HNTB Oregon Architecture, P.C. R DRAWING INDEX · 2018-04-25 · brbf buckling restrained braced frame c.g. center of gravity ... retaining walls which tie to upper slabs shall not

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

21,

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Copyright HNTB 2015

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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

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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

DOCUMENTS

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DRAWING INDEX

ISSUE LOG

95%

CD

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



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ISSUE LOG KEY:' X ' ISSUED AS PART OF A SET' - ' NOT A PART OF ISSUED SET' * ' FOR INFORMATION ONLY

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# 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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# 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


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


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


MATERIAL VERIFICATION OF WELD FILLER METALS TABLE 1705.2

AISC 360 A3.5AISC 360 N3.2

APPLICABLE AWSA5 DOCUMENTS


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


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

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# DATE DESCRIPTION

TABLE 3A - REQUIRED SPECIAL INSPECTIONS AND QUALITY CONTROL FOR SEISMIC RESISTANCE OF STRUCTURAL STEEL

SYSTEM OR MATERIAL

INSPECTION


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


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


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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# 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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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


HSS6x6x3/8

HS

S6

x6x3/8

HS

S6

x6x3/8

HS

S6

x6x3/8


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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1/4" = 1'-0" S401

CONCOURSE FRAMING PLAN1 N

# DATE DESCRIPTION

K

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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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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

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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"


D2 D1

W16x57 [12]

W12x72

W12x72

EL. 252.18'

TYP.

3

S501

TYP.

S402

6

FIRST FLR. LVL.238' - 0 7/8"


D4 D3

W12x72

W12x72

W16x57 [12]

5

S501

TYP.

TYP.S402

6

FIRST FLR. LVL.238' - 0 7/8"


D2 D1

W12x72

W12x72

W16x57 [12]

EL. 252.18'

TYP.

5

S5013

S501

S402

6

FIRST FLR. LVL.238' - 0 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"


DA DB

W12x72

W12x72

W14x53 [14]

EL. 252.18'

S501

3

S501

5

S402

2

TYP.

FIRST FLR. LVL.238' - 0 7/8"


DA DB

W12x72

W12x72

W14x53 [14]

EL. 252.18'

S501

3

TYP.

S402

2

TYP.

FIRST FLR. LVL.238' - 0 7/8"


DA DB

W14x53 [14]

W12x72

W12x72

EL. 252.18'

S402

2

S501

3

TYP.

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MOMENT FRAMEELEVATIONS

S401

68765

DECEMBER 29, 2017


FINALCONSTRUCTION

DOCUMENTS

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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.


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.


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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STEEL MOMENTFRAME DETAILS

S402

68765

DECEMBER 29, 2017


FINALCONSTRUCTION

DOCUMENTS

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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

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CONCRETEDETAILS

S501

68765

DECEMBER 29, 2017


FINALCONSTRUCTION

DOCUMENTS

DE

CE

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29,

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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


HEADEDSHEAR STUD

DECK PERPENDICULAR

DECK PARALLEL (CENTERED)

DECK PARALLEL (OFF-CENTER)

NOTE:FOR INFORMATION NOT SHOWN REF.DECK PARALLEL (CENTERED) DETAIL.


WF BEAMREF. PLAN

HEADEDSHEAR STUD

FLUTED PROFILEDECK CLOSUREPL AT HIGHFLUTES MIN.

2"

1"

DECK RIENF.REF. PLAN

CL OF GIRDEROR FACE OF COLUMN


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


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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DRAWN BY

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KPFF




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STEEL DETAILS

S601

68765

DECEMBER 29, 2017


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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


1/4

1/4TYP.

(1/8)

TOP ANDBOT. TYP.

HSS CONNECTION PLAN VIEW

4"

REF. PLAN

1/4EACH SIDE

1/4

DB


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


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.


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


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


CAULK JOINTREF. 9/S601


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"


#4 DOWELS@ 12" o.c.

#4 NOSING BARTYP.

GEOFOAM UNDERSTAIRS

4"

4"

#4 @ 12" o.c.


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.

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CHECKED BY

APPROVED BY

ISSUED FOR:

JBD

KPFF

KPFF




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12-31-17

STEEL DETAILS

S602

68765

DECEMBER 29, 2017


FINALCONSTRUCTION

DOCUMENTS

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29,

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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

21,

OREGON

EXPIRES

J AN.

NE

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

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




1

OR

EG

ON

ST

AT

E U

NIV

ER

SIT

YC

OR

VA

LLI

S, O

RE

GO

N

DATE







12-31-17

STEEL DETAILS

S603

68765

DECEMBER 29, 2017


FINALCONSTRUCTION

DOCUMENTS

DE

CE

MB

ER

29,

201

7F

INA

L C

ON

ST

RU

CT

ION

DO

CU

ME

NT

S

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U G

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FIE

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ION

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

Documents

HNTB Oregon Architecture, P.C. R DRAWING INDEX · 2018-04-25 · brbf buckling restrained braced frame c.g. center of gravity ... retaining walls which tie to upper slabs shall not