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LIST OF ABBREVIATIONS
A.B. ANCHOR BOLT
ACI AMERICAN CONCRETE INSTITUTE
ADD'L. ADDITIONAL
AESS ARCHITECTURAL EXPOSEDSTRUCTURAL STEEL
AISC AMERICAN INSTITUTE OF STEELCONSTRUCTION INCORPORATED
ALT. ALTERNATE
ALUM. ALUMINUM
ARCH. ARCHITECT
ASCE AMERICAN SOCIETY OF CIVILENGINEERS
ASTM AMERICAN SOCIETY FORTESTING AND MATERIALS
AWS AMERICAN WELDING SOCIETY
BLDG. BUILDING
BOT. BOTTOM
BRBF BUCKLING RESTRAINED BRACEDFRAME
C.G. CENTER OF GRAVITY
C.I.P. CAST IN PLACE
C.J. CONTROL JOINT
C.J.P. COMPLETE JOINT PENETRATION
CL CENTERLINE
CLR. CLEAR
CMU CONCRETE MASONRY UNIT
COL. COLUMN
CONC. CONCRETE
CONN. CONNECTION
CONST. CONSTRUCTION
CONT. CONTINUOUS
db BAR DIAMETER
DBA DEFORMED BAR ANCHOR
DET. DETAIL
DIA., Ø DIAMETER
DIAG. DIAGONAL
D.L. DEAD LOAD
DWG. DRAWING
ELEC. ELECTRICAL
EL. ELEVATION
EQ. EQUAL
EXIST., (E) EXISTING
EXP. EXPANSION
EXT. EXTERIOR
FDN. FOUNDATION
FIN. FINISH
FLR. FLOOR
FT. FOOT
FTG. FOOTING
GA. GAUGE
GALV. GALVANIZED
GL GLULAM
HORIZ. HORIZONTAL
HSS HOLLOW STRUCTURAL STEEL
IBC INTERNATIONAL BUILDING CODE
ICBO INTERNATIONAL CONFERENCEOF BUILDING OFFICIALS
I.D. INSIDE DIAMETER
IN. INCH
INT. INTERIOR
K KIPS
KSF KIPS PER SQUARE FOOT
KSI KIPS PER SQUARE INCH
LB. POUND
L.L. LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LOC. LOCATION
LONG. LONGITUDINAL
LSL LAMINATED STRAND LUMBER BEAM
LVF LOW VELOCITY FASTENER
LVL LAMINATED VENEER LUMBER BEAM
MAX. MAXIMUM
MBMA METAL BUILDING MANUFACTURERSASSOCIATION
MECH. MECHANICAL
MFR. MANUFACTURER
MIN. MINIMUM
MISC. MISCELLANEOUS
MPH MILES PER HOUR
MT MAGNETIC PARTICLE TESTING
(N) NEW
N.I.C. NOT IN CONTRACT
NOM. NOMINAL
NO. NUMBER
N.T.S. NOT TO SCALE
o.c. ON CENTER
O.D. OUTSIDE DIAMETER
OPP. OPPOSITE
OWJ OPEN WEB JOIST
PAF POWDER ACTUATED FASTENER
PART. PARTITION
P/C PRECAST
PCF POUNDS PER CUBIC FOOT
PERIM. PERIMETER
PL PLATE
PP PARTIAL PENETRATION
PSF POUNDS PER SQUARE FOOT
PSL PARALLEL STRAND LUMBER
PSI POUNDS PER SQUARE INCH
P/T POST-TENSIONED
P.T. PRESSURE TREATED
PVC POLYVINYL CHLORIDE
R, RAD. RADIUS
RCSC RESEARCH COUNCIL ONSTRUCTURAL CONNECTIONS
REF. REFERENCE
RET. RETURN
REINF. REINFORCING
REQ'D. REQUIRED
REQ'MTS. REQUIREMENTS
SCHED. SCHEDULE
S.C. SLIP CRITICAL
SCL STRUCTURAL COMPOSITE LUMBER
SIM. SIMILAR
SLRS SEISMIC LOAD RESISTING SYSTEM
S.O.G. SLAB ON GRADE
SPEC. SPECIFICATION
SQ. SQUARE
SS STAINLESS STEEL
SSMA STEEL STUD MANUFACTURERSASSOCIATION
STD. STANDARD
STRUCT. STRUCTURAL
SYM. SYMMETRICAL
THRU THROUGH
T & G TONGUE AND GROOVE
TRANS. TRANSVERSE
TJ TRUSS JOIST
TS LIGHT GAUGE TUBE STEEL
TYP. TYPICAL
U.N.O. UNLESS NOTED OTHERWISE
U.T. ULTRASONIC TESTING
VERT. VERTICAL
V.I.F. VERIFY IN FIELD
w/ WITH
WF WIDE FLANGE
w/o WITHOUT
W.P. WORK POINT
WPS WELDING PROCEDURESPECIFICATION
WWF WELDED WIRE FABRIC
N15,773
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DRAWN BY
PROJECT NO.
CHECKED BY
APPROVED BY
ISSUED FOR:
JBD
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KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
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STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
DRAWING INDEXAND LIST OF
ABBREVIATIONS
S001
68765
DECEMBER 29, 2017
FINAL CONSTRUCTIONDOCUMENTS
FINALCONSTRUCTION
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S001 DRAWING INDEX AND LIST OF ABBREVIATIONS X X
S002 GENERAL STRUCTURAL NOTES X X
S003 SPECIAL INSPECTION AND TESTING PROGRAM X X
S004 SPECIAL INSPECTION AND TESTING PROGRAM X X
S101 FOUNDATION PLAN X X
S102 CONCOURSE FRAMING PLAN X X
S103 CLUB LEVEL FRAMING PLAN X X
S104 CLUB LEVEL ROOF FRAMING PLAN X X
S401 MOMENT FRAME ELEVATIONS X X
S402 STEEL MOMENT FRAME DETAILS X X
S501 CONCRETE DETAILS X X
S601 STEEL DETAILS X X
S602 STEEL DETAILS X X
S603 STEEL DETAILS X X
DA
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ISSUE LOG KEY:' X ' ISSUED AS PART OF A SET' - ' NOT A PART OF ISSUED SET' * ' FOR INFORMATION ONLY
12/0
4/2
017
12/2
9/2
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FIN
AL C
D
# DATE DESCRIPTION
STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USEDWITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FORCOORDINATING THE REQUIREMENTS FROM THESE DRAWINGS INTO THEIR SHOP DRAWINGS AND WORK.
THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE PROJECTSPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGSSHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN,CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.
CODE REQUIREMENTS:
CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC), BASED ON THE 2012 INTERNATIONALBUILDING CODE (IBC).
TEMPORARY CONDITIONS:
THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR ISRESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THERESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES.
CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THEEFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.
RETAINING WALLS WHICH TIE TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THE UPPER SLABS REACHFULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED AT THE TOP OF THE WALL.
EXISTING CONDITIONS:
ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTORSHALL NOTIFY THE ENGINEER OF ANY SIGNIFICANT DISCREPANCIES FROM CONDITIONS SHOWN ON THEDRAWINGS.
DESIGN CRITERIA:
DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE OSSC. IN ADDITION TO THE DEADLOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS (L.L.)REDUCED PER OSSC:
DESIGN CRITERIA
GRAVITY SYSTEM CRITERIAFLOOR/ROOF SNOW LOAD 25 PSF L.L. (ALSO SEE SNOW LOAD CRITERIA BELOW)
FLOOR LIVE LOADS: UNIFORM LOAD CONCENTRATED LOAD
ASSEMBLY AREAS 100 PSF L.L. 2,000 LBS.
VERTICAL FLOOR DEFLECTION(INTERIOR)
L/360 LIVE LOAD PER OSSC TABLE 1604.3
NOTES: 1. LIVE LOADS REDUCED PER OSSC.
2. MEMBER DESIGNED FOR MORE CRITICAL OF UNIFORM ORCONCENTRATED LOAD.
SNOW CRITERIADESIGN ROOF SNOW LOAD 25 PSF MINIMUM IN ACCORDANCE WITH OSSC
SNOW DRIFT PER OSSC AS SHOWN ON PLANS
GROUND SNOW LOADPg= 10 PSF IN ACCORDANCE WITH
2007 SNOW LOAD ANALYSIS FOR OREGON
FLAT ROOF SNOW LOAD Pf = 11 PSF
SNOW EXPOSURE FACTOR Ce = 1.0
SNOW LOAD IMPORTANCE FACTOR Is = 1.0
THERMAL FACTOR Ct = 1.0
GEOTECHNICAL CRITERIADESIGN BASED ON REPORT BY: FEI INC.
RETAINING WALLS - CANTILEVERED 35 PCF (EQUIVALENT FLUID PRESSURE)
ALLOWABLE SOIL PRESSURE:
ON GRANULAR PADS TO BEDROCK 2,500 PSF
SHORT TERM LOADING 3,333 PSF
WIND CRITERIARISK CATEGORY III
MAIN WIND FORCE RESISTINGSYSTEM
Vult = 120 MPH ULTIMATE DESIGN WIND SPEED (3-SECOND GUST)
COMPONENTS AND CLADDINGS Vult = 120 MPH ULTIMATE DESIGN WIND SPEED (3-SECOND GUST)
EXPOSURE CATEGORY B
GUST/INTERNAL PRESSURE GCpi = +/- 0.18
SEISMIC CRITERIARISK CATEGORY III
SEISMIC DESIGN CATEGORY D
SITE CLASS C
IMPORTANCE FACTOR IE = 1.25
MCE SPECTRAL ACCELERATION Ss = 0.97 S1 = 0.35
SITE COEFFICIENT Fa = 1.1 Fv = 1.45
DESIGN SPECTRAL ACCELERATION SDS = 0.72 SD1 = 0.34
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PER ASCE 7-10, SECTION 12.8
X DIRECTION (E / W) Y DIRECTION (N / S)
SEISMIC FORCE RESISTINGSYSTEM (SFRS)
INTERMEDIATE MOMENT RESISTINGFRAMES
INTERMEDIATE MOMENT RESISTINGFRAMES
RESPONSE MODIFICATION FACTOR R = 4.5 R = 4.5
SEISMIC RESPONSE COEFFICIENT Cs = 0.2 Cs = 0.2
DESIGN BASE SHEAR 42.5 KIPS 42.5 KIPS
REDUNDANCY FACTOR rho = 1.0 rho = 1.0
DESIGN INELASTIC STORY DRIFT Δ = 5.8" Δ = 5.8"
SEISMIC FORCE-RESISTING SYSTEM:THE SEISMIC FORCE-RESISTING SYSTEM (SFRS) FOR THE COMPLETED STRUCTURE IS AS FOLLOWS:
STEEL INTERMEDIATE MOMENT FRAMES IN LOCATIONS NOTED ON THE PLANS.
REFERENCE SHEETS S401 THRU S402 FOR SFRS ELEVATIONS AND DETAILS. REFERENCE PLANS FORADDITIONAL SFRS COMPONENTS AND DETAILS.
REFER TO THE GENERAL STRUCTURAL NOTES AND PROJECT SPECIFICATIONS FOR DETAILING, INSTALLATION,TESTING AND INSPECTION REQUIREMENTS FOR MEMBERS THAT ARE PART OF THE SEISMIC FORCE RESISTINGSYSTEM (SFRS).
DESIGN AND DETAILING WAS BASED ON CRITERIA FOR SEISMIC DESIGN CATEGORY D.
STRUCTURAL OBSERVATION:
THE STRUCTURAL ENGINEER OF RECORD (SER) WILL PERFORM STRUCTURAL OBSERVATION BASED ON THEREQUIREMENTS OF THE OSSC AT THE STAGES OF CONSTRUCTION LISTED BELOW. CONTRACTOR SHALLPROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SER TO PERFORM THESE OBSERVATIONS.
STRUCTURAL OBSERVATIONS
ITEMOBSERVED BY (2)
COMMENTSAOR SER
PRIOR TO FIRST CONCRETE POUR X REF. NOTES 1,3,4,5
PRIOR TO FIRST CONCRETE DECK POUR X REF. NOTES 1,3,4,5
DURING INITIAL STEEL ERECTION X REF. NOTES 1,3,4
AS REQUIRED TO ADDRESS STRUCTURAL ISSUES X REF. NOTES 1,3,4
FOOTNOTES:
1. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE SER IN ADVANCE.2. SER - STRUCTURAL ENGINEER OF RECORD.
AOR - ARCHITECT OF RECORD.
3. A FIELD REPORT WILL BE SUBMITTED TO THE BUILDING DEPARTMENT FOLLOWING EACH SITE VISIT.
4. STRUCTURAL OBSERVATION IS FOR THE GENERAL CONFORMANCE OF THE STRUCTURAL DRAWING,SPECIAL INSPECTION IS STILL REQUIRED.
5. AFTER REINFORCING STEEL HAS BEEN INSTALLED.
SPECIAL INSPECTION AND TESTING:
SPECIAL INSPECTION WILL BE PROVIDED BY THE OWNER BASED ON THE REQUIREMENTS OF THE OSSC ASSUMMARIZED IN THE SPECIAL INSPECTION AND TESTING PROGRAM ON THE SHEETS TO FOLLOW. CONTRACTORSHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SPECIAL INSPECTOR TO PERFORM THESEINSPECTIONS.
SUBMITTALS:SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION OF ALLSTRUCTURAL ITEMS, INCLUDING THE FOLLOWING:
SUBMITTALS
ITEM SUBMITTAL (1,4)DEFERRED
SUBMITTAL (2,4)COMMENTS
CONCRETE MIX DESIGNS XCONCRETE REINFORCEMENT XCONCRETE ANCHORAGES XPRECAST CONCRETE MEMBERS X
STRUCTURAL STEEL XSTEEL WELDING PROCEDURES XSTEEL DECKING X
GLUE-LAMINATED MEMBERS X
STAIRS, LADDERS, AND RAILINGS X X
FOOTNOTES:
1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION OFSTRUCTURAL ITEMS. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURALDRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THESTATE OF OREGON. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECTAND ARE SUBJECT TO REVIEW AND ACCEPTANCE OF THE STRUCTURAL ENGINEER.
2. DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMSTHAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEERREGISTERED IN THE STATE OF OREGON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION.CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZEDEFFECTS ON STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE BASED ON THEREQUIREMENTS OF THE OSSC AND AS NOTED UNDER "DESIGN CRITERIA".
3. THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF MECHANICAL, PLUMBING, AND ELECTRICALEQUIPMENT, MACHINERY, AND ASSOCIATED PIPING WITH THE STRUCTURE. CONNECTIONS TO STRUCTURESHALL CONFORM TO ASCE 7-10 CHAPTER 13, BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OFOREGON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION.
4. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM OR ADD TO THESTRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED INTHE STATE OF OREGON AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO CONSTRUCTION.
5. THE USE OF REPRODUCTIONS OR PHOTOCOPIES OF THE CONTRACT DRAWINGS SHALL NOT BE PERMITTED.WHEN CAD OR REVIT FILES ARE PROVIDED TO THE CONTRACTOR OR SUBCONTRACTORS, IT IS THERESPONSIBILITY OF THE DETAILERS TO REMOVE ALL INFORMATION NOT DIRECTLY RELEVANT TO THE CREATIONOF THE PLACING DRAWINGS AS WELL AS ALL REFERENCES TO THE OUTSIDE SOURCE FILES.
CONCRETE:
CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE OSSC. CONCRETE STRENGTHS SHALL BE VERIFIEDBY STANDARD CYLINDER TESTS PER ASTM C39. MIX DESIGNS SHALL BE AS FOLLOWS:
CONCRETE MIX DESIGNS
USEf'c
(PSI)TEST AGE
(DAYS)
MAX. W/CMRATIO
(NOTE 1)
MAX.AGGREGATE
SIZE
SPREAD FOOTINGS 4,000 28 0.45 1"
EXTERIOR SLABS ON DECK OR GRADE, WALLS, PILASTERS 4,500 28 0.45 3/4"
TABLES NOTES:1. VERIFY WATER-CEMENTITIOUS MATERIAL RATIO WITH FLOOR COVERING MANUFACTURER FOR
CONCRETE FLOORS WITH MOISTURE SENSITIVE FLOOR COVERINGS.
2. ESTABLISH WATER-CEMENTITIOUS MATERIAL RATIO PER ACI 318-11 CHAPTER 5.3. REFERENCE EXPOSED SLAB GENERAL NOTES FOR ADDITIONAL MIX REQUIREMENTS.
4. POST-TENSIONED OR PRESTRESSED CONCRETE SHALL NOT CONTAIN MORE THAN 0.06% CHLORIDE IONSBY WEIGHT OF CEMENT.
PORTLAND CEMENT CONTENT MAY BE REPLACED UP TO 20% WITH FLY ASH CONFORMING TO ASTM C618(INCLUDING TABLE 2A) TYPE F OR TYPE C OR UP TO 50% WITH SLAG CEMENT CONFORMING TO ASTM C989,PROVIDED THAT THE MIX STRENGTH IS SUBSTANTIATED BY TEST DATA. FOR MIX DESIGNS WITH f'c = 5,000 PSI ORLESS, SLAG CEMENT MAY BE SUBSTITUTED FOR FLY ASH AT A 1:1 RATIO WITHOUT TEST DATA. WHEN SLAG CEMENTIS SUBSTITUTED IN HIGHER STRENGTH MIXES OR AT DIFFERENT RATIO, THE MIX STRENGTH MUST BESUBSTANTIATED BY TEST DATA.
A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494 USED IN STRICT ACCORDANCE WITH THEMANUFACTURER'S RECOMMENDATIONS SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES. A HIGH-RANGEWATER-REDUCING (HRWR) ADMIXTURE CONFORMING TO ASTM C494 TYPE F OR G MAY BE USED IN CONCRETEMIXES PROVIDING THAT THE SLUMP DOES NOT EXCEED 10". AN AIR-ENTRAINING AGENT CONFORMING TO ASTMC260 SHALL BE USED IN CONCRETE MIXES FOR ALL CONCRETE EXPOSED TO WEATHER. THE AMOUNT OFENTRAINED AIR BY VOLUME SHALL BE AS FOLLOWS ± 1.5%:
CONCRETE MIX AIR CONTENT
MAX. AGGREGATE SIZE CONCRETE SUBJECT TO FREEZE/THAWCONCRETE SUBJECT TO CONT.
MOISTURE AND/OR DEICING CHEMICALS
3/4" 5.0% 6.0%
CONCRETE ELEMENTS SUBJECT TO FREEZE/THAW INCLUDE ALL CURBS, SIDEWALKS, SLAB ON GRADE OR DECK,WALLS, AND PILASTERS.
THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS ALONG WITH TEST DATA COMPLIANT WITH ACI 318-11OSSC SECTION 1905 A MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE. NO WATER MAY BE ADDED TOCONCRETE IN THE FIELD UNLESS SPECIFICALLY APPROVED IN WRITING BY THE CONCRETE SUPPLIER INCONJUNCTION WITH THE CONCRETE MIX DESIGN.
WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALLBE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE PER ACI 318 SECTION 11.6.9. PROVIDE 3/4"CHAMFERS ON ALL EXPOSED CONCRETE EDGES, UNLESS NOTED OTHERWISE.
REINFORCING STEEL:
ALL DEFORMED BAR REINFORCEMENT MAY BE ASTM A615 GRADE 60 OR ASTM A706 GRADE 60.
SMOOTH WELDED WIRE FABRIC (WWF) SHALL BE ASTM A1064, UNLESS NOTED OTHERWISE. REINFORCING STEEL TOBE WELDED SHALL CONFORM TO ASTM A706. WELDING SHALL COMPLY WITH AWS D1.4. COLUMN SPIRALS SHALL BEPLAIN OR DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60. REINFORCING STEEL SHALL BE SECURELY TIED INPLACE WITH #16 ANNEALED IRON WIRE.
BARS IN SLABS SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR APPROVED METAL OR PLASTIC CHAIRS,AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1. REINFORCING STEEL SHALL BE DETAILED INACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETESTRUCTURES," ACI 315. SHOP DRAWINGS SHALL INCLUDE ELEVATIONS OF ALL WALLS AND PILASTERS SHOWING BARLOCATIONS. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULES, EXCEPT AS NOTED ONDRAWINGS. USE LAP LENGTH FOR SMALLER BAR WHEN SPLICING DIFFERENT BAR SIZES.
TYP. LAP SPLICE LENGTH SCHEDULE (IN.)
BARSIZE
BOTTOM BARS
f'c = 4,000 PSI
#4 20
#5 24
#6 28
REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS:
REINFORCING STEEL CONCRETE COVERUSE CLEAR COVER
PILASTERS 1-1/2" (TO STIRRUPS OR TIES)
EXPOSED SLABS 1-1/2" (TOP), 1" (BOTTOM)
WALLS: INTERIOR FACES 3/4"
EXPOSED TO EARTH OR WEATHER 1-1/2" (#5 AND SMALLER)
CONCRETE CAST AGAINST AND EXPOSED TO EARTH 3"
CONCRETE WALL REINFORCING:CONCRETE WALL REINFORCEMENT TO BE AS FOLLOWS, U.N.O.:
CONCRETE REINFORCING DETAILS:
CONTINUE HORIZONTAL WALL BARS THROUGH PILASTERS.
CONCRETE ACCESSORIES:
POST-INSTALLED ANCHORS SHALL BE OF THE TYPE AND PRODUCT SPECIFIED ON THE DRAWINGS OR AS FOLLOWS:
POST INSTALLED CONCRETE ANCHORSTYPE APPROVED ANCHORS
CONCRETE SCREWHILTI KWIK HUS-EZ (ICC ESR-3027)SIMPSON TITEN HD (ICC ESR-2713)
DEWALT SCREW-BOLT+ (ICC ESR-3889)
EPOXY ADHESIVE
HILTI HIT-HY 200 (ICC ESR-3187)HILTI HIT-RE 500 V3 (ICC ESR-3814)SIMPSON SET-XP (ICC ESR-2508)
DEWALT PURE110+ (ICC ESR-3298)
ALL ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONSAND PRODUCT EVALUATION REPORTS. EMBEDMENTS SPECIFIED ON DRAWINGS ARE "EFFECTIVE" EMBEDMENTS.REFERENCE MANUFACTURER LITERATURE FOR CORRESPONDING ACTUAL EMBEDMENT DEPTHS.
REQUESTS FOR ANCHOR SUBSTITUTIONS SHALL BE SUBMITTED TO THE EOR IN WRITING ALONG WITH EVIDENCEOF EQUAL OR GREATER CAPACITY TO THE SPECIFIED CONNECTION. DO NOT CUT REINFORCING IN NEW OREXISTING CONCRETE DURING INSTALLATION.
ANCHORS EXPOSED TO EARTH OR WEATHER SHALL BE PROTECTED FROM CORROSION BY HOT-DIP GALVANIZINGOR USE OF STAINLESS STEEL. PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT-DIPPEDGALVANIZED AFTER FABRICATION, UNLESS NOTED OTHERWISE.
NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES OR ANGLES FOR A MINIMUM OF 7 DAYS AFTERCASTING. IN ACCORDANCE WITH ACI 318-11 SECTION D.2.2 ADHESIVE ANCHORS SHALL NOT BE INSTALLED FOR AMINIMUM OF 21 DAYS AFTER CASTING.
STRUCTURAL STEEL:
STRUCTURAL STEEL SHALL BE:
STRUCTURAL STEELMATERIAL GRADE SHAPE
ASTM A992, GRADE 50 WIDE FLANGE SHAPES
ASTM A572, GRADE 50 PLATES WHERE NOTED
ASTM A36 CHANNELS, PLATES AND ANGLES, EXCEPT AS NOTED
ASTM A500, GRADE B (FY=46KSI) HOLLOW STRUCTURAL SECTIONS (TUBES)
ASTM A53, GRADE B (FY=35 KSI) PIPES
DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THEDESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" WITH "COMMENTARY" AND THE"CODE OF STANDARD PRACTICE", WITH EXCEPTIONS NOTED IN SPECIFICATIONS. REFERENCE SPECIFICATIONSFOR ADDITIONAL REQUIREMENTS FOR MEMBERS PART OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS).
BOLTS SHALL CONFORM TO THE ASTM AND RCSC SPECIFICATIONS FOR JOINTS USING A325 OR A490 HIGHSTRENGTH BOLTS. BOLTS SHALL BE SNUG-TIGHT UNLESS NOTED OTHERWISE.
WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION.WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE SPECIFICATION (WPS) ASREQUIRED IN AWS D1.1 AND APPROVED BY THE STRUCTURAL ENGINEER. THE WPS VARIABLES SHALL BE WITHINTHE PARAMETERS ESTABLISHED BY THE FILLER-METAL MANUFACTURER. FOR MEMBERS INCLUDED IN THESEISMIC FORCE RESISTING SYSTEM (SFRS), REQUIREMENTS OF AWS D1.8 (SEISMIC SUPPLEMENT) SHALL APPLY
ALL WELDS USED IN MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM(SFRS) SHALL BE MADE WITH A FILLER METAL THAT HAS A MINIMUM CHARPY V-NOTCH (CVN) TOUGHNESS OF 20FT-LBS AT 0 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. ALLCOMPLETE JOINT PENETRATION WELDS DESIGNATED AS DEMAND CRITICAL SHALL BE MADE WITH FILLER METALTHAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT MINUS 20 DEGREES F, AND 40 FT-LBS AT 70 DEGREES F.FOR COMPLETE JOINT PENETRATION WELDS ASSOCIATED WITH MEMBER SPLICES AND CONNECTIONS NOT PARTOF THE SFRS, WELDS SHALL BE MADE WITH FILLER METAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBSAT 40 DEGREES F.
FOR MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM,DISCONTINUITIES CREATED BY ERRORS OR BY FABRICATION OR ERECTION OPERATIONS, SUCH AS TACK WELDS,ERECTION AIDS, AIR-ARC GOUGING, AND FLAME CUTTING, SHALL BE REPAIRED AS REQUIRED BY THESTRUCTURAL ENGINEER.
WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM, UNLESS OTHERWISE NOTED.WELDING SHALL BE BY AWS CERTIFIED WELDERS
PROVIDE WEEP HOLES AT EXTERIOR CLOSED SECTIONS WHERE MOISTURE MAY ACCUMULATE.
STEEL DECK:
STEEL FLOOR DECK SHALL BE A COMPOSITE TYPE WITH RIBS AT 12" o.c. OF THE SIZE AND GAUGE INDICATED ONTHE PLANS. STEEL FLOOR DECK SHALL BE VENTED AS REQUIRED BY THE DECK MANUFACTURER BASED ON THEFLOOR COVERING OR COATING BEING USED. STEEL ROOF DECK SHALL BE 1-1/2" TYPE B OR 3" TYPE N OF THEGAUGE SHOWN ON THE PLANS. STEEL DECK SHALL CONFORM TO ASTM A653 DESIGNATION SS, GRADE 50 (Fy =50 KSI). THE GALVANIZED COATING SHALL CONFORM TO ASTM A653, G 60 AT TYPE B DECK AND G 90 AT W3DECK.
MINIMUM DECK GAUGES ARE SHOWN ON PLANS AND ARE BASED ON 3-SPAN, UN-SHORED CONDITIONS. FOROTHER SPAN CONDITIONS, DECK MANUFACTURER SHALL EVALUATE AND INDICATE SHORING AS REQUIRED.MINIMUM PROPERTIES SHALL BE AS FOLLOWS:
FLOOR DECK PROPERTIES
DECK TYPE & GAUGE I (IN^4/FT) +S (IN^3/FT) -S (IN^3/FT)
W3 - 18 GAUGE 1.213 0.752 0.768
ROOF DECK PROPERTIES
DECK TYPE & GAUGE I (IN^4/FT) +S (IN^3/FT) -S (IN^3/FT)
B - 20 GAUGE 0.219 0.230 0.237
FLOOR AND ROOF DECKING SHALL BE ATTACHED TO SUPPORTS WITH 1/2" EFFECTIVE DIAMETER PUDDLE WELDS@ 12" o.c. AT ALL SUPPORTS. SIDE LAP CONNECTIONS TO BE BUTTON PUNCH OR 1 1/2" TOP SEAM WELDS @ 36" o.c.
GLUED-LAMINATED MEMBERS:
GLUED-LAMINATED (GLULAM) MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD A190.1,AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER OR OTHER CODE- APPROVEDDESIGN, MANUFACTURING AND/OR QUALITY ASSURANCE PROCEDURES. EACH MEMBER SHALL BEAR AN AITC ORAPA-EWS IDENTIFICATION MARK OR BE ACCOMPANIED BY A CERTIFICATE OF CONFORMANCE. ONE COAT OF ENDSEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER THE SHOP OR THE FIELD.
GLULAM MEMBERS SHALL BE FRAMING (HIDDEN) OR ARCHITECTURAL (EXPOSED) APPEARANCE CLASSIFICATIONAND OF THE STRENGTH INDICATED BELOW:
GLUED-LAMINATED MEMBERS
COMBINATION SYMBOL(SPECIES)
USEFLEXURAL STRESS,
Fb (PSI)MODULUS OF
ELASTICITY (PSI)HORIZONTAL SHEAR
STRESS Fv (PSI)
24F-V4 (DF/DF) SIMPLE SPAN +2,400 / -1,850 1,800,000 265
24F-1.8E SIMPLE SPAN +2,400 / -1,450 1,800,000 265
24F-V8 (DF/DF)CONTINUOUS OR
CANTILEVER2,400 1,800,000 265
ADHESIVE SHALL BE WET-USE EXTERIOR, WATERPROOF GLUE. FIELD NOTCHING AND BORING OF GLULAMMEMBERS NOT ALLOWED UNLESS APPROVED BY SER.
GLULAM MEMBERS SHALL BE SUPPLIED TO THE PROJECT WITH BETWEEN 3,500 AND 5,000 FOOT STANDARD MILLCAMBER WITH TOLERANCES AS ALLOWED BY ANSI A190. THE DRAWINGS WILL INDICATE WHETHER OR NOTADDITIONAL CAMBER IS REQUIRED.
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ISSUED FOR:
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KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
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STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
GENERALSTRUCTURAL
NOTES
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GENERAL STRUCTURAL NOTES
# DATE DESCRIPTION
TABLE 1 - REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS
SYSTEM OR MATERIAL
INSPECTION
REMARKSOSSC CODEREFERENCE
CODE ORSTANDARDSREFERENCE
FREQUENCY (NOTE 6)
CONTINUOUS PERIODIC
SOILS
VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TOACHIEVE THE DESIGN BEARING CAPACITY
1705.6GEOTECHNICAL
REPORT
X
BY THE GEOTECHNICAL ENGINEER
VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTHAND HAVE REACHED PROPER MATERIAL
X
PERFORM CLASSIFICATION AND TESTING OF CONTROLLEDFILL MATERIALS
X
VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFTTHICKNESSES DURING PLACEMENT AND COMPACTION OFCONTROLLED FILL
X
PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVESUBGRADE AND VERIFY THAT SITE HAS BEEN PREPAREDPROPERLY
X
TABLE 2 - REQUIRED STRUCTURAL SPECIAL INSPECTIONS
SYSTEM OR MATERIAL
INSPECTION
REMARKSOSSC CODEREFERENCE
CODE ORSTANDARD
REFERENCE
FREQUENCY (NOTE 6)
CONTINUOUS PERIODIC
FABRICATORS
FABRICATORS 1704.2.5 X
SPECIAL INSPECTION IS REQUIRED FORSTRUCTURAL LOAD-BEARING MEMBERS ANDASSEMBLIES FABRICATED ON THE PREMISES OF AFABRICATOR'S SHOP PER TABLE 2 AND ASREQUIRED ELSEWHERE IN THE SPECIALINSPECTION PROGRAM. THE SPECIAL INSPECTORSHALL VERIFY THAT THE FABRICATOR MAINTAINSDETAILED FABRICATION AND QUALITY CONTROLPROCEDURES AND SHALL REVIEW FORCOMPLETENESS AND ADEQUACY RELATIVE TO THECODE REQUIREMENT. REFERENCE SECTION1704.2.5.2 FOR APPROVED FABRICATOREXCEPTION.
DEFERRED SUBMITTALS
DEFERRED SUBMITTALS X X
SPECIAL INSPECTION REQUIREMENTS FORDEFERRED SUBMITTAL ITEMS TO BE SPECIFIED BYTHE SYSTEMS ENGINEER AND INCLUDED WITHDEFERRED SUBMITTAL DOCUMENTS.
CONCRETE
GENERAL1705.31901.4
ACI 318 1.3SPECIAL INSPECTIONS OF CONCRETE SHALLCONFORM TO THE REQUIREMENTS OF SECTION1705.3 OF THE OSSC AND SECTION 1.3 OF ACI 318.
REINFORCING STEEL1910.4
1901.3.2ACI 318 3.5
ACI 318 7.1 TO 7.7X
REINFORCING TO COMPLY WITH ALL CODEPROTECTION, SPACING AND TOLERANCE LIMITS.
PLACEMENT OF CAST-IN-PLACE BOLTS1908.51909.1
X ALL BOLTS VISUALLY INSPECTED
VERIFYING USE OF REQUIRED MIX DESIGN(S)1904.21910.21910.3
ACI 318, CH. 4ACI 318 5.2-5.4
X
CONCRETE PLACEMENT, NON-SHRINK GROUT ACI 318 5.9-5.10 X
CONCRETE PLACEMENT AT COMPOSITE SLABS ASCE 9, CH. 3 X
CONCRETE CURING 1910.9 ACI 318 5.11-5.13 X
EMBEDDED ITEMS IN CONCRETE X
ALL NON-STRUCTRAL EMBEDDED ITEMS, SUCH ASCONDUITS, PIPES AND SLEEVES, SHALL BEREVIEWED FOR CONFORMANCE WITHSTRUCTURAL DOCUMENTS FOR SIZE, SPACING,LOCATION, EDGE DISTANCE AND TRIMREINFORING.
STEEL
REFERENCE TABLE 2A FOR REQUIRED SPECIAL INSPECTIONS FOR STEEL
STAINLESS STEEL
FABRICATION OF STAINLESS STEEL ELEMENTS 1705.1.1 XREFER TO INSPECTION OF FABRICATORREQUIREMENTS
MATERIAL VERIFICATION OF STAINLESS STEEL 1705.1.1 X CERTIFIED MILL TEST REPORTS
MATERIAL VERIFICATION OF BOLTS 1705.1.1 X MANUFACTURER'S CERTIFIED TEST REPORTS
MATERIAL VERIFICATION OF WELD FILLER METALS
1705.1.1AWS D1.6
SECTION 6
X MANUFACTURER'S CERTIFIED TEST REPORTS
VERIFYING USE OF PROPER WPS'S XRETAIN A RECORD OF WELDING PROCEDURESPECIFICATIONS
VERIFYING WELDER QUALIFICATIONS X RETAIN A RECORD OF QUALIFICATION CARDS
COMPLETE AND PARTIAL PENETRATION GROOVE WELDS XALL WELDS VISUALLY INSPECTED PER AWS D1.66.28.1MULTIPASS FILLET WELDS X
SINGLE PASS FILLET WELDS X
POST INSTALLED CONCRETE ANCHORS
POST INSTALLED ANCHORS INSTALLATION IN HARDENEDCONCRETE AND COMPLETED MASONRY
1908.51909.1
ACI 318: 1.3, 3.8.6 X (NOTE 8)INSPECTION REQUIREMENTS PER ICC EVALUATIONREPORT
TABLE 2A - REQUIRED STRUCTURAL STEEL SPECIAL INSPECTIONS
SYSTEM OR MATERIAL
INSPECTION
REMARKSOSSC CODEREFERENCE
CODE ORSTANDARD
REFERENCE
INSPECTION (NOTES 5 AND 6)
CONTINUOUS PERIODIC OBSERVE PERFORM
STEEL
CONTRACTOR QUALITY CONTROL REQUIREMENTS AISC 360 CHAPTERN
X XCONTRACTOR TO PROVIDE QUALITY CONTROL FORALL ITEMSINDICATED TO BE OBSERVE AND/OR PERFORM INTABLEBELOW
STEEL FABRICATION
FABRICATION OF STRUCTURAL ELEMENTS 1704.2.5.2 AISC 360 N2 XREFER TO INSPECTION OF FABRICATORREQUIREMENTS
MATERIAL VERIFICATION OF STRUCTURAL STEEL1705.2.12203.1
TABLE 1705.2
ASTM A6ASTM
STANDARDSSPECIFIED IN
CONSTRUCTIONDOCUMENTS AISC360 A3.1 AISC 360
N3.2
X CERTIFIED MILL TEST REPORTS
FOR OTHER STEEL, IDENTIFICATION MARKINGS TOCONFORM TO ASTM STANDARDS SPECIFIED IN THEAPPROVED CONSTRUCTION DOCUMENTS
TABLE 1705.2APPLICABLE ASTM
STANDARDSX MANUFACTURER'S CERTIFIED TEST REPORTS
MATERIAL VERIFICATION OF ANCHOR BOLTS ANDTHREADED RODS
AISC 360 A3.4AISC 360 N3.2
ASTMSTANDARDSSPECIFIED IN
CONSTRUCTIONDOCUMENTS
X MANUFACTURER'S CERTIFIED TEST REPORTS
MATERIAL VERIFICATION OF WELD FILLER METALS TABLE 1705.2
AISC 360 A3.5AISC 360 N3.2
APPLICABLE AWSA5 DOCUMENTS
X MANUFACTURER'S CERTIFIED TEST REPORTS
STRUCTURAL STEEL WELDING
VERIFYING USE OF PROPER WPS'S AISC 360 N3.2RETAIN A RECORD OF WELDING PROCEDURESPECIFICATIONS
VERIFYING WELDER QUALIFICATIONS 1705.2.2.1 X RETAIN A RECORD OF QUALIFICATION CARDS
COMPLETE AND PARTIAL JOINT PENETRATION GROOVEWELDS
TABLE 1705.2AWS D1.1
SECTION 6
X
MULTIPASS FILLET WELDS X
SINGLE PASS FILLET WELDS GREATER THAN 5/16" X ALL WELDS VISUALLY INSPECTED PER AWS D1.16.9
PLUG AND SLOT WELDS X
SINGLE PASS FILLET WELDS LESS THAN OR EQUAL TO5/16"
X
WELDING STAIR AND RAILING SYSTEMS 1705.2(2.5)AWS D1.1
SECTION 6X
ALL WELDS VISUALLY INSPECTED PER AWSD1.1 6.9
VERIFICATION OF FRAME JOINT DETAILS INCLUDINGMEMBER AND COMPONENT LOCATIONS, BRACING, ANDSTIFFENERS
TABLE 1705.2 AISC 360 N5.7 X
STEEL ELEMENTS OF COMPOSITE CONSTRUCTION
INSTALLATION OF COMPOSITE SLAB DECKING 1705.1.1
ICC EVALUATIONREPORT
ASCE 9 CHAPTER3
XSPECIAL INSPECTIONS APPLY TO DECKING TYPE,DEPTH, GAUGE, AND FASTENING
FLOOR DECK WELDS TABLE 1705.2AWS D1.3
SECTION 7X ALL WELDS INSPECTED PER AWS D1.3 7.1
WELDING STUDS IN STRUCTURAL DIAPHRAGMS1705.2
(2.3 and 3)
AISC 360 N6AWS D1.1
SECTION 7X
CONTINUOUS INSPECTION IS NOT REQUIREDWHEN WELDS INSTALLED WITH AN AUTOMATICALLYTIMED STUD WELDING MACHINE PER SECTION 7OF AWS D1.1(ONLY PERIODIC), 1705.2(3) ALLWELDS VISUALLY INSPECTED PER AWSD1.1 7.8.1
PLACEMENT AND INSTALLATION OF STEEL DECK
1705.2AISC 360
TABLE N6.1
X
PLACEMENT AND INSTALLATION OF STEEL HEADED STUDANCHOS
X
DOCUMENT ACCEPTANCE OR REJECTION OF STEELELEMENTS
X
HIGH-STRENGTH BOLTING
SNUG-TIGHT HIGH STRENGTH BOLT INSTALLATION 1705.2.1RCSC
SPECIFICATIONFOR STRUCTURAL
JOINTS USINGASTM A325 OR
A490 BOLTSSECTION 9
AISC 360 SECTIONM2.5
XALL CONNECTIONS VISUALLY INSPECTED ANDVERIFIED SNUG
INSPECTION TASKS PRIOR TO BOLTING
1705.2AISC 360
TABLE N5.6-1
MANUFACTURER"S CERTIFICATIONS AVAILABLE FORFASTENER MATERIALS
X
FASTENERS MARKED IN ACCORDANCE WITH ASTMREQUIREMENTS
X
PROPER FASTENERS SELECTED FOR THE JOINT DETAIL(GRADE, TYPE, BOLT LENGTH, IF THREADS ARE TO BEEXCLUDED FROM THE SHEAR PLANE)
X
PROPER BOLTING PROCEDURE SELECTED FOR JOINTDETAIL
X
PRE-INSTALLATION VERIFICATION TESTING BYINSTALLATION PERSONNEL OBSERVED ANDDOCUMENTED FOR FASTENER ASSEMBLIES ANDMETHODS USED
X
PROPER STORAGE PROVIDED FOR BOLTS, NUTS,WASHERS AND OTHER FASTENER COMPONENTS
X
INSPECTION TASKS DURING BOLTING
1705.2
AISC 360TABLE N5.6-2
RCSCSPECIFICATION
FOR STRUCTURALJOINTS USINGASTM A325 OR
A490 BOLTSSECTION 9
FASTENER ASSEMBLIES, OF SUITABLE CONDITION,PLACED IN ALL HOLES AND WASHERS
X
FASTENER COMPONENT NOT TURNED BY THE WRENCHPREVENTED FROM ROTATING
X
INSPECTION TASKS AFTER BOLTING
1705.2AISC 360
TABLE N5.6-3DOCUMENT ACCEPTANCE OR REJECTION OF BOLTEDCONNECTIONS
X
TABLE 3 - REQUIRED SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE
SYSTEM OR MATERIAL
INSPECTION
REMARKSOSSC CODEREFERENCE
CODE ORSTANDARD
REFERENCE
FREQUENCY (NOTE 6)
CONTINUOUS PERIODIC
GENERAL
DESIGNATED SEISMIC LOAD-RESISTING SYSTEMS (SLRS)1704.3.21705.11
REFERENCE GENERAL STRUCTURAL NOTES FOROUTLINE OF (SLRS) SYSTEM. REFERENCE TABLE 4FOR MATERIAL SPECIFIC INSPECTIONSREQUIREMENTS
CONCRETE
REINFORCING STEEL PLACEMENT IN SPECIAL MOMENTRESISTING FRAMESAND BOUNDARY ELEMENTS OFSPECIAL STRUCTURAL WALLS
1705.12.1 ACI 318 1.3.5 XINSPECTOR TO BE QUALIFIED TO PERFORM THESEINSPECTIONS
STEEL
REFERENCE TABLE 3A FOR REQUIRED SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE OF STRUCTURAL STEEL
N15,773
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DLAREJ
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DERETSIGER
Copyright HNTB 2015
23456789101112131415
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G
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DRAWN BY
PROJECT NO.
CHECKED BY
APPROVED BY
ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
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STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
SPECIALINSPECTION AND
TESTING PROGRAM
S003
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SPECIAL INSPECTION AND TESTING PROGRAM
# DATE DESCRIPTION
TABLE 3A - REQUIRED SPECIAL INSPECTIONS AND QUALITY CONTROL FOR SEISMIC RESISTANCE OF STRUCTURAL STEEL
SYSTEM OR MATERIAL
INSPECTION
REMARKSOSSC CODEREFERENCE
CODE ORSTANDARD
REFERENCE
QA/QC TASKS (NOTES 5,6,10)
OBSERVE PERFORM
VISUAL INSPECTION TASKS PRIOR TO WELDING
MATERIAL IDENTIFICATION (TYPE/GRADE)
1705.11.1AISC 341 TABLE
J6-1 AWSD1.8/D1.8M
X
WELDER IDENTIFICATION SYSTEM X
FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)
JOINT PREPARATION X (QA) X (QC)
NOTE 7
DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE,BEVEL)
X (QA) X (QC)
CLEANLINESS (CONDITION OF STEEL SURFACES) X (QA) X (QC)
TACKING (TACK WELD QUALITY AND LOCATION) X (QA) X (QC)
BACKING TYPE AND FIT (IF APPLICABLE) X (QA) X (QC)
CONFIGURATION AND FINISH OF ACCESS HOLES X
FIT-UP OF FILLET WELDS
DIMENSIONS (ALIGNMENT, GAPS AT ROOT) X (QA) X (QC)
NOTE 7CLEANINESS(CONDITION OF STEEL SURFACES) X (QA) X (QC)
TACKING (TACK WELD QUALITY AND LOCATION) X (QA) X (QC)
VISUAL INSPECTION TASKS DURING WELDINGWPS FOLLOWED
1705.11.1AISC 341 TABLE
J6-2 AWSD1.8/D1.8M
SETTINGS ON WELDING EQUIPMENT X
TRAVEL SPEED X
SELECTED WELDING MATERIALS X
SHIELDING GAS TYPE/FLOW RATE X
PREHEAT APPLIED X
INTERPASS TEMPERATURE MAINTAINED (MIN/MAX.) X
PROPER POSITION (F, V, H, OH) X
INTERMIX OF FILLER METALS AVOIDED UNLESSAPPROVED X
USE OF QUALIFIED WELDERS X
CONTROL AND HANDLING OF WELDING CONSUMABLES
PACKAGING X
EXPOSURE CONTROL X
ENVIRONMENTAL CONDITIONS
WIND SPEED WITHIN LIMITS X
PRECIPITATION AND TEMPERATURE X
WELDING TECHNIQUES
INTERPASS AND FINAL CLEANING X
EACH PASS WITHIN PROFILE LIMITATIONS X
EACH PASS MEETS QUALITY REQUIREMENTS X
NO WELDING OVER CRACKED TACKS X
WELDS CLEANED X
VISUAL INSPECTION TASKS AFTER WELDINGSIZE, LENGTH, AND LOCATION OF WELDS
1705.11.1AISC 341 TABLE
J6-3 AWSD1.8/D1.8M
X(D)
WELDS MEET VISUAL ACCEPTANCE CRITERIA
THE INSPECTOR SHALL PREPARE REPORTSINDICATING THAT THE WORK HAS BEENPERFORMED IN ACCORDANCE WITH THECONTRACT DOCUMENTS.
CRACK PROHIBITION X(D)
WELD/BASE-METAL FUSION X(D)
CRATER CROSS SECTION X(D)
WELD PROFILE AND SIZE X(D)
UNDERCUT X(D)
POROSITY X(D)
PLACEMENT OF REINFORCING OR CONTOURING FILLETWELDS (IF REQUIRED)
X(D)
BACKING REMOVED, WELD TABS REMOVED AND FINISHED,AND FILLET WELDS ADDED (IF REQUIRED)
X(D)
REPAIR ACTIVITIES X(D)
OTHER INSPECTION TASKS
PROTECTED ZONE - NO HOLES AND UNAPPROVEDATTACHMENTS MADE BY FABRICATOR OR ERECTOR, ASAPPLICABLE
AISC 341 TABLEJ8-1
AISC 341 D1.3AISC 341 I2.1
X(D)
THE INSPECTOR SHALL PREPARE REPORTSINDICATING THAT THE WORK HAS BEENPERFORMED IN ACCORDANCE WITH THECONTRACT DOCUMENTS.
TESTINGTABLE 4 - REQUIRED TESTING FOR SPECIAL INSPECTIONS
SYSTEM OR MATERIAL
INSPECTION
REMARKSOSSC CODEREFERENCE
CODE ORSTANDARD
REFERENCE
FREQUENCY (NOTE 6)
CONTINUOUS PERIODIC
GEOTECHNICAL
FILL IN-PLACE DENSITY OR PREPARED SUBGRADEDENSITY
1705.6
VARIES;GEOTECHNICAL
REPORT ORMINIMUM PER IBCAPPENDIX J107.5,
WHICHEVER ISGREATER
X BY THE GEOTECHNICAL ENGINEER
MATERIAL VERIFICATION
VARIES;CLASSIFICATIONAND TESTING OF
CONTROLLED FILLMATERIALS
X BY THE GEOTECHNICAL ENGINEER
CONCRETE
CONCRETE STRENGTH1705.3
ASTM C172ASTM C 31
ACI318:5.6,5.8
ASTM C39EACH 150 CY NOR LESS THANEACH 5000 SF OF SLAB ORWALL PLACED EACH SHIFT
FABRICATE SPECIMENS AT TIME FRESHCONCRETET IS PLACED
CONCRETE SLUMP ASTM C143
CONCRETE AIR CONTENT ASTM C231
CONCRETE TEMPERATURE ASTM C1064
STEEL
ULTRASONIC (UT) TESTING OF WELDS 1705.2.2AWS D1.1 6.13 &
6.14.3ALL C.J.P. WELDS 5/16" AND THICKER REQUIRE UTTESTING.
MAGNETIC PARTICLE (MT) TESTING OF WELDS 1705.2.2AWS D1.1 6.14.4AISC360 N5.5c
REQUIRED AT THERMALLY CUT ACCESS HOLESWHERE FLANGE THICKNESS EXCEEDS 2" FORROLLED SHAPES OR WHEN THE WEB THICKNESSEXCEEDS 2" FOR BUILT-UP SHAPES. REQUIREDWHERE SPECIFICALLY NOTED ON DRAWINGS ORAS DIRECTED BY KPFF AT WELDS IDENTIFIED TOBE IN QUESTION BASED ON INSPECTIONS
PRE-CONSTRUCTION TESTING OF WELDING STUDS 1705.2.2 AWS D1.1 7.7.1EACH SIZE AND TYPE OF STUD
EACH SHIFTTHIS TESTING PERFORMED BY CONTRACTOR ANDCONFIRMED BY SPECIAL INSPECTOR
STUD APPLICATION QUALIFICATION 1705.2.2 AWS D1.1 7.6NON-PREQUALIFIED
APPLICATIONSTHIS TESTING PERFORMED BY CONTRACTOR ANDCONFIRMED BY SPECIAL INSPECTOR
PRE-INSTALLATION VERIFICATION OF PRETENSIONED HIGHSTRENGTH BOLTS
1705.2.2
RCSCSPECIFICATION
FOR STRUCTURALJOINTS USINGASTM A325 OR
A490 BOLTSSECTION 7
EACH COMBINATION OFDIAMETER, LENGTH, GRADE,AND LOT TO BE USED IN THE
WORK
TABLE 5 - REQUIRED TESTING FOR SEISMICRESISTANCE SPECIAL INSPECTIONS OF STRUCTURAL STEEL
SYSTEM OR MATERIAL
INSPECTION
REMARKSOSSC CODEREFERENCE
CODE ORSTANDARD
REFERENCEDESCRIPTION/FREQUENCY
2a) k-AREA NDT AT WELDING OF DOUBLERPLATES, COINTINUTITY PLATES OR STIFFENERS
1705.12.2AISC 341
SECTION J6
WEB SHALL BE TESTED FOR CRACKS USING MT INCLUDINGBASE METTAL WITHIN 3 IN OF WELD.
MT SHALL BE PERFORMED NO SOONER THAN 48HOURS AFTER COMPLETION OF WELDING
2b) CJP GROOVE WELD NDTUT SHALL BE PERFORMED ON 5/16" THICKNESS ANDGREATER. MT SHALL BE PEROFMED ON 25% OF ALL
BEAM-TO-COLUMN CJP GROOVE WELDS.
WELD DISCONTINUITIES SHALL BE ACCEPTED ORREJECTED ON THE BASIS OF CRITERIA OF AWSD1.1/D1.1M TABLE 6.2. UT TESTING NOT REQUIREDON THICKNESS LESS THAN 5/16"
2c) BASE METAL NDT FOR LAMELLAR TEARINGAND LAMINATIONS
FOR BASE METAL THICKNESS (t) OF 1 1/2" AND GREATERAND CONNECTED MATERIAL THICKNESS OF 3/4" AND
GREATER, UT FOR DISCONTINUITIES BEHIND ANDADJACENT TO THE FUSION LINE.
ANY BASE METAL DISCONTINUITIES FOUND WITHINt/4 OF THE STEEL SURFACE SHALL BE ACCEPTEDOR REJECTED ON THE BASIS OF THE CRITERIA OFAWS D1.1/D1.1M TABLE 6.2
2d) BEAM COPE AND ACCESS HOLE NDT
MT OR PENETRANT TESTING OF WELD SPLICES ANDCONNECTIONS, THERMALLY CUT SURFACES OF BEAM
COPES AND ACCESS HOLES WHERE FLANGE THICKNESSEXCEEDS 1 1/2" FOR ROLLED SHAPES OR WHEN THE WEB
THICKNESS EXCEEDS 1 1/2" FOR BUILT-UP SHAPES
2e) REDUCED BEAM SECTION REPAIR NDT
MT SHALL BE PERFORMED ON ANY WELD AND ADJACENTAREA OF THE RBS CUT SRUFACE THAT HAS BEEN
REPAIRED BY WELDING OR ON THE BASE METAL OF THERBS CUT SURFACE IF A SHARP NOTCH HAS BEEN REMOVED
BY GRINDING
2f) WELD TAB REMOVAL SITES
AT THE END OF WELDS WHERE WELD TABS HAVE BEENREMOVED, MT SHALL BE PERFORMED ON THE SAME
BEAM-TO-COLUMN JOINTS RECEIVING UT AS REQUIREDUNDER ITEM 2b
MT OF CONTINUTITY PLATE WELD TABS REMOVALSITES IS NOT REQUIRED.
STATEMENT OF SPECIAL INSPECTION NOTES:
1. SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1705 OF THE 2014 OSSC, CONTRACT DOCUMENTS AND APPROVED SUBMITTALS.REFER TO TABLES 1 THROUGH 3 FOR SPECIAL INSPECTION AND TABLES 4 AND 5 FOR TESTING REQUIREMENTS.
2. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCYMEETING THE REQUIREMENTS OF ASTM E329 (MATERIALS). THE INSPECTION AND TESTING AGENCY SHALL FURNISH TO THESTRUCTURAL ENGINEER AND ARCHITECT A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE APPROVED BYTHE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1.
3. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTIONREPORTS.
4. THE SPECIAL INSPECTOR AND GEOTECHNICAL ENGINEER SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THEBUILDING OFFICIAL, STRUCTURAL ENGINEER, ARCHITECT, CONTRACTOR, AND OWNER. THE SPECIAL INSPECTION AGENCY SHALLSUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITHTHE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEENCORRECTED.
5 FOR STEEL INSPECTIONS PER AISC 360 AND 341 (TABLES 2A AND 3A):
QUALITY ASSURANCE (QA) IS REQUIRED FOR EACH ITEM IN TABLES UNLESS SPECIFICALLY NOTED OTHERWISE.
QUALITY CONTORL (QC) TO BE PROVIDED BY THE FABRICATOR, ERECTOR OR OTHER RESPONSIBLE CONTRACTOR AS APPLICABLE.CONTRACTOR AND SPECIAL INSPECTOR TO DOCUMENT QUALITY CONTROL AS REQUIRED IN AISC 360 SECTION N3 AND AISC 341 SECTIONJ2.
6 INSPECTION TYPES
CONTINUOUS : THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO ISPRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.
PERIODIC : THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIALINSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THEWORK.
OBSERVE : OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS. OPERATIONS NEED NOT BE DELAYED PENDING OBSERVATIONS.
PERFORM : INSPECTIONS SHALL BE PERFORMED PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM.
7 PERFORM INSPECTION PRIOR TO FINAL ACCEPTANCE OF THE ITEM FOR TEN WELDS TO BE MADE BY A GIVEN WELDER, WITH THEWELDER DEMONSTRATING UNDERSTANDING OF REQUIREMENTS AND POSSESSION OF SKILLS AND TOOLS TO VERIFY THESE ITEMS, THEPERFORM DESIGNATION OF THIS TASK SHALL BE REDUCED TO OBSERVE, AND THE WELDER SHALL PERFORM THIS TASK. SHOULD THEINSPECTOR DETERMINE THAT THE WELDER HAS DISCONTINUED PERFORMANCE OF THIS TASK, THE TASK SHALL BE RETURNED TOPERFORM UNTIL SUCH TIME AS THE INSPECTOR HAS RE-ESTABLISHED ADEQUATE ASSURANCE THAT THE WELDER WILL PERFORM THEINSPECTION TASKS LISTED
8 SPECIAL INSPECTION OF MECHANICAL POST INSTALLED ANCHORS SHALL BE IN STRICT CONFORMANCE WITH THE ICC REPORT ANDMANUFACTURERS INSTALLATION REQUIREMENTS. ANCHOR INSTALLERS SHALL BE QUALIFIED AS REQUIRED BY JURISDICTIONREQUIREMENTS.
● INSPECTION REPORTS SHALL IDENTIFY NAMES OF INSTALLERS.
● SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THAT THE ANCHORS WEREINSPECTED PER APPROVED ANCHOR EVAULATION REPORT.
9 TABLE 7 ABBREVIATIONS:
NDT - NON-DESTRUCTIVE TESTING
CJP - COMPLETE JOINT PENETRATION
MT - MAGNETIC PARTICLE TESTING
RBS - REDUCED BEAM SECTION
10 DOCUMENT (D): INDICATES CONTRACTOR AND SPECIAL INSPECTOR TO PROVIDE DOCUMENTATION IN ACCORDANCE WITH AISC 341.
CONTRACTOR RESPONSIBILITY:
THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN SEISMIC-FORCE-RESISTING SYSTEM LISTED IN TABLES 3, 3A, 4, AND 5SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OFWORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:
ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS.
1. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTSAPPROVED BY THE BUILDING OFFICIAL.
2. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTINGAND DISTRIBUTION OF THE REPORTS.
3. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION.
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DRAWN BY
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ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
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STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
SPECIALINSPECTION AND
TESTING PROGRAM
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DECEMBER 29, 2017
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FINALCONSTRUCTION
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# DATE DESCRIPTION
89
D4 D3 D2 D1
DA
DB
28
' - 6
"
22' - 0" 24' - 0" 24' - 0"
A
B B
A
B B
A
A
234.50'
234.50'234.50'
234.50'
234.50'
234.50' 234.50'
234.50'
MOMENT FRAME MOMENT FRAME
MOMENT FRAME MOMENT FRAME
MO
ME
NT
FR
AM
E
MO
ME
NT
FR
AM
E
MO
ME
NT
FR
AM
E
MO
ME
NT
FR
AM
E
HSS6x
6x1/
4
HSS6x
6x1/
4
HSS6x
6x1/
4
EL. 235.50'
EL. 235.50'
EL. 235.50'
EL. 237.30'
5
S501
TYP.
A
S401
B
S401
C
S401
D
S401
E
S401
F
S401
G
S401 H
S401
1
S501
SIM.
STAIRSBY OTHERS
6"1' - 0"
EL. 237.30'
1' -
0"
6"
2
S501
TYP.
EL. 237.30'
TYP.1
S501
TYP.
3
S501
TYP.
V.I.F.1' - 4"
6
S501
FACE OF (E)CONC. WALL
(E) FOOTING
(E) BRICK
FACE TO CL HSS10" FROM
(E) CONC. WALL
EL. 237.30'
TYP.
REF. A101 FOR LOCATIONOF CONTROL POINT
(E) GRID LINE(NO RELATIONSHIPOT NEW STRUCTURE)
6" CONC. PADw/ #4 @ 12" o.c.EACH WAYREF. ARCH.
NOTES:
1. INDICATES FOOTING TYPE. REF. BELOW FOR SCHEDULE AND 5/S501.INDICATES TOP OF FOOTING ELEVATION.
2. INDICATES TOP OF SLAB ELEVATION.
3. INDICATES EXISTING STRUCTURE.
4. FIELD VERIFY EXISTING DIMENSIONS AND ELEVATIONS.
5. INDICATES TOP OF CONCRETE ELEVATION.
EL. XXX'-XX"
X
-XX.XX'
EL. XXX.XX'
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DERETSIGER
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B
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D
E
F
G
H
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K
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M
N
P
Q
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DRAWN BY
PROJECT NO.
CHECKED BY
APPROVED BY
ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
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ON
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STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
FOUNDATION PLAN
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1/4" = 1'-0"
FOUNDATION PLAN1
FOOTING SCHEDULE
MARK
SIZE
THICKNESS REINFORCING"A" "B"
A 6' - 0" 6' - 0" 1' - 0" (7) #5 EACH WAY
B 8' - 0" 8' - 0" 1' - 6" (9) #6 EACH WAY
N
# DATE DESCRIPTION
89
D4 D3 D2 D1
DA
DB
28
' - 6
"
22' - 0" 24' - 0" 24' - 0"
(3) EQ. SPACES (3) EQ. SPACES (3) EQ. SPACES
9"
7 1
/4"
5' -
5 5
/8"
HSS6x6x3/8HSS6x6x3/8
HSS6x6x3/8
HS
S6
x6x3/8
HS
S6
x6x3/8
HS
S6
x6x3/8
HS
S6
x6x3/8
HSS6x6x3/8HSS6x6x3/8
HSS6x6x3/8
HS
S6
x6x3/8
HS
S6
x6x3/8
HS
S6
x6x3/8
HSS6x6x3/8HSS6x6x3/8
HSS6x6x3/8
HS
S6
x6x3/8
HS
S6
x6x3/8
HS
S6
x6x3/8
7"
W16x57 [12] W16x57 [12] W16x57 [12]
W14x22 [6]
W14x22 [6]
W14x22 [6]
W14x22 [6]
W14x22 [6]
W14x22 [6]
W14x22 [6]
W14x22 [6]
W14x22 [6]
W14x22 [6]
W14x22 [6]
W14x22 [6]
W14x30
W1
4x53
[1
4]
W1
4x53
[1
4]
W1
4x53
[1
4] (A
)
W14
x5
3 (
B)
W1
4x53
[1
4]
W1
4x53
[1
4]
W1
4x53
[1
4]
W1
4x53
[1
4]
W1
4x53
[1
4]
W1
4x53
[1
4]
W1
4x53
[1
4]
W14x30
W14x22
W14x22
9"
4' -
11
"
HS
S10x4x5
/16
HSS10x4x5/16
HS
S10x4x5
/16
HSS10x4x5/16
HSS10x4x5/16
HS
S10x4x5
/16HSS10x4x5/16
HSS10x4x5/16HS
S10x4x5
/16
5"
5' -
9"
3
3
3
3 3
W16x57 [12]W16x57 [12]W16x57 [12]
3W3W
3W3W
3W
3W
3W
3W
3W
3W
3W
3W44
EQ
.E
Q.
EQ
.
3W
TYP.
4' -
0"
1' -
9"
D - 1
D -
1
EL. 247.91'
7" 5' - 9" 1' - 0"
EL. 247.35'
EL. 247.91'
EL. 246.41'
W12x19 [6]
W12x19 [8]
W12x19 [8]
W12x19 [8]
W12x19 [8]
W12x1
9 [1
2]
W12x1
9 [1
2]
D - 1
3
S602
TYP.
2
S602
TYP.
1
S602
9
S602
8
S602
6
S602
4
S602
5
S602
7
S602
4
S602 SIM.OPP.
10
S602
6
S601TYP.
9
S601
9
S601
9
S601
EL. 246.75'
A
S401
B
S401
C
S401
D
S401
E
S401
F
S401
G
S401
H
S401
JOINT6" SEISMIC
JOINT6" SEISMIC
JOIN
T6" S
EIS
MIC
EL. 252.18'
TOP OF COL.
EL. 252.18'
TOP OF COL.
EL. 252.18'
TOP OF COL.EL. 252.18'
TOP OF COL.
EL. 252.18'
TOP OF COL.
SLAB EDGE BELOW
5"
9"
2' - 11 13/16"
7"
EL. 245.91'
(E) GRID LINE(NO RELATIONSHIPOF NEW STRUCTURE)
EL. 245.41'
BEAM BELOW
2' - 3 1/4"
7"
11
S602
12
S602
CONC.STAIRS
EQ. EQ.
HS
S10x4x5
/16
HS
S10x4x5
/16
6
S601
TYP.
4' -
7"
9
S601
EXTEND COLUMN UPTYP. (5) PLCS.6
S601
TYP.
TYP.
(AT GRID DA)
4
(AT GRID DB)
4
HSS10x4x5/16
W12x1
9 [6
]
3 TYP. ATW12
NOTES:
1. BEAMS ARE EQUALLY SPACED IN BAYS U.N.O.
2. BEAMS ARE CENTERED ON COLUMNS, WALLS AND/OR GRID LINES, U.N.O
3. INDICATES CONNECTION TYPE. REF. 1/S601 FOR SCHEDULES AND2, 4, AND 5/S601 FOR CONNECTION DETAILS.
4. INDICATES NUMBER OF 3/4"Øx4 1/2" HEADED STUDS EVENLYDISTRIBUTED ALONG BEAM LENGTH. REF. 8/S601 FOR TYPICALCOMPOSITE BEAM STUD SPACING DETAIL.
5. INDICATES UPWARD CAMBER AT MID SPAN.
6. INDICATES SPAN DIRECTION OF 3"-18 GA. TYPE W G 90 METAL DECKw/ 3" CONCRETE TOPPING AND #4 @ 16" o.c. EACH WAY.
7. INDICATES TOP OF SLAB ELEVATION.
8. INDICATES BOTTOM OF DECK ELEVATION U.N.O.
9. INDICATES MOMENT CONNECTION. REF. PLANS FOR DETAILS.
10. INDICATES SEISMIC (SFRS) MOMENT CONN. REF. FRAME ELEVATIONS.
11. INDICATES ABOVE.
12. INDICATES BELOW
13. INDICATES EXISTING.
14. INDICATES COLUMN BELOW.
15. INDICATES MEMBER PART OF SEISMIC FORCE RESISTING SYSTEM (SFRS).REF. GENERAL STRUCTURAL NOTES, SPECIFICATIONS, AND DETAILSFOR REQUIREMENTS.
16. REF. 10/S601 FOR TYP. COLUMN AT SLAB EDGES AND CORNERS.
X
[XX]
<X">
D - 1
(A)
(B)
(E)
EL. XXX'-XX"
EL. XXX'-XX"
XXX
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Copyright HNTB 2015
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G
H
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DRAWN BY
PROJECT NO.
CHECKED BY
APPROVED BY
ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
EG
ON
ST
AT
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NIV
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SIT
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VA
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S, O
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GO
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DATE
STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
CONCOURSEFRAMING PLAN
S102
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DECEMBER 29, 2017
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1/4" = 1'-0" S401
CONCOURSE FRAMING PLAN1 N
# DATE DESCRIPTION
K
L
M
9091929394959697
7' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 24' - 0"
20
' - 0
"1
6' -
9"
L.2
3' -
8"
(E) GL5 1/8x16 1/2
(E)
GL
5 1
/8x2
8 1
/2
(E) W27x84 (B)(E) W27x84 (B)(E) W21x44 (B)
(E)
GL
5 1
/8x2
8 1
/2
(E)
GL
5 1
/8x2
8 1
/2
HSS3x
3x1/
4
HSS3x
3x1/
4
HSS3x
3x1/
4
HSS3x
3x1/
4
HSS3x
3x1/
4
HSS3x
3x1/
4
HSS3x
3x1/
4
HSS3x
3x1/
4
HSS3x
3x1/
4
HSS3x
3x1/
4
(E) COLUMNBELOW
(E) COLUMNBELOW
(E) CMU WALLBELOW
(E) METAL BLEACHERSYSTEM
ADA PLATFORMBY OTHERS
(E)
16"
I-JO
IST
S @
19
.2"
o.c
.
(E) 16" I-JOISTS@ 19.2" o.c.
(E) GL5 1/8x24(E) GL5 1/8x24 (E) GL5 1/8x24
EL. 260.99'
5
S6036
S603
(E)
11 7
/8"
I-JO
IST
S @
32
" o
.c.
4
S603
TYP.
TYP.TYP.
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DRAWN BY
PROJECT NO.
CHECKED BY
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ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
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ON
ST
AT
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VA
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DATE
STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
CLUB LEVELFRAMING PLAN
S103
68765
DECEMBER 29, 2017
FINAL CONSTRUCTIONDOCUMENTS
FINALCONSTRUCTION
DOCUMENTS
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201
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RIG
HT
FIE
LD C
ON
CO
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SE
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MA
HA
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EX
PA
NS
ION
1/4" = 1'-0"
CLUB LEVEL FRAMING PLAN1
# DATE DESCRIPTION
K
L
M
9091929394959697
7' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 24' - 0"
20
' - 0
"1
6' -
9"
L.2HSS5x3x5/16 (B)
GL5 1/8x12 (A)
HSS5x3x5/16 (B)HSS5x3x5/16 (B)HSS5x3x5/16 (B)HSS5x3x5/16 (B)HSS5x3x5/16 (B)HSS5x3x5/16 (B)
GL5 1/8x12 (A)GL5 1/8x12 (A)GL5 1/8x12 (A)GL5 1/8x12 (A)GL5 1/8x12 (A)GL5 1/8x12 (A)
EDGE OF(E) ROOF
1 1/2"-20 GA.TYPE B METALDECK BELOW
HS
S3x3x1/4
(B
)
HSS3x3x1/4 (B)
HS
S3x3x1/4
(B
)
HS
S3x3x1/4
(B
)
HSS3x3x1/4 (B)
HS
S3x3x1/4
(B
)
(E)
11 7
/8"
I-JO
IST
S @
24
" o
.c.
3
S603
1
S603
2
S603
1 1/2"-20 GA.TYPE B METALDECK BELOW
4
S603
TYP.
3
S603
EL. 269.49' EL. 269.49'
TOP OF STEELTOP OF STEEL
EL. 269.66'
TOP OF STEEL
(E) BEARING WALL
N15,773
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EXPIRES
J AN.
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G I
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291 9
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A B D I E
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DERETSIGER
Copyright HNTB 2015
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H
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K
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P
Q
R
DRAWN BY
PROJECT NO.
CHECKED BY
APPROVED BY
ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
EG
ON
ST
AT
E U
NIV
ER
SIT
YC
OR
VA
LLI
S, O
RE
GO
N
DATE
STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
CLUB LEVEL ROOFFRAMING PLAN
S104
68765
DECEMBER 29, 2017
FINAL CONSTRUCTIONDOCUMENTS
FINALCONSTRUCTION
DOCUMENTS
DE
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201
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RIG
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ON
CO
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SE
&O
MA
HA
RO
OM
EX
PA
NS
ION
1/4" = 1'-0"
CLUB LEVEL ROOF FRAMING PLAN1
# DATE DESCRIPTION
FIRST FLR. LVL.238' - 0 7/8"
CONCOURSE LVL.245' - 10 7/8"
D4 D3
W12x72
W12x72
W16x57 [12]
CONC. WALL
3
S501
TYP.
EL. 252.18'
TYP.
TOP EACH FRAME
PROTECTED ZONE16" REF. 1/S402
S402
6
FIRST FLR. LVL.238' - 0 7/8"
CONCOURSE LVL.245' - 10 7/8"
D2 D1
W16x57 [12]
W12x72
W12x72
EL. 252.18'
TYP.
3
S501
TYP.
S402
6
FIRST FLR. LVL.238' - 0 7/8"
CONCOURSE LVL.245' - 10 7/8"
D4 D3
W12x72
W12x72
W16x57 [12]
5
S501
TYP.
TYP.S402
6
FIRST FLR. LVL.238' - 0 7/8"
CONCOURSE LVL.245' - 10 7/8"
D2 D1
W12x72
W12x72
W16x57 [12]
EL. 252.18'
TYP.
5
S5013
S501
S402
6
FIRST FLR. LVL.238' - 0 7/8"
CONCOURSE LVL.245' - 10 7/8"
DA DB
W12x72
W12x72
W14x53 [14] (A)
S501
3
S501
5
S402
2
TYP.
EL. 252.18'
W14x53 (B)33
FIRST FLR. LVL.238' - 0 7/8"
CONCOURSE LVL.245' - 10 7/8"
DA DB
W12x72
W12x72
W14x53 [14]
EL. 252.18'
S501
3
S501
5
S402
2
TYP.
FIRST FLR. LVL.238' - 0 7/8"
CONCOURSE LVL.245' - 10 7/8"
DA DB
W12x72
W12x72
W14x53 [14]
EL. 252.18'
S501
3
TYP.
S402
2
TYP.
FIRST FLR. LVL.238' - 0 7/8"
CONCOURSE LVL.245' - 10 7/8"
DA DB
W14x53 [14]
W12x72
W12x72
EL. 252.18'
S402
2
S501
3
TYP.
N15,773
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OREGON
EXPIRES
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NE
G I
S T R U C T
291 9
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A B D I E
DLAREJ
L.
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DERETSIGER
Copyright HNTB 2015
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K
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P
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DRAWN BY
PROJECT NO.
CHECKED BY
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ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
EG
ON
ST
AT
E U
NIV
ER
SIT
YC
OR
VA
LLI
S, O
RE
GO
N
DATE
STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
MOMENT FRAMEELEVATIONS
S401
68765
DECEMBER 29, 2017
FINAL CONSTRUCTIONDOCUMENTS
FINALCONSTRUCTION
DOCUMENTS
DE
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201
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1/4" = 1'-0"
MOMENT FRAME ELEVATION - GRID DAA
1/4" = 1'-0"
MOMENT FRAME ELEVATION - GRID DAB
1/4" = 1'-0"
MOMENT FRAME ELEVATION - GRID DBC
1/4" = 1'-0"
MOMENT FRAME ELEVATION - GRID DBD
1/4" = 1'-0"
MOMENT FRAME ELEVATION - GRID D4E
1/4" = 1'-0"
MOMENT FRAME ELEVATION - GRID D3F
1/4" = 1'-0"
MOMENT FRAME ELEVATION - GRID D2G
1/4" = 1'-0"
MOMENT FRAME ELEVATION - GRID D1H
# DATE DESCRIPTION
d
PROTECTED ZONE REQUIREMENTS
(1) WITHIN THE PROTECTED ZONE, DISCONTINUITIES CREATED BY FABRICATION ORERECTION OPERATIONS, SUCH AS TACK WELDS, ERECTION AIDS, AIR-ARC GOUGINGAND THERMAL CUTTING SHALL BE REPAIRED AS REQUIRED BY ENGINEER OFRECORD.
(2) WELDED SHEAR STUDS AND DECKING ATTACHMENTS THAT PENETRATE THE BEAMFLANGE SHALL NOT BE PLACED ON BEAM FLANGES WITHIN THE PROTECTED ZONE.DECKING ARC SPOT WELDS AS REQUIRED TO SECURE DECKING SHALL BEPERMITTED.
(3) WELDED, BOLTED, SCREWED OR SHOT-IN ATTACHMENTS FOR PERIMETER EDGEANGLES, EXTERIOR FACADES, PARTITIONS, DUCK WORK, PIPING OR OTHERCONSTRUCTION SHALL NOT BE PLACED WITHIN THE PROTECTED ZONE.
ZONE
16"PROTECTED
COLUMN,TYP. BEAM, TYP.
TYP.
16"PROTECTED ZONE
CAP PL 3/4 AT TOPOF EACH MOMENTFRAME COLUMN
SHEAR PLTHICKNESS tpLARGER OFBEAM WEBTHICKNESS AND3/8" MIN. TYP.w/ (2) ERECTIONBOLTS
MOMENT FRAMECOLUMNREF. ELEVATION
CONTINUITY PL
CL OF COLUMN
TYP.
16"PROTECTED ZONE
5/16
TYP. ATFLANGE
C.J.P. WEBTYP.
0.75tp
tpP.J.P. SHEARPL TO COL.
TYP.
tp-1/16
(3) SIDES TYP.
C.J.P. BEAMWEB TO COL.
FLANGEDEMANDCRITICAL
NOTES:
1. REF. FRAME ELEVATIONS FOR ALL BEAM AND COLUMNSIZES.
2. FOR LOCATIONS AND REQUIREMENTS FOR PROTECTEDZONES REF. 1/S402 AND SPECIFICATIONS .
3. FOR CONTINUITY PLATES REF. 5/S402.
4. FOR WELD ACCESS HOLE REQUIREMENTSREF. 3/S402.
5. FOR SHEAR PLATE PROFILE AND EXTENT OF WELDINGREF. 4/S402.
6. ALL PLATES TO BE ASTM A572, GRADE 50.
DEMANDCRITICAL
TYP. AT TOPAND BOT.FLANGES
GRID
EXTEND COLUMNWHERE OCCURSREF. S401
BEVEL AS REQUIREDBY AWS D1.1 FORSELECTED GROOVEWELD PROCEDURE
SLOPE TO FORM ATRANSITION BETWEENWEB AND FLANGE
CONTOUR BOTTOMOF TOP FLANGE TOPERMIT TIGHT FITOF BACKING BARS
tw = WEBTHICKNESS
W
HH
W
RR
W = GREATER OF 1.5tw OR 1 1/2" (TOLERANCE = +/- 1/4")H = GREATER OF 1.5tw OR 1" BUT NOT GREATER THAN 2".R = 3/8" RADIUS MINIMUM
NOTE:REF. SPECIFICATIONS FOR ADDITIONAL REQUIREMENTSASSOCIATED WITH DEMAND CRITICAL WELDS.
MOMENT FRAMECOLUMNREF. ELEVATION
WELD ACCESS HOLE
SHEAR PL
WELD CLEARANCE1/2" MIN.
1" MAX.
1/2
" M
AX
. T
YP
.1
/4"
MIN
.
20° MIN.40° MAX. TYP.
REF. XXX
MIN.
1"
MIN.
2"
NOTES:
1. FOR ADDITIONAL INFORMATION AND INFORMATION NOT SHOWN REF. 3/S402.
2. FOR WELD ACCESS HOLE REF. 6/S402
22
.62
°
PL tp TYP.
A
SECTION A-APLAN VIEW
A
CL OF COLUMN
0.75tp
0.75tp COLUMNWEB
C.J.P.COLUMN
FLANGES
NOTES:
1. tp= THICKER OF THE TWO BEAM FLANGES FRAMING INTO EACH SIDE OF COLUMN(TWO SIDED MOMENT CONNECTIONS) OR ONE HALF BEAM FLANGETHICKNESS FOR SINGLE SIDED MOMENT CONNECTION.
2. REF. SPECIFICATIONS FOR BACKING BAR AND WELD RUNOFF TABREQUIREMENTS.
3. PLATES TO BE ASTM A572, GRADE 50.
K1
K
MA
X.
1/2
"
MIN.1 1/2"
WF COLUMNREF. ELEVATIONS
CL OF COLUMN
WF BEAMREF. PLAN
PLAN
REF.
TO
P F
LA
NG
E
DO
NO
T W
ELD
WIT
HIN
2"
OF
NO
AT
TA
CH
ME
NT
S IN
16"
PR
OT
EC
TE
D Z
ON
E T
YP
.
CL OF COLUMN
WF COLUMNREF. PLAN
DEFORMED BARANCHORS TYP.
WF BEAMREF. PLAN
BENT PL
CL OF SPLICEAT BENT PLTYP.
PLA
N
RE
F.
NOTES:
1. FOR DECK EDGE INFORMATION NOT SHOWNREF. 10/S601.
2. FOR DECK EDGE DETAIL REF. 9/S601.
X X-XTYP.
X
X CLIP ANGLETO COLUMN
TO
P F
LA
NG
E
DO
NO
T W
ELD
WIT
HIN
2"
OF
TYP. DECK EDGE
DECK CORNER
NOTE:FOR INFORMATION NOTSHOWNREF. TYP. DECK EDGE.
16" PROJECTED ZONE TYP.
NO ATTACHMENT IN
CAP PL 3/4 AT TOPOF EACH MOMENTFRAME COLUMN
SHEAR PLTHICKNESS tpLARGER OFBEAM WEBTHICKNESS AND3/8" MIN. TYP.
MOMENT FRAMECOLUMNREF. ELEVATION
CONTINUITY PLTYP.
16"PROTECTED ZONE
5/16
TYP. ATFLANGE
DEMANDCRITICAL
TYP. AT TOPAND BOT.FLANGES
C.J.P. TYP.
C.J.P. SHEARPL TO COL.
WEB TYP.
tp-1/16
(3) SIDES TYP.
EXTEND COLUMNWHERE OCCURSREF. S401
MOMENT FRAMECOLUMN
STANDARDCONNECTION
MOMENTCONNECTIONREF. 2/S402
GRIDGRID
GRID
MOMENTCONNECTION
COLUMN FLANGEBEYOND
PLATE TO MATCH BEAMWEB THICKNESS
PLAN VIEW (SAMPLE ARRANGEMENT)
N15,773
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EXPIRES
J AN.
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G I
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291 9
REE
RU LA
A B D I E
DLAREJ
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DERETSIGER
Copyright HNTB 2015
23456789101112131415
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D
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G
H
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K
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P
Q
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DRAWN BY
PROJECT NO.
CHECKED BY
APPROVED BY
ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
EG
ON
ST
AT
E U
NIV
ER
SIT
YC
OR
VA
LLI
S, O
RE
GO
N
DATE
STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
STEEL MOMENTFRAME DETAILS
S402
68765
DECEMBER 29, 2017
FINAL CONSTRUCTIONDOCUMENTS
FINALCONSTRUCTION
DOCUMENTS
DE
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NS
ION
1" = 1'-0"
PROTECTED ZONE REQ'MTSAT MOMENT CONNECTIONS
1
1" = 1'-0"
IMRF WUF-W JOINT CONNECTION2
1" = 1'-0"
WELD ACCESS HOLE3
6" = 1'-0"
WUF-WMOMENT FRAME SHEAR PLATE
4
1 1/2" = 1'-0"
COLUMN CONTINUITY PL DETAIL5
1" = 1'-0"
DECK EDGESUPPORT AT SFRS COLUMN
7
1" = 1'-0" S401
IMRF WUF-W JOINT CONNECTION6
# DATE DESCRIPTION
CLR
.
3"
6" 1' - 0"
1' -
6"
MIN
.
DA
D1
#4 @ 12" o.c. EACHWAY EACH FACE
FINISH GRADE ATBULLPEN
SIDEWALKREF. ARCH.(NOT AT SIM.)
AT SIM.
UNDISTURBED SOILOR COMPACTED FILL
(1) #4
GRID
1
S501
3
S501
TOP OF SEAT WALL
FINISH GRADE
BOTTOM OF WALLBELOW FROST DEPTH
TERMINATE HORIZ.BARS AT FOOTING
REF. S002LAP LENGTH
WF COLUMN
GROUT BED
RUN HORIZ. BARSCONT. THROUGHPILASTERS (OR CAPDOWELS)
24x24 PILASTER
FOOTINGREF. 5/S501
EPOXY VERT. BARSINTO FOOTING WHEREOCCURS
4"
4
S501
2
S501
TOP OF FOOTINGREF. 5/S501
FINISH GRADE
SEAT WALL LOCATION
4"
TYP.1' - 0"
1/2"
1' -
6"
5/16 6
5/16 6
1 1/2" NON-SHRINK GROUT
EL. REF. PLAN
BASE PLATE 3/4xCOLUMN WIDTH
PL1/2x5 1/2EACH SIDE
MOMENT FRAMECOLUMN
1/4
1/4TYP.
3" 3"
DA
EL. REF. PLAN
(12) #6 w/ STD. 90°HOOK IN BOT. OFFOOTING
#4 TIES@ 6" o.c.
(3) #4 TIESAT TOP
3 1
/2"
3 1
/2"
3" 3"
10"
SIDEWALKREF. CIVIL
DA
D1
D2
D3
D4
AT SIM.
TIES TYP.2" CLR. TO
1
S501
3
S501
SEAT WALL
BASE PLATE ABOVE
ANCHOR RODS
OMIT WALLTHIS SIDEAT SIM.
SEAT WALLVERT. BARTYP.
SEAT WALLHORIZ. BARTYP.
2
S501
#4 TIES
(12) #6
CLR
.
3"
4"
"T"
FINISH GRADE
REF. 3/S501FOR COLUMNBASE
(12) #6
EL. REF. PLAN
BARS NOTED INFOOTINGSCHEDULE
(3) #4 TIES
REF. FOOTING SCHEDULESHOWN ON S101
GRID
GRID
TYP.
1' - 0"
WIDTH
LE
NG
TH
EDGE OFFOOTING
CONC. PLINTH
WF COLUMN
REF. PLAN
89
3/8"1/4
5 1
/2"
HSS COLUMN
APPROX. FINISHGRADE
1 1/2" NON-SHRINKGROUT
(E) FOOTING
BASE PL 3/4x12x12 w/ (4)3/4" SIMPSON TITEN HDANCHORS @ 9" o.c.
(E) BRICK
(E) CONC.WALL
N15,773
21,
OREGON
EXPIRES
J AN.
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G I
S T R U C T
291 9
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RU LA
A B D I E
DLAREJ
L.
PROFESS I ONAL
DERETSIGER
Copyright HNTB 2015
23456789101112131415
A
B
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H
J
K
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DRAWN BY
PROJECT NO.
CHECKED BY
APPROVED BY
ISSUED FOR:
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KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
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DATE
STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
CONCRETEDETAILS
S501
68765
DECEMBER 29, 2017
FINAL CONSTRUCTIONDOCUMENTS
FINALCONSTRUCTION
DOCUMENTS
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1" = 1'-0"
SEAT WALL AT BULLPEN1
1" = 1'-0"
SEAT WALL AT COLUMN2
1" = 1'-0"
MOMENT FRAME COLUMN3
1 1/2" = 1'-0"
PILASTER SECTION AT COLUMN4
1" = 1'-0" S101
FOOTING AT WF COLUMNS5
1" = 1'-0"
HSS COLUMN AT (E) WALL6
# DATE DESCRIPTION
SINGLE ROW BEARING BOLTEDBEAM CONNECTION SCHEDULE
CONNECTIONTYPE
HOLE SIZE
3 9" STANDARD HOLE
4 12" STANDARD HOLE
5 15" STANDARD HOLE
NOTES:
1. INDICATES BEARING TYPE CONNECTION WITH THREADS INCLUDED IN SHEAR PLANE (A325N).
NO. OF 3/4"ØA325 BOLTS
PLLENGTH "L"
3
4
5
X
TYP. BEAM TO BEAM DESIGNATED .
NOTE:K REPRESENTS THE LARGERK DIMENSION OF THE TWOCONNECTION BEAMS
COPE FLANGEAS REQUIRED
WF BEAMSREF. PLAN
PL 3/8x"L"REF. SCHEDULEFOR BOLTS ANDPL LENGTH
X
SC
HE
D.
("X
")R
EF
.
MAX.3/4"
FULL DEPTHSTIFFENER PL
FULL DEPTH SHEAR PL DESIGNATED .
FULL DEPTHSTIFFENER PL
XS
FULL DEPTH WELDED SHEAR PL DESIGNATED .XW
5/16
1/4
1/4(3) SIDES
1/4
1/4(3) SIDES
1/4
1/4
CLR
.1
1/2
"
"L"
2 1/2" 1 3/4"
1 1
/2"1
1/2
"
TY
P.
3"
3/4"
NOTES:
1. FOR SCHEDULE REF. 1/S601.
2. FOR INFORMATION NOT SHOWN ON AND REFERENCE CONDITION.
3. FOR WELDS AT SKEWED CONNECTIONS REF. 3/S601.
XXS XW
K < 1 1/2" 1 1/2"
K "X"
1 1/2" < K < 2" 2"
2" < K < 3" 3"
K > 3" K
12
3 5/8 < x ≤ 7
SKEW OVER 3 5/8 IN12 TO 7 IN 12
3/4
"
2 1
/2""t"
17° < Ɵ ≤ 30°
SKEWANGLE
1/2
1/4
12
x = 12
SKEW EQUALS12 IN 12
SKEWANGLE = 45°
2 1/
2"
3/8(1/4)
1/4
BEVELED SHEAR TAB
X
X
45°
12
7 < x < 12
SKEW EQUALS7 IN 12 TO12 IN 12
30° < Ɵ < 45°
SKEWANGLE
5/16
1/4
X
12
x ≤ 3 5/8
SKEW LESS THANOR EQUAL TO3 5/8 IN 12
3/4
"
2 1
/2"
"t"
ANGLE ≤ 17°
SKEW
3/8
1/4
BEVELED SHEAR TABAT CONTRACTORSOPTION
X
2 1/
2"
< 3
> 3
TYP. BEAM TO COLUMN DESIGNATED .
PLAN VIEW A-A
1" MIN."K1"
W
1/4
1/4
1/4
1/4TYP.
CL OF BEAMAND COL.
HOLD PL AWAYFROM WEB
4 1/4"
1 3/4"
DIM
.("
X")
TY
P.
1 1
/2"
TY
P.
3"
"L"
WF COLUMNREF. PLAN TYP.
TOP OF COLUMNWHERE OCCURS
1/4
1/4
X
WF BEAMREF. PLAN TYP.
"t" PL TOP AND BOTTOMREF. SCHEDULE BELOW
1/2"
3/4"
MAX.3/4"
A A
NOTES:
1. FOR INFORMATION NOT SHOWN REF. TYP. BEAM TO COLUMN DETAIL.
2. FOR PL LENGTH ("L") AND BOLTS REF. SCHEDULE 1/S601. FOR WELDS NOT SHOWN,PL THICKNESS, AND ("X") DIMENSION REF. DETAIL 2/S601.
3. FOR WELDS AT SKEWED CONNECTIONS REF. 3/S601.
MAX.3/4"
"L"
L/W RATIO "t" PL
SECTION A-A
WF BEAMREF. PLAN
1 3/4"1 3/4"
A A
DIM
.("
X")
TY
P.
3"
"L"
3/4"
HSS COLUMNREF. PLAN
1/4
1/4
CL OF BEAMAND COLUMN
NOTES:
1. FOR PL LENGTH ("L") AND BOLTS.REF. SCHEDULE 1/S601.
2. FOR WELDS NOT SHOW,PL THICKNESS, ("X") DIMENSIONAND BOLT SPACINGREF. DETAIL 2/S601.
3. FOR WELDS AT SKEWEDCONNECTIONSREF. DETAIL 3/S601.
TY
P.
1 1
/2"
CL OF BEAM
WF BEAMREF. PLAN
FLUTED DECKCLOSURE
CONCRETE OVERMETAL DECK REF.PLAN DECK SPANSOPP. DIRECTIONAT SIM. CONDITION
BEARING
2" MIN.DECK
L6x6x3/8 CONT.(OR 3/8" BENTPL) w/ #4x24"DEFORMEDBAR ANCHORS@ 24" o.c.
1/4
1/4 4-12SHOP ORFIELD ATCONTRACTOR'SOPTION
LAP SPLICE
1"
1" MIN.
REF. PLAN
1 1/2-12
GRID
3"
GUARDRAILREF. ARCH.
1/4
CUT HIGH FLUTEOF DECK ANDWELD TO BEAM OVERLAP
2" MIN.
HEADED SHEARSTUDS IN DECKLOW FLUTES
DECK REINF.REF. PLAN
WF BEAMREF. PLAN
CONCRETE OVERMETAL DECKREF. PLAN
DECK REINF.REF. PLAN
WF BEAMREF. PLAN
CONCRETE OVERMETAL DECKREF. PLAN
HEADEDSHEAR STUD
DECK PERPENDICULAR
DECK PARALLEL (CENTERED)
DECK PARALLEL (OFF-CENTER)
NOTE:FOR INFORMATION NOT SHOWN REF.DECK PARALLEL (CENTERED) DETAIL.
CONCRETE OVERMETAL DECKREF. PLAN
WF BEAMREF. PLAN
HEADEDSHEAR STUD
FLUTED PROFILEDECK CLOSUREPL AT HIGHFLUTES MIN.
2"
1"
DECK RIENF.REF. PLAN
CL OF GIRDEROR FACE OF COLUMN
CONCRETE OVERMETAL DECKREF. PLAN
WF BEAMREF. PLAN
PUDDLE WELDWHERE NOSTUDPROVIDED
CL OFSYMMETRY
PROVIDE ADDITIONALSTUDS AT ENDS TOMEET NUMBERREQUIRED INBRACKETS
NOTES:
1. THE MINIMUM NUMBER OF STUDS REQUIRED IS SHOWN AS [X]ON THE FRAMING PLANS. [X-Y-Z] INDICATES NUMBER OF STUDSON A GIRDER BETWEEN BEAM CONNECTION POINTS. NO STUDSARE REQUIRED WHERE NO DESIGNATION IS GIVEN. ADDITIONALSTUDS MAY BE REQUIRED TO MEET THE ABOVE MAXIMUMSPACING REQUIREMENTS.
2. IF MULTIPLE STUDS ARE REQUIRED IN ONE FLUTE, THETRANSVERSE SPACING SHALL BE 3" MINIMUM.
MAX.
16"
SPACING
36" MAX. STUD
CL OF SYMMETRY
WF BEAMREF. PLAN
CONCRETE OVERMETAL DECKREF. PLAN
PROVIDE ADDITIONALSTUDS AT ENDS TOMEET NUMBERREQUIRED INBRACKETS
CL OF GIRDEROR FACE OFCOLUMN
SPACING4 1/2" MIN.
STUD SPACING
36" MAX. WELD OR STUD
16" MAX.BETWEEN PUDDLE
DECK PARALLEL
DECK PERPENDICULAR
CL OFCOLUMN
WF COLUMNREF. PLAN
CLOSE GAP w/DECK CLOSURE PL
DEFORMED BARANCHOR
WF BEAMREF. PLANTYP.
BENT PL
SLAB SUPPORTANGLES
GAP1"
TYP.
6"
CL OFCOLUMN
CLOSE GAP w/DECK CLOSURE PL
WF COLUMNREF. PLAN
WF BEAMREF. PLANTYP. CL OF
COLUMN
LAP (1) #4x10'-0" w/END DEFORMEDBAR ANCHOR TYP. M
AX.1"
45.0
0°
TYP.
6"
AT CORNER COLUMN
TYPICAL
4" OVERLAP
TYP.
6"
PROVIDE 3/8" BENTPL SLAB SUPPORTANGLE BELOW
TY
P.
"X"
RE
F. P
LA
N
1/4
1/4
REF. PLAN
1/4TYP.
NOTES:
1. FOR INFORMATION NOT SHOWN AT CORNER COLUMN REF. TYPICAL DETAIL.
2. FOR FLOOR EDGE OF DECK DETAIL REF. 9/S601.
3. FOR SLAB SUPPORT ANGLE DETAIL REF. 11/S601.
PROVIDE 3/8" BENTPL SLAB SUPPORTANGLE BELOW
"X"
GAP1" MAX.
6" 6" 6" 6"
RE
F. P
LA
N
CL OFEDGEBEAM
SPLICE LOCATIONAS OCCURS
CL OFSPLICE
1/4
1/4 CLIP ANGLETO COLUMN
SEAL
1/4
"1
/4"
CL OF COLUMNAND BEAM
WF COLUMNREF. PLAN
L3x3x1/4 SLABSUPPORT
WF BEAMREF. PLANTYP.
DECK SPANDIRECTION
TYP.
NOTES:
1. SLAB SUPPORT ANGLES ARE REQUIRED AT ALL COLUMN LOCATIONS WHERETHERE IS NO BEAM OR OTHER SUPPORT FOR SLAB AT COLUMN PENETRATION.
2. IN ADDITIONTO PERMANENET SLAB SUPPORT ANGLES, THE CONTRACTORSHALL PROVIDE MISCELLANEOUS DECK SUPPORTS AT OTHER LOCATIONSREQUIRED TO MAINTAIN DECK LEVEL UNTIL CONCRETE CURES.
3. OTHER CONFIGURATIONS REQUIRING SLAB SUPPORT ANGLES INCLUDE, BUTARE NOT LINIMITED TO, THE FOLLOWING:
X
N15,773
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A B D I E
DLAREJ
L.
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DERETSIGER
Copyright HNTB 2015
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K
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DRAWN BY
PROJECT NO.
CHECKED BY
APPROVED BY
ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
EG
ON
ST
AT
E U
NIV
ER
SIT
YC
OR
VA
LLI
S, O
RE
GO
N
DATE
STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
STEEL DETAILS
S601
68765
DECEMBER 29, 2017
FINAL CONSTRUCTIONDOCUMENTS
FINALCONSTRUCTION
DOCUMENTS
DE
CE
MB
ER
29,
201
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LD C
ON
CO
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SE
&O
MA
HA
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OM
EX
PA
NS
ION
1" = 1'-0"
SINGLE ROW BEARING BOLTEDBEAM CONNECTION SCHEDULE
1
1" = 1'-0"
TYP. BOLTEDBEAM TO BEAM CONNECTION
2
3" = 1'-0"
TYP. SKEWED SHEAR PL WELDS3
1" = 1'-0"
TYP. BOLTEDWF BEAM TO WF COLUMN DETAILS
4
1" = 1'-0"
TYP. BOLTED WF BEAM TO HSS COLUMN AT
MULTIPLE SIDED CONNECTIONS5
1" = 1'-0" S102
TYP. EDGE OF DECK DETAIL9
1" = 1'-0" S102
TYP. FLOOR DECK TO BEAM DETAIL6
1" = 1'-0"
DETAIL AT DECK DISCONTINUITY7
1" = 1'-0"
TYP. COMPOSITEBEAM STUD SPACING DETAIL
8 1" = 1'-0"
DECK EDGE DETAIL AT COLUMN10
1" = 1'-0"
SLAB SUPPORT AT COLUMN11
# DATE DESCRIPTION
1/4
DB
MOMENT FRAMEBEAM BEYOND
MOMENT FRAMECOLUMN
MOMENT FRAMEBEAM
CONC. OVERMETAL DECK
HSS BEAMS
REF. 9/S601
REF. S401
4"
REF. PLAN
BEAM CL
GUARDRAIL POSTREF. ARCH.
REF. 9/S601
HSS BEAM
HSS BEAM
CONC. OVERMETAL DECK
1/4
1/4TYP.
(1/8)
TOP ANDBOT. TYP.
HSS CONNECTION PLAN VIEW
4"
REF. PLAN
1/4EACH SIDE
1/4
DB
CONC. OVERMETAL DECK
WF BEAMS
REF. 2/S602
REF. 9/S601
5
S602
NOT AT SIM.
C.J.P.
FLAT HSS BEAM
HSS BEAM BEYONDSLOPED HSS BEAM
SLOPED SLAB(SLOPE DOWNAT SIM.)
L3x3 BEYOND
SLOPE
DA
REF. PLAN 5" 3" 2" 3"
5"
4
S602
(1/4)EACH SIDE
1/4TYP.
3/16
(3) SIDESTYP.
1/4
1/4TYP.
6"
3/8" STIFFENER PLAT HSS CL
CL HSS
WF BEAM
GUARDRAILREF. ARCH. TYP.
CONT. HSS BEAM
CONC. OVERMETAL DECK
REF. 9/S601TYP.
KINKED HSSEDGE BEAM
L3x3x1/4x0'-6"EACH SIDE TYP.
HSS BEAMEACH SIDE
DA
REF. PLAN
5/16
WF COLUMN
REF. 5/S602
WF BEAM
MOMENT FRAMEBEAM
REF. 2/S402
SLOPED CONC.OVER METAL DECK
EXTEND DECK OVERTO WF BEAM
EDGE ANGLE BEYOND
CONC. OVER METALDECK AT FLAT LANDING
REF. 5/S602 FORADDITIONAL INFORMATION
DA
REF. PLAN
GUARDRAILREF. ARCH.
REF. 9/S601
GUARDRAILREF. ARCH.
CONC. OVERMETAL DECK
REF. 5/S602MOMENT FRAMECONNECTION
MOMENTFRAME BEAM
SLOPED CONC.OVER METALDECK
WF COLUMN
D11/4 3
1/4 3
WF BEAMREF. PLAN
STAIR STRINGER
DECK EDGE BEYONDPL 3/8x3
1/4 3
EACH SIDETYP.
PL 3/8x3
2"
CONNECTION TOBENT PL BYOTHERS
C12 STAIR STRINGERBY OTHERS
WF BEAMREF. PLAN
1/4 4-12
1/4 1 1/2-12
CONC. OVERMETAL DECKREF. PLAN
3/8" BENT PLw/ 1/2"Øx24" DBA's@ 24" o.c.
4"6" CLR. SEISMIC JOINT
(E) CONCOURSE
(E) RETAINING WALL
REMOVE (E) VENEER
WF BEAM
CONC. OVERMETAL DECK
REF. 9/S6.01
REF. ARCH.
1/4 2-12
1/4 2-12
D4
REF. 9/S601
PL3/8x6 CONT.
WF BEAMREF. PLAN
WF BEAMREF. PLAN
CONC. OVERMETAL DECKREF. PLAN
CAULK JOINTREF. 9/S601
CONC. OVERMETAL DECKREF. PLAN
CONT. 3/8" PL
#4 EPOXYDOWELS@ 16" o.c.
(3) #4 CONT.
6" CONC.WALL
3/4"Ø HEADED STUDS @ 24" o.c.
D4
3"
3"
CONC. OVERMETAL DECKREF. PLAN
#4 DOWELS@ 12" o.c.
#4 NOSING BARTYP.
GEOFOAM UNDERSTAIRS
4"
4"
#4 @ 12" o.c.
CONC. OVERMETAL DECKREF. PLAN
REF. 9/S601CAULK JOINT
WF BEAMREF. PLAN
WF BEAMREF. PLAN
(3) #4 CONT.
6" CONC. WALL
REF. 9/S601
#4 EPOXY DOWELS@ 16"o.c.
N15,773
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OREGON
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J AN.
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291 9
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RU LA
A B D I E
DLAREJ
L.
PROFESS I ONAL
DERETSIGER
Copyright HNTB 2015
23456789101112131415
A
B
C
D
E
F
G
H
J
K
L
M
N
P
Q
R
DRAWN BY
PROJECT NO.
CHECKED BY
APPROVED BY
ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
1
OR
EG
ON
ST
AT
E U
NIV
ER
SIT
YC
OR
VA
LLI
S, O
RE
GO
N
DATE
STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
STEEL DETAILS
S602
68765
DECEMBER 29, 2017
FINAL CONSTRUCTIONDOCUMENTS
FINALCONSTRUCTION
DOCUMENTS
DE
CE
MB
ER
29,
201
7F
INA
L C
ON
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CT
ION
DO
CU
ME
NT
S
OS
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RIG
HT
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ON
CO
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SE
&O
MA
HA
RO
OM
EX
PA
NS
ION
1 1/2" = 1'-0"
CANTILEVERED DECK AT COLUMN1
1 1/2" = 1'-0"
DECK EDGE DETAIL2
1 1/2" = 1'-0"
CANTILEVERED DECK AT BEAM3
1 1/2" = 1'-0"
HSS BEAM AT RAMP4
1 1/2" = 1'-0"
SECTION AT RAMP5
1 1/2" = 1'-0"
SECTION AT RAMP LANDING6
1 1/2" = 1'-0"
SECTION AT RAMP7
1 1/2" = 1'-0"
SECTION AT STAIR LANDING8
1 1/2" = 1'-0"
STAIR STRINGER AT LANDING9
1 1/2" = 1'-0"
SLAB EDGE AT (E) CONCOURSE10
1" = 1'-0" S102
CONCOURSE STEP DETAIL11
1" = 1'-0" S102
CONCOURSE AT STAIRS12
# DATE DESCRIPTION
L.2
(E) SOFFIT FRAMING
SIMPSON A35 ATEACH SOFFIT JOIST
2x6 LEDGER w/16d @ 12" o.c.
GLAZING REF. ARCH
HSS HEADER
GL BEAM
SIMPSON H2.5 ATEACH RAFTER
(E) ROOFSHEATHING
(E) I-JOISTRAFTER
NOTE:CONTRACTOR ISRESPONSIBLE FORTEMPORARY SHORINGTHE ROOF RAFTERSPRIORTO REMOVAL OF (E)BEAMS AND BEARINGWALL TO INSTALLNEW BEAM.
3/16
3/16 1
(3) SIDESTYP.
L2x2x1/4x0'-2"TOP AND BOTTOM TYP.
HSS COLUMN
1/8TYP.
HSS HEADER
GL BEAM
SIMPSON CCOQ5(OR FABRICATEDSIMILAR)
GLAZINGREF. ARCH.
1
S603
CLR
.
1/2
"
(E) ROOFSHEATHING
(E) I JOIST
2x6 TRIM STUD
16d @ 6" o.c. INEACH TRIM STUD
(2) #12x3" SCREWS(PAN HEAD FLUSH)TOP AND BOT.
PL 3/8x5x8
HSS HEADER
6" WALL STUDHIDDEN FORCLEARTY
GL BEAM
(E) DEFLECTIONTRACK
3/16
(N) 2x6 STUDSUNDERBEAM
PLYWOODSTRIP
L.2
GL BEAM
L.2
METAL ROOF DECK
L 2x2x1/4 SUPPORTINGDECK AROUNDPERIMETER OFVESTIBULE
HSS BEAM
L 2x2x1/4x0'-2" ONINSIDE CORNERSTYP.
(3) #12x1 1/2"(PAN HEAD FLUSH)SCREWS EACHLEG
1/4
(2) SIDESTYP.
3/16
(E) FLOOR SHEATHING
HSS COLUMN
1/8TYP.
HSS HEADER
BASE PL 3/8
3" TYP.
(3/16) 1-12
3/16 1-12
GRID L.2
BASE PL 3/8x3x9w/ (2) 1/4x4" (PANHEAD FLUSH)SCREWS
HSS POST
(E) FLOORSHEATHING
(E) BLEACHERSTRUCTURE
(E) GL BEAM
PSL 3 1/2x16" BLOCKINGBETWEEN JOISTEACH JOIST OF BEAM
(E) RIM JOIST
(E) 2x6 TOP PL
(E) WALL TRACK
(E) STUD WALL(HIDDEN FOR CLARITY)
(E) BUCKET
(E) HSS POST
3/16
EACHSIDE
L.2
BASE PL 3/8x3x9 w/(2) 1/4x4 (PAN HEADFLUSH) SCREWS
(E) RIM JOIST
(E) 2x6 PLATE
(E) WALL TOP PLATE
(E) METAL STUDWALL
(E) HSS COLUMNAND TOP PL
(E) I-JOIST
PSL 3 1/2x11 7/8BLOCKING UNDER(N) COLUMN
(E) FLOORSHEATHING
HSS COLUMN
3/16EACH SIDE
N15,773
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J AN.
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291 9
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RU LA
A B D I E
DLAREJ
L.
PROFESS I ONAL
DERETSIGER
Copyright HNTB 2015
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ISSUED FOR:
JBD
KPFF
KPFF
SHEET TITLE & NUMBER
HNTB Oregon Architecture, P.C.
One Bunker Hill601 West Fifth Street, Suite 1000Los Angeles, CA 90071(213) 403-1000 / Fax (213) 403-1001
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STRUCTURAL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 227-3251/FAX (503) 227-7980
CIVIL:KPFF Consulting Engineers111 SW Fifth Avenue, Suite 2500Portland, OR 97204PH (503) 542-3251/FAX (503) 274-4681
LANDSCAPE:Mayer / Reed319 SW Washington Street, Suite 820Portland, OR 97204PH (503) 223-5953/FAX (503) 223-8076
MECHANICAL, PLUMBING,ELECTRICAL, & LIGHTING:Systems West Engineers411 High StreetEugene, OR 97401PH (541) 342-7210/FAX (541) 342-7220
FIRE PROTECTION & CODE:FP&C Consultants inc.One Ward Parkway, Suite 200Kansas City, MO 64112PH (816) 931-3377/FAX (816) 931-3378
SOUND/ AV/ TEL:WJHW3424 Midcourt Rd, Suite 124Carrollton, TX 75006PH (972) 934-3700/FAX (972) 934-3720
12-31-17
STEEL DETAILS
S603
68765
DECEMBER 29, 2017
FINAL CONSTRUCTIONDOCUMENTS
FINALCONSTRUCTION
DOCUMENTS
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1 1/2" = 1'-0"
GL BEAM AT ROOF RAFTER1
1 1/2" = 1'-0"
BEAMCONNECTION AT HSS COLUMN
2
1 1/2" = 1'-0"
HEADER CONNECTION AT WALL3
1 1/2" = 1'-0"
SECTION AT VESTIBULE4
1 1/2" = 1'-0"
HSS POST CONNECTION AT FLOOR5
1 1/2" = 1'-0"
HSS COLUMN AT (E) FLOOR6
# DATE DESCRIPTION