PAINTED
STL DOORS & FRAME
STAIR ABOVE
ELECT. ROOM
•
1HR RATED
WALL
CLR.
ELEV. MACHINE.
ROOM
SEE 1/A500 FOR
BRIDGE LEVEL
FLOOR PLAN
LINE OF PILE CAP
BELOW PER
STRUCTURAL
cli
III '111'11
III
'-'sEr, IN OPENING INC I\1C.WALL
SIMI
T.
OPP, SIM
CALL BUTTON
EDGE OF LANDING
\ ABOVE
FLOOR @ LANDING
1\ SLOPE AWAY FROM
\ ELEVATOR, TYP
CANE DETAECTION RAIL
BRI6GE SUPPORT
POINftS BELOW
UP
14
BOTTOM
CHORD
CONCRETE ABUTMENT
ABO\4E, SEE ELEVATION
WEST STAIR PLAN ELEVATOR MACHINE ROOM
ARCHITECTURE PLANNING INTERIORS
101 Yesler Way, Suite 200
EV2
Seattle, Washington 98104
T: 206.973.1700 F: 206.973.1701
a.
PARTNERSH
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8729
\REGISTERED
ARCHRECT
CHARD EVE
W TO
CONSTRUCTION -
DOCUMENTS
Drawing Title
West Stair & Elevator
Plans & Elevations
1/4" =
Revisions
0 ISSUED FOR 11/09/2007
PERMIT
NOV 1 5 2007
Drawn by
Checked by
Date
November 9, 2007
Project No
2705S
Drawing No
A500
Urawing Name:
ak EL +38'-5"
@ FINISH
BRIDGE
FLOOR
TUBE TRUSS (OBLIQUE VIEW)
SEE SHEET A301 FOR TRUSS SECTION
SLIDING GLASS GATE
e e e v e e e 0 0 0 VUOD
r
BRIDGE SUPPORT POINTS
CONCRETE ABUTMENT
SEE 4/A502 FOR
DIMENSIONS & NOTES
EL +18'-8"
@ PAVING
OfLIQIlE VIEW
0
e
CANE DETECTION RAIL
SEE DETAIL 8 & 12/A802
CAST IN PLACE
CONCRETE ABUTMEN
EQ SPACING
icsa-
a 0 I e
e e o
0 0
o 0
o o 0
e
♦^♦
0
C
TYP
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J
e e e v e e e 0 0 0 VUOD
r
BRIDGE SUPPORT POINTS
CONCRETE ABUTMENT
SEE 4/A502 FOR
DIMENSIONS & NOTES
EL +18'-8"
@ PAVING
OfLIQIlE VIEW
0
e
CANE DETECTION RAIL
SEE DETAIL 8 & 12/A802
CAST IN PLACE
CONCRETE ABUTMEN
EQ SPACING
icsa-
a 0 I e
e e o
0 0
o 0
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♦^♦
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— ALUMINUM GLAZING
SYSTEM
— BEAM PER STRUCTURAL
RAIL BRACKET ON
BACKSIDE OF STRUCTURAL
BEAM (MAX. SPAN 15'-9")
STEEL GUARDRAIL, TYP
CONCRETE BASE
0)
(2) EQ
STL CANOPY EDGE
EAST ELEVATION
A502 / 1/4" = 1'-0"
TUBE TRUSS (OBLIQUE VIEW) -
SEE SHEET A301 FOR TRUSS SECTION
PREFINISHED
ALUM. SIDING
STEEL GUARDRAIL, TYP
S.S. HANDRAIL, TYP
C?
STAIR DN
11
KA80
»i SIM
0 e
v
a a
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a
v
a
a a
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1
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a
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EQ EQ
1 r
PER STRUCTURAL
e
1'-8"
J
•
C
CANE DETECTION RAIL
SEE DETAIL 8 & 12/A802
EL +18'-8" @
PAVING
NEST ELEVATION
9
BOTTOM
CHORD
BOTTOM CHORD
TOP OF CONCRETE
FILLED, RECESSED
SNAP -TIE HOLES
1/2" CONCRETE
REVEALS, TYP.
LINE OF DOWNSPOUTS
SHEET A504 FOR
RAIN LEADER DIAGRAMS
& DETAILS
A502 11/4" = 1'-0"
sv
PER SECTION & DE
TOP OF
CONC. CURB
—+GRADE
Y
EL. 18'-8"
PILE CAP PER
•
TOP OF STEEL COL. jk
EL +52'-7"
STRUCTURAL '-
18" X 18" X18"D SUMP PIT
W/ MTL GRATE
a
ELEV. CAR
1
11
0
4
5'-9"
A800
I
0
CC
O
z
m
r
TWAY OVERHEAD CLEARANCE
2
CV
M
BOTTOM OF STEEL
HOISTWAY BEAM
PER STRUCTURAL
I0
I
1
I
PIT LADDER
7
__<
0
A800
OPP
EL +38'-5"
BRIDGE LEVEL
I 5"
- CLR
a HOISTWAI
♦`
I-- .
•
7 3/4" i
•
•
COL.
6'-7"
t. COL.
,TOP EL OF STEEL COL.
f� +52'-7" 711::
3
A800
I_
1
chi EL +38'-5"
BRIDGE LEVEL
TOP OF
CONC. CURB
IGRADE
EL. 18'-8"
1? ri-Izi
2 HOISTWAY SECTION LOOKING EAST
114" = 1'-0"
•
I
A800
SIM
a a
91-11-1"
C
a
a
a
a
C
a
(2) EQ
1'
(7) EQ SPACING
PREFINISHED
ALUMINUM SIDING
TUBE TRUSS STRUCTURE
BEYOND
STAIR BEYOND
ABUTMENT BEYOND
CONCRETE ABUTMENT
1/2" CONCRETE
REVEALS, TYP.
FILLED, RECESSED
SNAP -TIE HOLES
NORTH ELEVATION
A502 / 1/4" =1-01.
9
2'-0"
—r
I
1
1
I
I
♦
I
I BOTTOM OF BEAM
43"
5: .•
5"
d
C COL.
COL.
HOISTWAY BEAM
PER STRUCTURAL
TYP@
BEAM
12
A800
PILECAP PER
STRUCTURAL
18" X 18"x18"D SUMP PIT
W/ MTL GRATE
n HOISTWAY SECTION LOOKING NORTH
\t50!) 1/4" =
va
STL GUARDRAIL, TYP
sin
S.S. HANDRAIL, TYP •
I
EL +38'-5"
@ FINISH BRIDGE FLOG
EL. VARIES @ LAND
1
1
1
--+
STL EDGE @ CANOPY
HALL LANTERN, TYP
STAINLESS STEEL
ELEVATOR DOOR TYP.
HALL STATION, TYP
STL GUARDRAIL TYP.
CONCRETE OVER
EPICORE METAL DECK
LANDING
-::. t..
CAST IN PLACE
CONCRETE ABUTMENT
EL +18'-8"
@ PAVING
•
METAL PLATE @
•
--------- - ---, BEAM PENETRATION
TYP
STEEL BEAM
Aff00
6 SOUTH ELEVATION
A502 1/4" = 1'-0"
PREFINISHED ALUM.
SIDING
CONCRETE BASE
0
ARCHITECTURE PLANNING INTERIORS
101 Yesler Way, Suite 200
Seattle, Washington 98104
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8729 \
ARCH CS
REGISTERED
CONSTRUCTION -
DOCUMENTS
Drawing Title
West Elevator
Sections / Elevations
Revisions
0 ISSUED FOR 11/09/2007
PERMIT
RECEIVED
NOV 1 5 2007
PERMIT CENTEh
Drawn by
Checked by
Date
November 9, 2007
Project No
2705S
Drawing No
A502
Guardrail beyond
3
A802
l
Steel guardrail
s s handrail
Perforated met
I infill
SIMI
OPP
I�
I 1'-0"
I
I I Precast
I I Landing
/ Stair !Aiding
amine of slab edge
I Concrete wall, where it occurs @
West Stair landing! Elev. machine room
Stair stringer
SECTION @ STAIR LANDING
Steel guardrail
s s handrail
Perforated metal infill
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ee Plan
1'-0"
3
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A802
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to slab edge angle
Slope landing
1/8"/ ft
d.
I 8'-1" dr wall to wall
I @ Elevator Machine rm \\
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II I I
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s.s. handrail
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West Stair landing/ Elev. machine room
SECTIO1"1'-0"N @ STAIR LANDING
SCALE: =
Stair stringer
1,-0"
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Landing
SECTION @ STAIR LANDING
varies
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angle
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oncrete wall, where it occurs @
West Stair landing/ Elev. machine room
Line of slab edge
Stair landing
Steel guardrail
s.s. handrail
Perforated metal infill
i
4
•
7
A802
•
•
♦—
Concrete over steel deck landing
Per Plan
Variesl•--' -♦�
1 1
See 11/A801 @
ELEV. MACHINER RM
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11
II
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1
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4A
A801
T♦
5'-0" @ West Stair
4'-0" @ Center Stair.,- -
•1
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-1 7-471/4
1
t
4C
A801
1'-0"
precast
landing
-♦♦
t
1
r
1
•
F
UPO
Stair UP
I
Precast treads
1
I Line on slab edge &
landing beam
If
II
1 I -I-Landing
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Per Plan s .-- --•I
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• I
11
DN 4
I
1
A
801
OPP
1 -�� F
I
•
5'-.0"@ West Stair
@ Center Stair
Concrete over steel deck landing
It
I •
1.-0"
precast
landing
PSCALAE:N 1ETAIL @ STAIR LANDING
L = D 1'-0"
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Stair DN
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Precast treads
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Dr
U)
1/8" per foot slope
typ @ stair tr ?ads
4
Stair landing
Stair stringer
Standhion @ landing weld to slab edge angle
Align beam w/ slab edge
I ine of slab edge
precast
landing
10
Concrete wall, where it occurs @
West Stair landing/ Elev. machine room
@ STAIR LANDING
Stair UP
See plan
-PUT 40.
11
4
4
A802
12
air
FANCHION DETAIL @ STAIR
2 1/2 x 1/2 Flat bar stanchion weld
to slab edge angle
2x2x1/4 St! angle frame
Edge of Stair
Perforated metal panel
2x2x1/4 Sfl angle frame
Flat bar handrail bracket above
• 4 CI 4 Line of slab edge, where it occurs
a
4
handrail above
INTERMEDIATE ST6ANCHION @ LANDING
Landing
Stair
- C-
Bent metal plate @ stair treads
handrail above
Line of precast treads
2x2x1/4 stl angle frame
Perforated metal panel
Edge of stair
2 1/2 x 1/2 flat bar stanchion
STANCHION @ STAIR TREADS fastened to face of bent mtl rise
4 414
• o- a
4
4
CORNER STANCHION
handrail above
2 1/2 x 1/2 flat bar stanchion
weld to slab edge angle
2x2x1/4 St angle frame
2x2x1/4 St1 angle frame
Perforated metal panel
Edge of Stair & landing
PLAN DETAIL @ STAIR STANCHION
RPVIEWED FOR
Perforated metal panel weld to
stl angle frame
2 1/2" x 1/2" flat bar stanchion
2"x2" x 114" stl angle frame
attached to vertical stanchion w/
countersunk fasteners
See Elevation 3 & 7/A802 for locations
• Only @ Stair above Elevator Machine Room:
Closure plate to close opening between stringer
and bent plate both sides at Lower run of West Stair
Flat bar stanchion attached to face of
stair riser wl 1/2" dia counter sunk fasteners
Precast concrete treads
Less than 6" diameter to comply with code
3/16" bent metal plate riser
Perforation @ metal riser
Flat bar stanchion attached to
face of stair riser w/ 1/2" dia.
countersunk fasteners
Top of stair tread
2 1/2"
Non -slip cast alum. nosing -----
Precast concrete treads
Metal pins to secure traeds
Stair stringer
Edge of Stair
07.0
CODE COMPLIANCE
APPROVED
00000000000
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00000000000
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00.00000000000
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0000000000000
000000000000
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0000000000000
000000000000
000000000000
000000000000
000z000 00000000000000000
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00000000
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** Only @ Stair above Elevator Machine Room:
Closure plate to close opening between stringer
and bent plate both sides at Lower run of West Stair
FAIR SECTION
TYP, U.N.O.
@ stair & landing
conc. walls
Concrete wall, where occurs
at Elevator Machine room
Rod & sealant, typ @
concrete wall
ARCHITECTURE PLANNING INTERIORS
PEDESTRIAN BRIDGE
= 0
C
Co
T: 206.973.1700 F: 206.973.1701
PARTNERSH
ce
CONSTRUCTION
DOCUMENTS
Drawing Title
STAIR & ELEVATOR
DETAILS
Revisions
0 ISSUED FOR 11/09/2007
PERMIT
NOV 1 5 Z007
PERMIT CEN FL;
Drawn by
Checked by
Date
November 9, 2007
Project No
2705S
Drawing No
A801
Prefinished metal coping with
concealed fasteners
Exterior sheathing over metal stud
parapet anchored to steel below
Prefinished formed metal flashing
Roofing membrane over
exterior sheathing
Light-guage metal framing
M
Continuous
drip edge
Ft
Prefinished formed
metal fascia
12
Roof system - extend
over top of parapet
2 1/2"
10"
Tapered insulation -
slope to existing roof drain
Metal roof deck
refer to structural
4" it -
Steel canopy framing
Suspended Suspended metal ceiling panels
31 SECTION DETAIL AT ROOF EDGE
A804 / 1 1/2" = 1'-0"
Drawing Name:
C
N
co
± 1'-6" Verify in field
2'-0"
ir)
•
------- Steel portal frame above
Prefinished aluminum panel
Moisture barrier over
exterior sheathing
Batt insulation
R7S7
Sloped vertical
mullion above
Centerline of existing column
Concrete landing below
Steel slab edge
Guardrail & stanchion
3"
I PLAN DETAIL AT PCW CURTAINWALL
A804 / 3" =11-0"
Door frame with stop
and gaskets
Aluminum portal soffit above
Glazed door panel
Door frame with stop
and gaskets
Door opener button over
2 -gang box centered
in panel width
Steel post
Prefinished metal panel with
concealed fasteners - match
color of curtainwall
Backer rod & sealant,
both sides of joint
New curtainwall section
Insulated glazing unit
Aluminum sill extension -
align with existing curtainwall
New insulated glass unit glazed
into existing corner mullion
Existing corner curtainwall mullion
Existing insulated glazing units
Plan dimension
Glaze edge of aluminum
panel into curtainwall
Moistrure barrier over
exterior sheathing
pole -4-121
Silicon glazed mullion -
match existing
2'-0"
Insulated glazing unit
New curtainwall section
Aluminum panel fastener
7—
Shim and setting block
Prefinished aluminum panel soffit
Aluminum panel edge beyond
Sloped curtainwall beyond
match angle of existing
N
�2�SECTION DETAIL AT PCW CURTAINWALL
l A804 3" =
Aluminum portal soffit above
Glazed door panel
Door frame with stop and gaskets
Steel portal beam
Prefinished metal panel with
concealed fasteners - match
color of curtainwall
Door frame with stop
and gaskets
Aluminum pane! edge beyond
N
CO
7'-0" to Finished Floor
i
CODE COMPLIANCE P
e
AF F enc
,r,R
j:f,•1
ARCHITECTURE PLANNING INTERIORS
101 Yesler Way, Suite 200
Seattle, Washington 96104
T: 206.973.1700 F: 206.973.1701
0
Z
a
PARTNERSH
ct
co
w
CD
0
rrrr�
co 1-
r
Z 0
aLL
cc LL.
A O
V♦ 2
W
CO W
W
CL 2 I --
CONSTRUCTION
DOCUMENTS
Drawing Title
Curtainwall and
Door Details
Revisions
0 ISSUED FOR 11/09/2007
PERMIT
RECEI
NOV 15 2007
PERMIT CENTE -.
Drawn by
Checked by
Date
November 9, 2007
Project No
2705S
Drawing No
A804
1
TT
Ii
I
0
LJ -13
F1 "01'5
L1-13
R15 IFI
i1-13TL1-13
R1• I - 0 R15
I!
• LJ -13 1 L1-13
R15 R15
L1 -13i
R1.5
0 L2
TYPICA
• L1-13
• O R15
F1
L1-13'
R15
L1-13
L1-13
R15 O R15
--1 H1.-1 :i`
;R2. R5,R6 R1,R2 -- - .. - R1,R2 T. R5;R6 -R1,R2
no
I YC
L1-11 F3
R13 Q
WP
FLAG NOTES:
F5 DOWN LIGHTS LOCATED ON LEVEL BELOW. 1.
R1,R2 R5,R6 -R1;R2
L1-11
R13
TYP
WP
L1-11
R13
WP
LIGHTING FIXTURE LOCATED ON BOTH ELEVATOR
LANDINGS. POSITION FIXTURE TO DIRECT LIGHT
DOWNWARD.
SEE ADDITIVE ALTERNATE DESCRIPTIONS. PROVIDE
L2 FOR ADDITIVE ALTERNATE #1 & #2. PROVIDE L3
FOR ADDITIVE ALTERNATE #3.
PROVIDE WEATHERPROOF JUNCTION BOX BELOW
RAMP DECK FOR BRANCH CRICUITRY SERVING F3
LIGHTING FIXTURES IN HANDRAIL. COORDINATE
INSTALLATION WITH ARCHITECTURAL DETAIL OF
RAMP AND RAMP HANDRAIL.
AREA OF ADDITIVE ALTERNATES NUMBER 2 & 3.
PROVIDE FLUSH WALL MOUNT WP ENCLOSURE FOR
LED HANDRAIL DRIVER. SIZE ENCLOSURE PER
MANUFACTURER'S REQUIREMENTS. PROVIDE ONE
DRIVER PER EVERY 35' OF LIGHTED HANDRAIL OR
PER MANUFACTURER'S REQUIREMENTS. 1
PROVIDE ENCLOSURE FOR \LED HANDRAIL DRIVER.
SIZE ENCLOSURE PER MANUFACTURER'S
REQUIREMENTS. MOUNT DRIVERS IN ELECTRICAL
ROOM BELOW STAIR. PROVIDE\ ONE DRIVER PER
EVERY 35' OF LIGHTED HANDRAIL OR PER
MANUFACTURER'S REOUIREMENF,S.\,
F2 RECESSED DOWN LIGHTS INS A LED It+t- NEW
ENTRY CANOPY. PROVIDE CONNE SON TO EXIS
ROUTE CONDUSTORS FOR•LIGHTIN VIA WIREMOLD.
_�__i a.m. _--•r -�T" ... ..uz +__ .. , r - ... ` . _.- -_.. .
I. ;. ..L 111. \ L1'-11
R '4 Q. \ R 14
I I 'F5 ;