BUILDING P-152SEGALE PROPERTIES
PACIFIC GATEWAY BUSINESS PARK - KENT, WA.
14042000-03
10-21-14
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S6.1 PANEL CONNECTIONS
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S1.1 FOUNDATION PLAN
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S0.2 NET UPLIFT & DIAPHRAGM PLAN & MISCELLANEOUS
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STRUCTURAL SHEET INDEX
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S0.1 GENERAL NOTES
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S1.2 FOUNDATION PLAN
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S1.4 ROOF FRAMING PLAN
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S1.3 ROOF FRAMING PLAN
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S2.1 FOUNDATION SECTIONS
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S3.2 ROOF FRAMING SECTIONS
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S3.1 ROOF FRAMING SECTIONS
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S5.1 PANEL ELEVATIONS
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S5.2 PANEL ELEVATIONS
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S5.3 PANEL ELEVATIONS
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S5.4 PANEL ELEVATIONS
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GENERAL NOTE
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THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE -
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ASTM'S NOTED ARE TO BE LATEST EDITION
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1. DESCRIPTION
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Building Name & Site Location - Building P-152, Kent, WA
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2. DESIGN CODE AND STANDARDS
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Applicable Code (Edition/Name) - 2012 International Building Code (IBC)
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Code supplement & Date - ASCE 7-05
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3. DESIGN LOADS
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a. Roof Live Load See snow load
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b. Snow Load
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Basic roof snow load - Pf = 25 psf
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Thermal factor - Ct = 1.0
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Importance factor - Is = 1.0,
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Snow exposure factor - Ce = 1.0
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Drifting snow is not required in design.
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c. Seismic Ss = 1.396, S1 = 0.523, Ie = 1.0, Site Class "E", Fa = 0.9
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Seismic Design Category = "D".
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SDS = 0.838, SD1 = 0.838
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Basic Seismic Force Resisting System = Bearing Wall
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System Special Reinforced Concrete Shear Walls.
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Equivalent Lateral Force Procedure used.
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Sprinkler lines will be braced to top of girders or
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top chord of steel truss, by the sprinkler contractor.
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d. Wind Load Basic wind speed (3 sec. gust) = 110 (mph)
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Exposure B
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Importance factor Iw = 1.0.
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Internal pressure coefficient GCpi - + 0.18
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e. Dead loads Weight of structure.
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f. Special Loads The following special loads are to be considered:
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Mechanical equipment on roof.
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Sprinkler lines, canopy & other reactions as noted on
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structural drawings.
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g. Load Combinations All Code required load combinations are to be used in
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the building design.
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OSHA STANDARDS
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THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT
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OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS
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FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL
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CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY
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NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO
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CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND
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METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT.
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FOUNDATION
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THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 2500 PSF
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IN ACCORDANCE WITH SOILS REPORT #0291-034-00 DATED 10-13-05 PREPARED BY
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GEOENGINEERS, INC. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS.
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BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED
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STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER
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SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM D 1557.
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EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCH. AND
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SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT.
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CAST-IN-PLACE CONCRETE
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F'c = 5000 PSI FOR TILT-UP PANELS. F'c = 3000 PSI FOR ALL OTHER CAST-IN-PLACE
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CONCRETE. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND
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TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED
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FOR EACH METHOD. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS
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SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO
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CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE
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PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS
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FOR ADMIXTURES. PROVIDE 5% + 1-1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO
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FREEZING AND THAWING EXPOSURES. LIMIT WATER-CEMENT RATIO TO .45 AND USE TYPE V
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CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN
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EXCESS OF .2%. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING
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ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER-CEMENT
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RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3/4" CHAMFER ALL
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EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS.
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PRECAST WALLS
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CONTRACTOR SHALL CHECK PRECAST PANEL LIFTING STRESSES BASED ON METHOD OF
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HANDLING AND ERECTION TO BE USED. PROVIDE ADDITIONAL REINFORCING STEEL AND
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STRONGBACKS AS REQUIRED. USE CONTINUOUS NON-SHRINK GROUT BETWEEN PANELS AND
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FOOTINGS.
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REINFORCING STEEL
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USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A 615, GRADE 60
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(fy=60,000 PSI). LAP CONTINUOUS REINFORCING BARS PER SCHEDULE 2'-6" MINIMUM,
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UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2'-6" MIN. BEND) FOR ALL
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HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF
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STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE
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FABRIC (WWF) TO CONFORM WITH ASTM A 185. REINFORCING HOOKS TO COMPLY WITH
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STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC
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COVER TO REINFORCEMENT:
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NONPRESTRESSED CAST-IN-PLACE CONCRETE (INCHES)
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CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH..........................3
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FORMED SURFACES
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EXPOSED TO EARTH OR WEATHER..................#6 AND LARGER..........2
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#5 AND SMALLER.....1-1/2
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NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
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SLABS, WALLS ..............................14 AND LARGER......1-1/2
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#11 AND SMALLER......3/4
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REINFORCING STEEL WELDING
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USE ASTM A 706 GRADE 60 (fy = 60000 PSI) FOR ANY REINFORCING THAT IS TO BE
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WELDED. FOLLOW PROCEDURES OF ANSI/AWS D1.4-92, "STRUCTURAL WELDING CODE -
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REINFORCING STEEL". USE E 80XX LOW HYDROGEN ELECTRODES CONFORMING TO ANSI/AWS
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A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES
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FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES
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FAHRENHEIT FOR NO. 7 THROUGH NO. 11 BARS. DO NOT WELD NO. 14 AND NO. 18 BARS.
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DO NOT WELD WITHIN 3-INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT
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TEMPERATURE AFTER WELDING; DO NOT QUENCH. USE WABO CERTIFIED WELDERS.
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PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES.
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PRECAST PANEL NOTES
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1. PANEL ELEVATIONS SHOW INSIDE FACE.
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2. CONTRACTOR TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS.
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3. PROVIDE ADDITIONAL HORIZONTAL REINFORCING PER PANEL ELEVATIONS AT OPENINGS
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WITH HORIZONTAL TRIM BARS EXTENDING 55 BAR DIAMETERS (W/ 2'-0" MIN.)
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BEYOND EDGE OF OPENINGS. VERTICAL TRIM BARS TO RUN FULL LENGTH.
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4. PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR WHO SHALL
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PROVIDE REINFORCING STEEL AS REQUIRED FOR HANDLING AND ERECTION. USE
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STRONGBACKS AS REQUIRED AT EXCESSIVE PANEL OPENINGS.
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5. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS UNLESS OTHERWISE INDICATED ON
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ARCHITECTURAL DRAWINGS.
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6. PROVIDE 3 COATS ASPHALTIC PAINT OR A 3" MINIMUM CONCRETE COVER AT ALL
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CONNECTIONS EXPOSED TO EARTH OR WEATHER.
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7. PROVIDE 3/4" CONTINUOUS NON-SHRINK GROUT BETWEEN BOTTOM OF PRECAST PANELS
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AND TOPS OF FOOTINGS.
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8. MAXIMUM DEPTH OF REVEAL STRIPS TO BE 3/4". SEE ARCHITECTURAL DRAWINGS FOR
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LOCATION. VERIFY ALL PANEL THICKNESSES WITH ARCHITECTURAL DRAWINGS.
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9. PANEL CONNECTIONS FOUND ON SHEET S-6.1.
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10. PROVIDE 1/2" CLEARANCE BETWEEN PRECAST ELEMENTS UNLESS NOTED OTHERWISE.
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11. SHOP DRILL (1/4" DIAMETER) AIR RELEASE HOLES IN EMBEDMENTS AT 6" o/c AS
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REQUIRED IN ORDER TO DISPLACE ANY VOIDS IN FORMWORK.
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12. REMOVE ALL WELD SLAG AROUND EMBEDMENTS EXPOSED TO WEATHER AND SAND-BLAST.
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PROMPTLY PAINT WITH 2 COATS OF RUST INHIBITING PRIMER PRIOR TO FINAL
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PAINTING.
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13. TYPICAL PANEL TO BE 8 1/2" THICK UNLESS NOTED OTHERWISE. PLACE VERTICAL
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REINFORCING PER REBAR PLACEMENT DETAILS ON S6.1 UNLESS NOTED OTHERWISE.
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WHERE REINFORCING STEEL IS NOTED AS E.F. (EACH FACE), PLACE 3/4" CLEAR TO
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INSIDE FACE AND 1-1/2" CLEAR TO OUTSIDE FACE.
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STRUCTURAL STEEL
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ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND
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ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD
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PRACTICE". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:
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WIDE FLANGE SHAPES ASTM A 992 (Fy=50,000 PSI)
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OTHER SHAPES & PLATES ASTM A 36 - U.N.O. (Fy=36,000 PSI)
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H.S.S. TUBE SHAPES ASTM A 500, GRADE B (Fy=46,000 PSI)
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WELDHEAD STUDS ASTM A 108 (Fy=50,000 PSI)
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ANCHOR BOLTS ASTM F 1554 (Fy=36,000 PSI)
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HIGH STRENGTH BOLTS ASTM A 325
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BASE PLATE GROUT ASTM C 1107
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ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A 325 TYPE N CONNECTIONS -
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BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON-SLIP
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CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT" ONLY, UNLESS OTHERWISE NOTED.
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PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN
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ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490
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BOLTS" (6/23/01). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER IBC TABLE
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1912.2 FOR CONCRETE, UNLESS SHOWN OTHERWISE. ALL WELDING TO CONFORM WITH AWS
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D1.1 "STRUCTURAL WELDING CODE - STEEL". WELDS NOT SPECIFIED SHALL BE 1/4"
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CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LOW
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HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED
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JOINTS SHALL BE AWS PREQUALIFIED. WELDHEAD STUDS (WHS) ARE TO BE MACHINE
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WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. CONCRETE EXPANSION
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ANCHORS - "HILTI KWIK BOLTS" - INSTALL IN ACCORDANCE WITH ICBO REPORT NO. 4627.
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COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE
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GALVANIZED. ALL STEEL ERECTION, INCLUDING OPEN WEB JOISTS SHALL BE IN
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ACCORDANCE WITH THE CURRENT OSHA STEEL ERECTION STANDARD. THE GENERAL
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CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THIS STANDARD. THE
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GENERAL CONTRACTOR SHALL REVIEW THE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE
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WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND
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METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE
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DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL
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CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE
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SAFETY ON THIS PROJECT.
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DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE
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COMPLETE.
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MEMBERS DESIGNATED "POSTS" ARE NOT DESIGNED TO CARRY THE OSHA 300 POUND
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ECCENTRIC LOAD.
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STEEL JOIST & JOIST GIRDERS
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DESIGN AND FABRICATE IN ACCORDANCE WITH "STANDARD SPECIFICATIONS FOR OPEN WEB
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STEEL JOISTS, K-SERIES, FOR LONGSPAN STEEL JOISTS, LH-SERIES AND DEEP LONGSPAN
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STEEL JOISTS, DLH-SERIES, AND FOR JOIST GIRDERS" AND RECOMMENDED CODE OF
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STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS", STEEL JOIST INSTITUTE
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(SJI). PROVIDE BRIDGING AND CAMBER AS REQUIRED BY STANDARD SPECIFICATIONS.
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DESIGN JOISTS AND JOIST GIRDERS FOR ALL LOADS SHOWN ON PLANS OR AS REQUIRED.
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DESIGN TOP CHORDS FOR DRAG LOADS AS NOTED. DESIGN WEB MEMBERS FOR IN PLANE
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SHEAR FORCES AS NOTED. ONE THIRD INCREASE MAY NOT BE USED FOR LATERAL LOADS IN
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COMBINATION WITH GRAVITY LOADS. VERIFY ALL MECHANICAL, ELECTRICAL, AND OTHER
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SPECIAL LOADS WITH MECHANICAL, ELECTRICAL, AND OTHER SPECIAL SUB-CONTRACTORS.
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PROVIDE SPECIAL CONNECTIONS AS SHOWN OR REQUIRED. MANUFACTURER SHALL DESIGN
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END SUPPORTS FOR SHORT BEARING LENGTH AS REQUIRED.
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SUBMITTAL SHALL INCLUDE: BILL OF MATERIAL, PLACEMENT PLANS, CALCULATIONS AND
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SJI PLANT APPROVAL. A CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE IN
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WHICH THE PROJECT IS TO BE BUILT SHALL STAMP AND SIGN THE CALCULATIONS. THIS
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SAME ENGINEER SHALL REVIEW THE PLACEMENT PLANS TO ASSURE CORRELATION BETWEEN
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PLACEMENT PLANS AND CALCULATIONS. PLACEMENT PLANS SHALL SHOW MARK NUMBER,
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ORIENTATION AND LOCATION OF ALL PIECES. INCLUDE ALL DESIGN LOADS, BRIDGING AND
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BRACING REQUIREMENTS, SPECIAL CONNECTIONS AND BEARING DETAILS.
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DO NOT BEGIN FABRICATION UNTIL SUBMITTAL HAS BEEN REVIEWED. OBTAIN WRITTEN
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APPROVAL TO FABRICATE PRIOR TO SUBMITTAL OF CALCULATIONS. CONTRACTOR WILL BE
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RESPONSIBLE FOR ANY DISCREPANCIES BETWEEN BILL OF MATERIAL AND CALCULATIONS.
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COORDINATE WORK WITH STRUCTURAL STEEL FABRICATOR. MANUFACTURER SHALL BE A SJI
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APPROVED PLANT WITH AT LEAST 5 YEARS EXPERIENCE.
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ON COMPLETION OF THIS WORK SUBMIT 2 COPIES OF THE FINAL REVISION OF THE SHOP
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DRAWING PLANS FOR THE ENGINEER'S AND OWNER'S PERMANENT RECORD. DESIGN ALL JOISTS
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FRAMING LUMBER
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GRADES & STRESSES SHALL CONFORM WITH "WESTERN LUMBER GRADING RULES '91", WWPA
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OR "STANDARD NO. 17 GRADING RULES FOR WEST COAST LUMBER", 1991, WCLB. ALL
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LUMBER S4S AND S-DRY UNLESS NOTED OTHERWISE.
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UNLESS NOTED OTHERWISE, USE THE FOLLOWING:
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SPECIES GRADE BASE VALUE Fb
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VISUALLY GRADED DIMENSION LUMBER
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(2" TO 4" THICK BY 2" & WIDER)
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JOISTS & RAFTERS - TYPICAL DOUG FIR #2 875 PSI
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PLATES & LEDGERS DOUG FIR #2 875 PSI
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BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT
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WASHERS. ALL BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS.
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ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED.
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USE STANDARD LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF-N-
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105B FOR ALL NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE REQUIRED
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PENETRATION IN PLYWOOD DIAPHRAGMS. PROVIDE MIN. NAILING PER IBC TABLE
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2304.9.1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND CONNECTORS ARE SIMPSON.
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OTHER MANUFACTURERS WITH ICBO APPROVED LOAD CAPACITIES EQUAL TO OR GREATER THAN
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THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY
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MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS
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APPROVAL, EXCEPT THAT 1-INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND
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PLATES --NO MORE THAN ONE HOLE EVERY 6-INCHES.
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PLYWOOD (PANELIZED ROOF)
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CONFORM WITH PRODUCT STANDARD P.S. 1-95 AND NER-108 (APA). ALL PANELS RATED
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EXPOSURE 1. SEE PLANS FOR NAILING SPACING.
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5/8" CDX (5 PLY) ON ROOF (IDENTIFICATION INDEX 40/20). MINIMUM NAILING UNLESS
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INDICATED OTHERWISE ON ROOF PLAN, IS 10d (.148" DIAMETER) COMMON NAILS AT 6"
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O/C ALL PLYWOOD EDGES AND 12" O/C AT INTERMEDIATE SUPPORTS. PROVIDE 1-5/8"
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MINIMUM PENETRATION IN DOUGLAS FIR AND 2" MINIMUM IN OTHER SPECIES. CONTRACTOR
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TO NOTIFY ENGINEER FOR NAILING REVIEW PRIOR TO ROOFING.
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WINDOW WALLS
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WINDOW WALL SHOP DRAWINGS WITH CALCULATIONS, ALL STAMPED AND SIGNED BY A
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LICENSED WASHINGTON STATE STRUCTURAL ENGINEER, SHALL BE SUBMITTED TO ARCHITECT
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FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL SHOW ALL ADDITIONAL
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FRAMING, BRACING, CONNECTIONS, ETC., REQUIRED FOR WINDOW WALL SUPPORT. A
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LETTER SHALL BE SENT TO THE CITY FROM ENGINEERS NORTHWEST STATING THAT THE SHOP
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DRAWINGS AND CALCULATIONS FOR THE WINDOW WALLS HAVE BEEN REVIEWED AND ARE
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COMPATIBLE WITH THE BASIC STRUCTURE.
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SUSPENDED CEILINGS
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CEILING SYSTEMS AND THEIR CONNECTIONS TO THE BUILDING STRUCTURE SHALL BE
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DESIGNED AND CONSTRUCTED TO RESIST THE LATERAL FORCES SPECIFIED IN CHAPTER 16
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OF THE INTERNATIONAL BUILDING CODE.
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INSPECTIONS
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INSPECTIONS ARE TO BE PER IBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT
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TESTING LAB.
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FOUNDATION: INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS.
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CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED BY CODE, VERIFY SLUMP,
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STRENGTH, AIR CONTENT, PLACEMENT OF CONNECTIONS AND ANCHOR
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REINFORCING: VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH
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APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE, GRADE, AND
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SPACING.
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CONC. EXPANSION & COPY OF ICBO REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED
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MASONRY ANCHORS & MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE
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DRILLED IN DOWELS: SYSTEM INSTALLATION IS IN ACCORDANCE WITH REPORT.
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WELDING: PER AWS, SECTION 6. INCLUDES WELDING OF REINFORCING AND
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DECK. INSPECT THE FOLLOWING PRIOR TO WELDING: PERSONNEL
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QUALIFICATIONS, WELDING PROCEDURES, WELDING EQUIPMENT,
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WELDING CONSUMABLES, BASE METAL QUALITY, JOINT PREPARATION
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AND FIT-UP, PREHEAT, WELDING CONDITIONS. DURING WELDING
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INSPECT THE FOLLOWING: TACK WELD QUALITY, WELD PROCEDURES,
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INTERPASS TEMPERATURES, CONSUMABLE CONTROLS, INTERPASS
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CLEANING, VISUAL INSPECTION, NDT, IF REQUIRED. AFTER
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WELDING INSPECT THE FOLLOWING, IF REQUIRED: CONFORMITY TO
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PLANS AND SPECIFICATIONS, CLEANING, VISUAL INSPECTION, NDT,
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REPAIRS INSPECTION, POST WELD HEAT TREATMENT,
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DOCUMENTATION. NDT IS REQUIRED FOR ALL COMPLETE
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PENETRATION WELDS - SHOP & FIELD. VISUAL INSPECTION IS
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REQUIRED FOR ALL OTHER FIELD WELDS.
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PLYWOOD ROOF: CALL BLDG. DEPT. AND ENGINEER FOR NAILING REVIEW PRIOR TO
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ROOFING OR COVERING WALLS.
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WELDHEAD STUDS: VERIFY THAT STUDS ARE PROPERLY INSTALLED BOTH IN FIELD AND
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ON SHOP FABRICATIONS. INSPECTION SHALL INCLUDE BENDING A
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MINIMUM OF TWO STUDS AT EACH SET UP IN ACCORDANCE WITH TRW
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NELSON'S RECOMMENDATIONS.
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LIGHT GAGE VERIFY SIZE, GAGE AND SPACING. INSPECT WELDING. VERIFY
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STEEL FRAMING: CERTIFICATION OF WELDERS.
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SHOP DRAWINGS
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SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO
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ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND
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PRIOR TO FABRICATION FOR: STRUCTURAL STEEL, MISCELLANEOUS STEEL, REINFORCING
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STEEL AND TRUSSES. "SHOP DRAWINGS ARE AN ERECTION AID, AND STRUCTURAL DRAWINGS
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SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...".
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SPECIAL CONDITIONS
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CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE
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SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR
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SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION.
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NOTE TO MECHANICAL AND ELECTRICAL TRADES
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CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL
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HANGERS SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN
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EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE
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PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED TO
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ENGINEERS NORTHWEST FOR APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS
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EQUIPMENT. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE
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BY THE SUPPLIER OF THAT EQUIPMENT. IF THE BUILDING DEPARTMENT REQUIRES A
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SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS, IT WILL BE THE RESPONSIBILITY
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OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL.
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SPRINKLER SUPPORT NOTES
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1a. ALL SPRINKLER PIPE LARGER THAN 3" NOMINAL DIAMETER IS TO BE CONSIDERED A
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"MAIN" FOR THE PURPOSE OF THESE NOTES.
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b. THE BIDS FOR BOTH THE SPRINKLER & JOISTS ARE TO INCLUDE ALL HANGERS,
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BRACES, ETC., AND ACCOUNT FOR THE LOADS INDICATED.
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2a. ALL MAINS RUNNING PERPENDICULAR TO THE JOISTS ARE TO BE VERTICALLY
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SUPPORTED NO FARTHER APART THAN AT EVERY OTHER JOIST.
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b. EACH JOIST THAT IS CROSSED BY A MAIN IS TO BE DESIGNED FOR THE VERTICAL
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SUPPORT LOAD BASED ON SUPPORTS AT EVERY OTHER JOIST.
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3. ALL MAINS RUNNING PARALLEL TO THE JOISTS MUST BE:
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b. MUST BE SUPPORTED AT 10'-0" O/C MAXIMUM.
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4. USE THE FOLLOWINGS WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN:
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PIPE WT. PER
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SIZE FOOT HANGER VERTICAL LOAD EXAMPLE:
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8" 51# GIVEN: 8" DIAMETER MAIN TRUSSES @ 5' O/C
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6" 32# FIND: HANGER DESIGN LOAD
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5" 24# SOLN: 51#/FT X 10' = 510#
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4" 17# ADDN'L PER NFPA #13 = 250#
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3-1/2" 14# = 760#/HGR
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ALL HANGERS TO BE DESIGNED, SUPPLIED & INSTALLED BY THE SPRINKLER
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SUPPLIER.
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5. FOR SEISMIC ZONES SPRINKLER LATERAL SWAY BRACING (AT 90 DEGREES TO MAIN)
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a. SPACED A MAXIMUM OF TWICE THE VERTICAL SUPPORT SPACING.
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b. BRACED FROM THE MAIN TO A ROOF STRUCTURAL MEMBER WITH CONNECTIONS DESIGNED
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& INSTALLED BY THE SPRINKLER SUPPLIER.
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c. DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT OF HALF THE WATER
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FILLED PIPE WEIGHT TIMES THE SWAY BRACE SPACING.
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6. THE SPRINKLER DESIGNER IS TO PROVIDE THE CONTRACTOR, ARCHITECT & THE STEEL
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JOIST SUPPLIER WITH DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH
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DESIGN LOADS, SO THESE LOADS CAN BE DESIGNED INTO THE JOISTS, ETC.
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7. THE ROOF DESIGNER TO PROVIDE AND INSTALL ADDITIONAL BRACES TO TAKE THE
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SWAY BRACE LOAD FROM THE SWAY BRACE INTO THE ROOF LATERAL RESISTING
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ABBREVIATIONS
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ARCH. = ARCHITECT M.F.R. = MANUFACTURER
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BAL. = BALANCE N.F. = NEAR
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B. OR BOT. = BOTTOM N.T.S. = NOT TO SCALE
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BTWN. = BETWEEN O/C = ON CENTER
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BLDG. = BUILDING O.F. = OUTSIDE FACE
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B.O.C.A. = BUILDING OFFICIALS O.S. = OUTSIDE
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CODE ADMINISTRATORS O.T.O. = OUT TO OUT
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BRG. = BEARING REINF. = REINFORCING
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C.I.P. = CAST IN PLACE REM. = REMAINDER
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C.J. = CONSTRUCTION JOINT R.O. = ROUGH OPENING
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CLR. = CLEAR SECT. = SECTIONS
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CMU = CONCRETE MASONRY SIM. = SIMILAR
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UNIT S.J. = SHRINKAGE JOINT
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COL. = COLUMN STL. = STEEL
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CONC. = CONCRETE SW = SHEARWALL
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C.S.J. = CLOSURE STRIP JOINT SYMM. = SYMMETRICAL
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EA. = EACH T. = TOP
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E.E. = EACH END T.O. = TOP OF
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E.F. = EACH FACE T.O.B. = TOP OF BEAM
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E.J. = EXPANSION JOINT T.O.F. = TOP OF FOOTING
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EL. OR ELEV. = ELEVATION T.O.S. = TOP OF STEEL
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E.N.W. OR ENW = ENGINEERS NORTHWEST TOP OF SLAP
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F.O. = FACE OF TYP. = TYPICAL AT ALL
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EQ. = EQUAL SIMILAR PLACES
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E.S. = EACH SIDE U.B.C. = UNIFORM BUILDING
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E.W. = EACH WAY CODE
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F.O.C. = FACE OF CONCRETE U.N.O. = UNLESS NOTED
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F.O.S. = FACE OF STUD OTHERWISE
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F.O.W. = FACE OF WALL = VERTICAL EACH FACE
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FTG. = FOOTING VERT. = VERTICAL
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GA. = GAGE V.F.F. = VERTICAL FAR FACE
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GALV. = HOT DIP GALVANIZED VFY = VERIFY
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G.W.B. = GYPSUM WALL BOARD V.I.F. = VERTICAL INSIDE
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H. OR HORIZ. = HORIZONTAL FACE
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I.B.C. = INTERNATIONAL BUILDING V.N.F. = VERTICAL NEAR FACE
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CODE V.O.F. = VERTICAL OUTSIDE
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I.C.B.O. = INTERNATIONAL FACE
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CONFERENCE OF W/ = WITH
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BUILDING OFFICIALS W/O = WITH OUT
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I.F. = INSIDE FACE W.H.S. = WELD HEAD STUD
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INC. = INCLUDING @ = AT
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= CENTER LINE
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K = KIP (1000 POUNDS) = PLATE
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L.W. = LONG WAY
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L.L.H. = LONG LEG HORIZONTAL
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L.L.V. = LONG LEG VERTICAL
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S6.2 PANEL DETAILS/SECTIONS
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S3.3 FUTURE MEZZANINE FRAMING PLAN & SECTIONS
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S2.2 FOUNDATION SECTIONS
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REBAR LAP SPLICE SCHEDULE
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f'c=3000 psi
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BAR SIZE
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f'c=6000 psi (TILT-UP PANEL)
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%%uNOTES:
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1.) REF: ACI 318-02
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2.) LAP SPLICE CLASS B
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H.S.S. ROUND SHAPES ASTM A 500, GRADE B (Fy=42,000 PSI)
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S4.1 FIRE SPRINKLER PENETRATIONS
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& JOIST GIRDERS FOR 7 PSF NET UPLIFT.
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S4.2 ROOF ACCESS LADDER SECTIONS
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a. WILL BE PLACED AT A 2'-6" OFFSET FROM HALFWAY BETWEEN JOISTS ON
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TRAPEZED SUPPORTS.
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GENERAL NOTES
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revision
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130 LAKESIDE SEATTLE, WA 98122 206 325 2553
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REVISION
14042000-03
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[PER PLAN]
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<PER PLAN>
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~w" = 1'-0"
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PER PLAN
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~w" BRG. ~P w/
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2- ~w"%%C BOLTS
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P.C. PNL. PER ELEV.
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H.S.S. COLUMN PER PLAN
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4x6 BETWEEN JOIST
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PER PLAN
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[PER PLAN]
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<PER PLAN>
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SECTION B-3.2 & B-3.2A
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~w" = 1'-0"
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P.C. PNL. PER ELEV.
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2- ROWS 10d COMMON @ 4"oc
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ADD 2 ROWS 10d @ 4"oc EA. ROW
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WHEN PLYWOOD JOINTS
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DO NOT ALIGN w/ 4x, TYP.
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ACROSS JOISTS @ 4x, TYP.,
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(ALT.: 4- #4 CONT.)
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4x6 D.F. #2 @ 6'-0"oc
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EXTEND BETWEEN JOISTS
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PER PLAN w/2x BETWEEN
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~<8x4x~w" CONT. (~<5x5x~w @ B-3.2A)
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LH JOIST PER PLAN
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2- #5 CONT.
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4 EQ. SPACES
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3~8" T.O.
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~w" = 1'-0"
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~w" = 1'-0"
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~w" = 1'-0"
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PER TYPICAL FRAMING
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[PER PLAN]
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~w" CLR.
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~8" KERF. ~P w/
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2- ~w"%%c ERECTION BOLTS
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H.S.S. COLUMN PER ELEVATION
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w/ ~4" CAP ~P
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BEAM PER
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ELEVATION
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[PER PLAN]
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4x D.F. NAILER. MATCH FLANGE
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WIDTH w/ ~w"%%C CARRIAGE BOLTS
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@ 16"oc STAGGERED EACH SIDE
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OF WEB & ADD BOLTS 6" FROM
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BEAM PER PLAN
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& ELEVATION
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EACH SIDE OF BEAM @
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~4- PTS. OF SPAN PER PLAN
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LH JOISTS PER PLAN
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4- ROWS 10d COMMON @
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4"oc (2 ROWS EACH SIDE
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OF BM. WEB)
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4- ROWS 10d @ 4"oc
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4x10 P.T. DF#2 ~P w/
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~w"%%Cx12" CARRIAGE BOLTS
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@ 12"oc @ ~C
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%%uNOTE:
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BALANCE PER
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SECTION C-3.1
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[PER PLAN]
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~C EMBED
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~C BEAM/ P.C. PILSTER
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P.C. PANEL PER PLAN
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w/ REINF. PER ELEV.
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COPE FLANGES ONE SIDE
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FOR WELD ACCESS IF/AS REQ'D.
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W- SECTION PER PLAN
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~P STIFFENERS ~5"x4"x0'-8"
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(3 EACH SIDE) FIELD INSTALL
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FOLLOWING F.P. WELD INSP.
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~P ~0" w/
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2- ~w"%%C ERECTION BOLTS
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P.C. PILASTER PER PLAN
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~w" = 1'-0"
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EACH BRACE
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~P ~w"x16"x1'-8" w/ 4- ~w"%%C WTS
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@ 7"GA. & 10"oc & 4- #7 V. x 3'-6"
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@ 9"oc EACH WAY
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ANGLE CONT., NO SPLICE, TYP.
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6'-0" AND WITHIN 2'-0" @
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~w" = 1'-0"
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1" CLR. MAX.
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SHIM AS/IF REQ'D. IN VICINITY OF
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BALANCE PER
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SECTION D-3.1
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GIRDER CONN.
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PER SECTION D-3.1
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WALL TO GIRDER CONN. TYPICAL
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ENDS w/ 4- ~w"%%cx6" W.H.S. @
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10" GA. VERT. & 8"GA. HORIZ.
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FLAT BAR ~4"x3~8" w/
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6- ~0"%%Cx4" LAG SCREWS @
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6"oc @ ~C @ EACH 4x6
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PER PLAN. (DRILL ~7"%%c PILOT
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HOLES REQ'D. ALL LAGS)
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WELD PRIOR TO INSTALLING NAILER
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OR PROVIDE FIRE
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WATCH AS REQ'D.
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W- SECTION PER PLAN
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COPE FLANGE ONE SIDE
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AS/IF REQ'D. FOR WELD ACCESS
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SIMPSON MSTC66 STRAP
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U.N.O. (w/ 10d COMMON
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NAILS) NO EXCEPTIONS.
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TRANSVERSE GIRDER SUPPORT PER
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SECTION F-3.1 (GIRDER NOT SHOWN)
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PER ELEVATIONS
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~P ~8"x8"x1'-9"
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~C PLATE
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%%uNOTE:
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WHERE SHOWN PER PLAN.
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~P ~6"x3"x0'-10" @ TYP.
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COND. ~P ~8" x3"x1'-10"
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@ SIM. COND.
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~P ~8"x8"x2'-0" @ ~C PLACE
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ELEVATED JOIST FOR BLKG. NAILING.
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PRIOR TO JOIST. PLACE TAPERED
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STIFFENER PER PLAN HOLD
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~2" CLR. TO CONC. WALL
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~P ~6" TO
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& GIRDER
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~<8x4x~w CONT.
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~<8x4x~w CONT.
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TOP CHORD
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PER PLAN
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STABILIZER ~P
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~P ~w"x9"x2'-0" @ ~C
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PANEL w/ 3 SETS OF ~P
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~0"x7"x8" @ 7"oc w/
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4- #7x6'-0" @ 3"GA. THUS:
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PER PLAN
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%%uCONSTRUCTION SEQUENCE
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1.) ERECT W36 GIRDERS
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2.) INSTALL ~P ~0" & WELD
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3.) INSTALL ~P ~8" & WELD
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4.) ERECT W30
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%%uNOTE:
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AT GRIDS D & F
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POSITION PLATES &
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REBAR TO MATCH ROOF
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SLOPE THUS:
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GIRDER TOP CHORD,
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GIRDER SEAT AND
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COLUMN NOT SHOWN
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~P ~w"x12"
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w/ 2- ~w"%%C BOLTS @ 6"GA.
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4x6 BLOCKING PER SECT. J-3.1, TYP.
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4x6 BLKG. PER SECTION
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J-3.1 REQ'D. ONLY
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[PER PLAN]
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<PER PLAN>
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~P ~0"x2'-2"x1'-8"
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@ EACH BEAM w/
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6- ~w"%%cx6" W.H.S. @
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12"GA. VERT. &
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8"GA. HORIZ.
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(4x6 PER J-3.1 @ SECT.
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3x NAILER (MATCH FLANGE
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WIDTH) w/ BOLTS PER D-3.2
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G-3.2A 2 ROWS, 10d @ 4"oc)
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STEEL BEAM PER PLAN
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~6" ~P w/ 2- ~w"%%C BOLTS
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~<5x5x~w CONT. TYP.
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COPE ANGLE & BEAM AS REQ'D. TYP.
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~<3x3x~4 BRACE STAGGERED
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TO TOP CHORD PANEL POINT
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REINF. PER SECT. A-3.1
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EMBED ~P ~0"x1'-8"x2'-6"
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w/ 6- ~w"%%cx6" W.H.S. @
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12"GA. EACH WAY
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2- #4x4'-0" TIED TO W.H.S., TYP.
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1'-0"x~0"x1'-2" EMBED ~P @
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MODULE TO LOCATE @ EACH 4x6
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PER PLAN. (INSTALL w/ SPECIAL
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INSPECTION)
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%%uNOTE:
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1/3 - POINTS OR 5'-0"oc MAX.
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SPACING BETWEEN BEAMS @
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4" MIN. BEAM BEARING
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TYPICAL SPLICE DTL. @ PNL JOINT
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~C JOINT & SPLICE ~P
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3 SIDES TYP.
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EACH END
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3"x~r"x1'-6" SPLICE ~P, TYP.
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%%uNOTE:
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GRID E - 18
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PROVIDE EMBEDED PLATE
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PER SECTION B-3.2
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EACH SIDE OF CORNER
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PANEL JOINT @
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%%uNOTE:
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AT GRID G & 16.5 LOCATION,
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PROVIDE WELD ~P PER SECTION
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E-3.1 WELDED TO EMBED ~P EACH
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SIDE OF PANEL JOINT w/ ~4"
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FILLET WELD @ TOP & SIDES
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SECTION G-3.2 & G-3.2A
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~w" = 1'-0"
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%%uNOTE:
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SLOPE EMBED BRG. ~P SOUTH OF
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GRID 15 AS REQ'D. TO MATCH ROOF
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BEAM SLOPE @ 3 LOCATIONS: GRID
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D - 15, F - 15 & G - 15
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PROVIDE EMBED ~P's SPACED @
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SECTION B-3.2A (ANGLE WALL)
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ROOF FRAMING SECTIONS
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revision
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130 LAKESIDE SEATTLE, WA 98122 206 325 2553
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REVISION