GENERAL REQUIREMENTS DESIGN CRITERIA STRUCTURAL …

SYMBOL DESCRIPTION

MECH UNIT (XX.Xk = MECHUNIT OPERATING WEIGHTIN KIPS INCLUDING INERTIABASE)

PAD THICKNESS

STRUCTURAL MAS WALLCONTROL JOINT

OVERFRAMING

CAST-IN-PLACE CONC

X

XX.Xk

X" EXTENT OF CONCRETE PAD

SYMBOL DESCRIPTION

SOG

YW1

CONCRETE SLAB ON GRADE

WALLS, Y = (F)ND, (C)IP CONC, (M)AS

FTG MARK (SF = STRIP FTG)

T/FTG EL

F1

XX'-X"

SYMBOL DESCRIPTION

FULL HEIGHT SHEAR CONNECTION, SEE

MOMENT CONNECTION, SEE

BRACING

ABOVE DECK CONCRETE THICKNESS

TYPE

DECK TYPE

DECK SPAN DIRECTION

T/SLAB AT SLAB-ON-DECK

2VLIX.XXA

XXX'-XX"

XXk XXkBEAM SIZE [XX] c=X"

(XXX'-XX")CAMBER (INCHES)

EL OF T/STEEL

SHEAR STUD QUANTITY

SERVICE BMREACTION (KIPS)

STEEL BEAM

SYMBOL DESCRIPTION

ELEVATION CALLOUTXXX'-XX"

STEP

SLOPE

KEY NOTE

SUBGRADE

FORM SAVER

DRAWING REVISION NUMBER

CURRENT REVISION CLOUD

1

X

SERVICE LOAD PROVIDED FORSPECIALTY DESIGNER

WELDED-WIRE REINFORCEMENT

SECTION ORDETAIL CUT

SHEET NUMBER

ELEVATION CUT

SHEET NUMBER

NEW GRID LINES

EXISTING GRID LINES

X

XX

X

XX

X

X

SOGXXA

XXX'-XX"

SLAB THICKNESS

TYPE

T/SLAB

SLAB TYPE

INDICATES EXISTING ELEMENT(E) XX

XXX'-XX"

EXISTING ELEVATION TO BE FIELD VERIFIED

7/8" EXISTING DIMENSION TO BE FIELD VERIFIED

/6 S-501

/5 S-501

INDICATES MICROPILE

INDICATES MASONRY WALL TYPE.SEE SCHEDULE

MW x/2 S-400

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.

Martin/Martin Consulting Engineers12499 W. Colfax Avenue

Lakewood, Colorado 80215303.431.6100

SHEET

OF 88

DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT

SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO

DENVER PUBLIC SCHOOLSDEPARTMENT OF

FACILITIES MANAGEMENT

CROFTON2409 ARAPAHOE STREET

DENVER, COLORADO 80205

DATE

Delta Description Date Issued ApprovedMadeAuthority

DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:40 PM

S-001

NOTES13.0668.S.01

100% CONSTRUCTION DOCUMENTS

12 December 2013

Checker

Designer

Approver

35

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

SHEET NUMBER SHEET TITLE

S-001 NOTES

S-002 NOTES

S-003 QUALITY ASSURANCE

S-100 LEVEL 1 PLAN

S-110 LEVEL 2 ADDITION PLAN

S-120 ROOF PLAN

S-301 FOUNDATION DETAILS

S-302 FOUNDATION DETAILS

S-315 CONCRETE AND SOG DETAILS

S-400 MASONRY DETAILS

S-401 MASONRY DETAILS

S-500 TYP STL BM CONNS

S-501 STEEL DETAILS

S-520 TYP STEEL JOIST DETAILS

S-530 TYP METAL DECK DETAILS

S-531 TYP METAL DECK DETAILS

S-540 EXT WALL & CW REQUIREMENTS

STRUCTURAL DRAWING LISTSYMBOLS LEGEND

ABBREVIATIONSREQT(S) Requirement(s)

RET Return

RO Rough Opening

ROF Random Oriented Fiber

(S) Salvaged

S South

SC Slip Critical

SCHED Schedule

SECT Section

SIM Similar

SLH Short Leg Horizontal

SLRS Seismic Load ResistingSystem

SLV Short Leg Vertical

SOG Slab on Grade

SP Space(s)

SP @ Space at

SPECS Specifications

SPRT Support

SS Stainless Steel

STD Standard

STIFF Stiffener

STL Steel

STR Structural

SW Shearwall

SYM Symmetrical

T Top

T&B Top and Bottom

T/ or T.O. Top of

THK Thick or Thickness

TL Total Load

TOC Top of Concrete

TOF Top of Footing

TOM Top of Masonry

TOP Topping

TOS Top of Steel

TOW Top of Wall

TRANS Transverse

TWS Two-Way Slab

TYP Typical

ULT Ultimate

UNO Unless Noted Otherwise

VERT Vertical

VIF Verify in Field

W/ With

W/O Without

WD Width or Wood

WF Wide Flange

WP Working Point orWaterproofing

WT Weight

WWR Welded Wire Reinforcement

WxH Width x Height

LTWT Lightweight

LVL Level or Laminated VeneerLumber

LWC Light Weight Concrete

MACH Machine

MACH RM Machine Room

MAS Masonry

MATL Material

MAX Maximum

MBS Metal Building Supplier

MCJ Masonry Control Joint

MECH Mechanical

MEP Mech/Elect/Plumb

MIN Minimum

MISC Miscellaneous

ML Micro-Lam

MLS Masonry Lap Splice

mm Millimeter

MNFR Manufacturer

MO Masonry Opening

MTL Metal

N North

N-S North-South

NIC Not in Contract

NM Non-Metallic

NO or # Number

NOM Nominal

NS Non-Shrink or Near Side

NTS Not To Scale

NWC Normal Weight Concrete

O.F. Outside Face

OAE Or Approved Equivalent

OC On Center

OD Outside Diameter

OH Opposite Hand

OPNG Opening

OPP Opposite

OVS Oversized

OWS One-Way Slab

PAF Power Actuated Fastener

PC Precast

PCA Portland CementAssociation

PD Pier Dowel

PEN Penetration

PERP Perpendicular

PL Plate (Steel)

PLF Pounds Per Lineal Foot

PREFAB Prefabricated

PRELIM Preliminary

PS Prestressed

PSF Pounds Per Square Foot

PSI Pounds Per Square Inch

PT Point or Post-Tension orPretensioned

QTY Quantity

RAD or R Radius

RB Precast Rectangular Beam

RC Reinforced Concrete

RE: or REF Refer to (Reference)

REINF Reinforce(ing)(d)(ment)

REQD Required

EF Each Face

EJ Expansion Joint

EL Elevation

ELEV Elevator

EMBED Embedded

EN Edge Nail

ENGR Engineer

EOR Engineer-of-Record

EQ Equal

EQ SP Equally Spaced

EQUIP Equipment

ES Each Side

EW Each Way

EXP Expansion

EXP ANCH Expansion Anchor

EXT Exterior

FAB Fabricate

FD Footing Dowel

FF Finished Floor

FIN Finish(ed)

FLG Flange

FLR Floor

FND Foundation

FO Face of

FP Full Penetration or FireProofing

FRAM Framing

FS Far Side

FT Foot or Feet

FTG Footing

FV Field Verify

GA Gage or Gauge

GALV Galvanized

GL Glu-lam

GR Grade or Grind

GR BM Grade Beam

HAS orHDAS

Headed Anchor Stud

HD Headed or Holdown

HDAR Headed Anchor Rod

HDG Hot Dipped Galvanized

HK Hook

HORIZ Horizontal

HT Height

HVAC Heating-Ventilating and A/C

I.F. Inside Face

ID Inside Diameter

IN Inch

INT Interior

IT Precast Inverted Tee Beam

JST Joist

JT Joint

k Kip

L or LG Length

LB Precast L-Shaped Beam

LB(S) Pound(s)

LCE Compression Embedment

LCS Compression Lap Splice

LDH Hook Development Length

LL Live Load

LLH Long Leg Horizontal

LLV Long Leg Vertical

LOC(S) Location(s) or Locate

LONG Longitudinal

LSL Laminated Strand Lumber

LT Light

LTE Tension Embedment

LTS Tension Lap Splice Length

/ Per

@ At

AB Anchor Bolt

ACI American Concrete Institute

ADDNL Additional

AESS Architectural ExposedStructural Steel

AFF Above Finished Floor

ALT Alternate

ALUM Aluminum

APA American PlywoodAssociation

APPROX Approximate

ARCH Architect or Architectural

B/ or BO Bottom of

BAL Balance

BD Board

BF Braced Frame

BG Backgouge

BL Brick Ledge

BLDG Building

BLKG Blocking

BM Beam

BN Boundary Nail

BOS Bottom of Steel

BOT or B Bottom

BRG Bearing

BSMT Basement

BTWN Between

CC Center to Center

CF Cold Formed

CG Center of Gravity

CIP Cast-In-Place

CJ Control Joint

CJP Complete Joint Penetration

CL Centerline

CLG Ceiling

CLR Clear

CMU Concrete Masonry Unit

COL Column

CONC Concrete

CONN Connection

CONST Construction

CONT Continue or Continuous

CONTR Contractor

COORD Coordinate

CSJ Construction Joint

CTR(D) Center(ed)

d Penny

DAS Deformed Anchor Stud

DBL Double

DCW Demand Critical Weld

DFS Deferred Submittal

DIA or Ø Diameter

DIAG Diagonal

DIM Dimension

DL Dead Load

DN Down

DO Ditto

DP Drilled Pier or Deep

DT Precast Double Tee

DTL(S) Detail(s)

DWG(S) Drawing(s)

DWL(S) Dowels(s)

(E) orEXIST

Existing

E-W East-West

EA Each

EC Epoxy Coated

EE Each End

GENERAL REQUIREMENTS DESIGN CRITERIA

DEFFERED SUBMITTALS

FOUNDATIONS

FOUNDATION NOTES

1. DESIGN CRITERIA:1A. THE GEOTECHNICAL REPORT PREPARED BY TERRACON, NUMBER 25135113, DATED OCTOBER 29,2013, PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THE PROJECT.

2. FOOTINGS:- MAXIMUM TOTAL LOAD SOIL BEARING PRESSURE = 2000 PSF- ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.3- FROST DEPTH = 36 INCHES

3. MICROPILES:3A. MICROPILES ARE A PERFORMANCE SPECIFIED SYSTEM DESIGNED AND PROVIDED BY THECONTRACTOR. REFER TO THE SPECIFICATION FOR REQUIREMENTS.

3B. CRITERIA:- SEE DETAILS FOR REQUIRED SERVICE DESIGN LOADS.

DESIGN CRITERIA

1. CODES AND STANDARDS:1A. GENERAL DESIGN- INTERNATIONAL BUILDING CODE 2006-2. SEISMIC LOADS- SEISMIC DESIGN CATEGORY = B- OCCUPANCY CATEGORY = III- EARTHQUAKE IMPORTANCE FACTOR, Ie = 1.25- MAPPED SPECTRAL RESPONSE ACCELERATION, Ss= 0.21- MAPPED SPECTRAL RESPONSE ACCELERATION, S1= 0.05- DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.22- DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.08- SOIL SITE CLASS = D- BASIC STRUCTURAL SYSTEM: BUILDING FRAME SYSTEM- STRUCTURAL SEISMIC LATERAL SYSTEM: ORDINARY MASONRY SHEAR WALLS AND STEEL SYSTEMSNOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE- RESPONSE MODIFICATION FACTOR, R = 3- SEISMIC RESPONSE COEFFICIENT, Cs= 0.0917- SYSTEM OVERSTRENGTH FACTOR, OMEGA = 3- DESIGN BASE SHEAR EAST-WEST DIRECTION = 65 KIPS- DESIGN BASE SHEAR NORTH-SOUTH DIRECTION = 65 KIPS- SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

3. WIND LOADS- OCCUPANCY CATEGORY = III- WIND IMPORTANCE FACTOR, Iw = 1.15- BASIC WIND SPEED = 90 MPH- EXPOSURE CATEGORY = B- INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18

4. DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING AND ELEMENTS DESIGNED BY THECONTRACTOR- PRESSURES LISTED BELOW ARE BASED ON A 10 SF EFFECTIVE WIND AREAS. FINAL CALCULATIONS TOBE COMPLETED BY CONTRACTOR- SEE ‘WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM’- TYPICAL WALL AREA INWARD PRESSURE = 17 PSF- TYPICAL WALL AREA OUTWARD PRESSURE = 18 PSF- WALL CORNERS(OUTWARD) = 23 PSF- TYPICAL ROOF AREA (OUTWARD) = 18 PSF- ROOF SPECIAL ZONES (EAVES, RAKES, RIDGES AND CORNERS) (OUTWARD) = 47 PSF- PARAPETS (INWARD OR OUTWARD) = 60 PSF- SCREEN WALLS (INWARD OR OUTWARD) = 60 PSF- TYPICAL NET UPLIFT FOR JOIST DESIGN = 10 PSF

5. LATERAL LOAD RESISTING SYSTEM DESCRIPTION:- STEEL BRACED FRAME AND MASONRY SHEAR WALLS WITH FLEXIBLE METAL DECK DIAPHRAGMS ATROOF AND RIGID CONCRETE ON METAL DECK DIAPHRAGMS AT ELEVATED FLOOR.

6. GRAVITY LOADS6A. SEE GRAVITY LOADS TABLE

6B. DRIFTING, SLIDING AND UNBALANCED SNOW- GROUND SNOW LOAD = 30 PSF- SNOW EXPOSURE FACTOR Ce = 1.0- SNOW LOAD IMPORTANCE FACTOR Is = 1.10- FLAT ROOF SNOW LOAD Pf=30 PSF

DEFERRED SUBMITTALS

1. GENERAL:1A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OFPERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTAL ITEMS SHALL BESUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR:- EXCAVATION SHORING- MICROPILES- METAL STAIRS- CURTAIN WALL- ARCHITECTURAL/METAL CLADDING PANELS- LIGHT GAGE METAL STUDS- METAL RAILINGS

GENERAL NOTES

1. GENERAL:1A. ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THE STRUCTURALENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS “CONTRACTOR’S ENGINEER”,“MECHANICAL ENGINEER”, ETC.

1B. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERENCED FOR ADDITIONALREQUIREMENTS.

1C. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTINGUTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK.

1D. STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONS UNLESSDIMENSIONED OTHERWISE.

2. EXISTING STRUCTURES:2A. CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITEOBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.

2B. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARENOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. CONTRACTOR SHALL NOTIFYTHE ARCHITECT OF ALL CONDITIONS NOT PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE:- SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN- DAMAGE OR DETERIORATION TO MATERIALS AND COMPONENTS- CONDITIONS OF INSTABILITY OR LACK OF SUPPORT- ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD

2C. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTURAL CONDITIONS PRIOR TO SUBMITTINGSHOP DRAWINGS.

2D. CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES IN THECONSTRUCTION SCHEDULE.

2E. SUBMIT A DIMENSIONED DRAWING OF ALL NEW OPENINGS NOT ALREADY INDICATED INCONSTRUCTION DOCUMENTS THROUGH EXISTING STRUCTURE AND SECURE APPROVAL PRIOR TOCUTTING. DRAWING SHALL SHOW VERTICAL & HORIZONTAL LOCATION AND SIZE OF PROPOSEDOPENING.

3. USE OF DRAWINGS:3A. DO NOT SCALE DRAWINGS.

3B. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS,THE CONTRACTOR SHALL NOTIFY ARCHITECT.

4. TEMPORARY CONDITIONS:4A. 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 REQUIREDAS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO“LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGN CRITERIA FOR ADDITIONAL INFORMATION.

4B. FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL THE SLABS-ON-GRADE AND UPPER SLABS AREIN-PLACE AND REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED. USE ONLY HANDOPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND GRADE BEAMS. GRADEBEAMS SHALL BE BACKFILLED EVENLY ON BOTH SIDES.

5. SUBMITTALS AND SUBSTITUTIONS:5A. SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS.- CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS- ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAIL USED TOPREPARE THE SUBMITTAL

5B. SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS

6. OSHA STANDARDS:6A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ONTHE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTORTO COMPLY WITH ALL OSHA REQUIREMENTS.

6B. THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER PLATES,STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., AS WELL ASCLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BE CONSIDERED A TRIPHAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING IS INSTALLED.

6C. WASHERS OR RINGS MAY BE WELDED TO COLUMNS TO PROVIDE FOR SAFETY CABLES. DO NOTPLACE HOLES IN COLUMNS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. ADJUST LOCATIONSOR ADD COLUMN SPLICES AS NECESSARY TO COMPLY WITH OSHA REQUIREMENTS. SUBMITPROPOSED LOCATIONS.

6D. ALL METAL JOISTS REQUIRED BY OSHA TO BE BOLTED SHALL HAVE ERECTION BOLTS INSTALLEDREGARDLESS OF FINAL CONNECTION SHOWN ON THE STRUCTURAL DRAWINGS.

6E. WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THESTRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALLERECTION FRAMING NECESSARY TO COMPLY WITH OSHA.

7. CONSTRUCTION ENGINEERING:7A. THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR LOADSANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERINGAND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCHENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO:- LAYOUT- DESIGN FOR FORMWORK, SHORING, AND RESHORING- DESIGN OF CONCRETE MIXES- ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION- WELD PROCEDURES- DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS- SURVEYING TO VERIFY CONSTRUCTION TOLERANCES- EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT ANDMATERIALS- STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS

8. COORDINATION:8A. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED INCONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHERDISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACTDOCUMENTS INTO SHOP DRAWINGS AND WORK.

8B. COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITHARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TOSHOP DRAWING SUBMITTAL.

8C. SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BECONNECTED TO THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVE LOADDEFLECTIONS OF SPAN/360 OF THE FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTALCONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION.

GRAVITY LOADS TABLE

LOCATIONSUPERIMPOSEDDEAD LOAD (PSF) LIVE LOAD (PSF)

LIVE LOADREDUCTION

PARTITIONLOAD (PSF)

POINTLOAD (LB)

ROOF 18 (INCLUDES 5ROOFING LOAD)

20 MIN UNIFORM LOAD, SEENOTE 6B FOR SNOW LOADS

No -- --

GYM ROOF 13 (INCLUDES 5ROOFING LOAD)

20 MIN UNIFORM LOAD, SEENOTE 6B FOR SNOW LOADS

No -- 2000

CORRIDORS ABOVE1ST LEVEL

10 80 Yes -- 2000

CLASS ROOMS 5 40 Yes -- 2000

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING

QUALITY ASSURANCE GENERAL NOTES

1. GENERAL:1A. SCOPE OF WORK- THE OWNER WILL ENGAGE A QUALIFIED INSPECTION AND TESTING AGENCY(S) TO PERFORM SPECIALINSPECTIONS AND TESTING FOR ALL STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN.- SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE AUTHORITY HAVING JURISDICTION REQUIREDBY IBC 2006 SECTION 109.- REFER TO THE SPECIFICATIONS FOR REPORTING AND PROCEDURAL REQUIREMENTS FOR QUALITY ASSURANCEAND QUALITY CONTROL.- REFER TO ARCH/MECH/ELEC/CIVIL SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL SPECIAL INSPECTION ANDTESTING THAT MAY BE REQUIRED.- SPECIAL INSPECTIONS AND TESTING ARE APPLICABLE TO ALL REVISIONS AND/OR FUTURE WORK ADDED BYAMENDMENTS TO THESE DOCUMENTS.

1B. DEFINITIONS- SPECIAL INSPECTOR: THE AGENCY ENGAGED BY THE OWNER AND APPROVED BY THE AUTHORITY HAVINGJURISDICTION TO ACT AS THE DESIGNATED REPRESENTATIVE TO PERFORM INSPECTIONS.- SPECIAL INSPECTION: INSPECTION PERFORMED BY THE SPECIAL INSPECTOR ACCORDING TO IBC 2006 SECTION1704 TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS.- (P) PERIODIC INSPECTION: THE PART-TIME OR INTERMITTENT OBSERVATION BY THE SPECIAL INSPECTOR OFWORK BEING PERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEINGPERFORMED. OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK.- (C) CONTINUOUS INSPECTION: THE FULL-TIME OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEINGPERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK.

1C. DEFICIENCIES IN WORK- CORRECT DEFICIENCIES IN WORK THAT TESTS AND INSPECTIONS INDICATE DO NOT COMPLY WITH THECONTRACT DOCUMENTS AND REFERENCED STANDARDS.- ALL COST OF ADDITIONAL TESTING AND/OR INSPECTIONS FOR CORRECTIVE WORK SHALL BE BORNE BY THECONTRACTOR.

2. SHOP FABRICATIONS:2A. GENERAL- PERFORM INSPECTIONS AND TESTING FOR ALL SHOP FABRICATED STRUCTURAL MEMBERS AND ASSEMBLIESAS NOTED HEREIN. SPECIAL INSPECTOR SHALL PERFORM SPECIAL INSPECTIONS AND TESTING UNLESS THEFABRICATOR IS REGISTERED AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO PERFORM SUCH WORKWITHOUT SPECIAL INSPECTION OR FABRICATION HAS A CURRENT ICC-ES EVALUATION REPORT.- SPECIAL INSPECTOR SHALL VERIFY THE FABRICATOR MAINTAINS AND FOLLOWS DETAILED SHOP FABRICATIONAND QUALITY CONTROL PROCEDURES, UNLESS FABRICATOR IS REGISTERED AND APPROVED.- AT THE COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OFCOMPLIANCE TO THE AUTHORITY HAVING JURISDICTION ACCORDING TO IBC 2006 SECTION 1704.2.2.- APPROVED FABRICATORS MAY PERFORM TESTING NOTED HEREIN EXCEPT THAT NONDESTRUCTIVE TESTING(NDT) SHALL ONLY BE PERFORMED BY PERSONNEL WITH QUALIFICATIONS THAT MEET OR EXCEED THE CRITERIA OFAWS D1.1 SUBCLAUSE 6.14.6 AND AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT) SNT-TC-1A OR ASNTCP-189.

2B. SHOP FABRICATIONS INCLUDED- SHOP FABRICATED STRUCTURAL STEEL INCLUDING STAIRS AND RAILING ELEMENTS- SHOP FABRICATED COLD FORMED STEEL ELEMENTS

ITEM FREQUENCY STANDARD

SUBGRADE

CRITERIA

- EXCAVATION P VERIFY EXCAVATIONS ARE EXTENDED TOTHE PROPER DEPTH AND HAVE REACHEDTHE PROPER BEARING MATERIAL

--

SOILS SPECIAL INSPECTIONS

- BEARING MATERIAL P VERIFY BEARING MATERIAL IS ADEQUATE TOACHIEVE THE DESIGN BEARING CAPACITY

SOILS REPORT

CONTROLLED FILL

- PLACEMENT C VERIFY USE OF PROPER MATERIALS, DENSITIES,COMPACTION, AND LIFT THICKNESSES

--

- PRIOR TO PLACEMENT P VERIFY SUBGRADE HAS BEEN PROPERLYPREPARED

--

SOILS SPECIAL INSPECTION NOTES:1. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR ADDITIONAL EARTHWORK AND UTILITY INSPECTION REQUIREMENTS.2. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR CLASSIFICATION AND TESTING REQUIREMENTS FOR COMPACTED FILLAND/OR CONTROLLED LOW-STRENGTH MATERIAL.

QUALITY ASSURANCE TABLES CONTINUE ON SHEET S-003

CONCRETE MIX TABLE NOTES:

PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO: - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DONOT EXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. - PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKEDREADILY INTO FORMS AND AROUND REINFORCEMENT UNDER CONDITIONS OF PLACEMENTTO BE EMPLOYED, WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. CONTRACTOR SHALLSELECT APPROPRIATE SLUMP. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIREDRESULTS.

USE TYPE I / II PORTLAND CEMENT UNLESS NOTED OTHERWISE. FOR CONCRETE MIXESUSED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBICYARD

FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATEPUMPING. ENTRAINED AIR MAY BE USED TO FACILITATE PUMPING SUBJECT TO THEPROVISIONS OF NOTE b BELOW.

a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWINGAGGREGATE SIZE NUMBERS PER ASTM C33:

3/4”: #67 AGGREGATE1”: #57 AGGREGATE

b. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAININGADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR+/- 1 1/2%. ‘NP’ IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTEDEXCEPT WHERE CONTRACTOR CAN DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILLHAVE A FINISH ACCEPTABLE TO THE ARCHITECT WITHOUT BLISTERS. AIR CONTENT NOTEDIS BASED ON 3/4" AGGREGATE. IF 3/8” AGGREGATE IS USED, INCREASE AIR CONTENT BY 11/2%.

c. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS:SVT = CONTRACTOR SHALL PROVIDE CONCRETE WITH REDUCED WATER IN ORDER TOACHIEVE THE SLAB VAPOR TRANSMISSION REQUIRED FOR THE SPECIFIED FLOORINGMATERIALS

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:41 PM

S-002

NOTES13.0668.S.01


12 December 2013

Checker

Designer

Approver

36

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

MASONRY

CONCRETE STEEL

REINFORCING MATERIAL TABLE

REINF ELEMENT ASTM Fy (KSI) Fu (KSI) COMMENTS

TYP REINFORCING A615 60 90 --

WELDED & FIELD BENT REINF A706 60 80 --

WELDED WIRE REINFORCING, SMOOTH A185 65 75 --

WELDED WIRE REINFORCING, DEFORMED A497 70 80 --

CONCRETE MIX TABLE

CONC MIX TYPE

INTENDED USE 28 DAY STRENGTH, f'c (KSI)

CONCRETE W

EIGHT

MAX W

/C RATIO, INCLUDING FLY ASH

MAX AGGREGATE SIZE (IN), NOTE a

TOTAL AIR CONTENT (%), NOTE b

OTHER REQUIREMENTS, N

OTE c

1 FOOTINGS 3 NWC -- 1 -- FAR

2 WALLS, PILASTERS 4 NWC 0.50 3/4 -- FAR

3 ALL CONC EXPOSED TOWEATHER OR DEICERS:BEAMS, SLABS, WALLS,COLUMNS

5 NWC 0.40 3/4 6 FAR

4 INT TOPPING SLABS,SLABS ON DECK

3.5 NWC 0.50 3/4 NP FAR

5 INT SLABS ON GRADE 3.5 NWC -- 1 NP FAR

6 SLAB ON GRADE WITHMOISTURE SENSITIVEFLOORING

3.5 NWC -- 1 NP SVT, FAR

7 ALL CONC OTHERWISENOT SPECIFIED

4 NWC 0.50 3/4 6 FAR

STEEL MATERIAL TABLE

STEEL ELEMENT ASTM/TYPE Fy (KSI) Fu (KSI) COMMENTS

ANCHOR RODS F1554 GR 55 55 75 WELDABLE, HEAVY HEX HEADED

ANCHOR RODS INMASONRY

F1554 GR 36, F1554 GR 55,OR A307 GRADE A/C

36 58 WELDABLE, STD HEX HEAD

BOLTS A325 OR F1852 -- 120 BOLTS ARE 3/4"Ø UNO, USETENSION-CONTROLLED WHEREPOSSIBLE

COLD-FORMEDSTUDS/PLATE, 33 AND 43MIL

A1003 33 -- --

COLD-FORMEDSTUDS/PLATE, 54 MIL ANDHEAVIER

A1003 50 -- --

COLD-FORMED TRACK,ALL THICKNESSES

A1003 33 -- --

DAS A496 70 80 --

HAS A108 51 65 STUDS ARE 3/4"Ø UNO

OTHER SHAPES A36 36 58 --

PIPE A53 GR B 35 60 --

PLATES A36 36 58 --

RECT HSS A500 GR B 46 58 --

ROUND HSS A500 GR B 42 58 --

WELDING ELECTRODES,THICKNESS OF THINNERPART > 0.1 INCHES (12 GA)

E70 PER AWS

WELDING ELECTRODES,THICKNESS OF THINNERPART ≤ 0.1 INCHES (12 GA)

E60 OR E70 -- -- PER AWS

WF, WT A992 50 65 --

MASONRY NOTES

1. DEFINITIONS:1A. STRUCTURAL MASONRY IS DEFINED AS BEING EITHER LOAD BEARING AND/OR SERVING AS PART OF THELATERAL LOAD RESISTING SYSTEM. STRUCTURAL MASONRY IS SHOWN ON THE STRUCTURAL PLANS ANDDEFINED IN SCHEDULES AND DETAILS ON THE STRUCTURAL DRAWINGS.

1B. SEE ARCHITECTURAL DRAWINGS FOR ALL MASONRY VENEER REQUIREMENTS. SEE DETAILS ON THESTRUCTURAL DRAWINGS FOR MASONRY VENEER LOOSE LINTELS.

2. DESIGN STRENGTH:2A. DEVELOP 1500 PSI COMPRESSIVE STRENGTH (f’m) IN 28 DAYS.

2B. STEEL REINFORCING:- PRIMARY REINFORCING: ASTM A615, 60 KSI- HORIZONTAL JOINT REINFORCING: ASTM A82, PREFABRICATED, LADDER TYPE

3. SPLICES:3A. SEE MASONRY LAP SPLICE SCHEDULE FOR LAP LENGTHS.

4. INSTALLATION REQUIREMENTS:4A. GROUT SOLID ALL CELLS CONTAINING REINFORCING, EMBEDDED ITEMS, AND ALL OTHER CELLS NOTEDON THE CONTRACT DOCUMENTS.

CONCRETE NOTES

1. GENERAL:1A. ALL WORK SHALL CONFORM WITH ACI 301, LATEST EDITION, UNLESS NOTED OTHERWISE IN DRAWINGS OR PROJECTSPECIFICATIONS.

1B. DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP-66: “ACI DETAILING MANUAL” WITH ADDEDREQUIREMENTS OF THE PROJECT SPECIFICATION AND ACI 318: “BUILDING CODE REQUIREMENTS FOR STRUCTURALCONCRETE.”

2. REINFORCING MATERIALS:2A. SEE ‘REINFORCING MATERIALS TABLE’

3. REINFORCING FABRICATION:3A. SPLICES:- NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARS CONTINUOUS AROUNDCORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS.- SEE ‘LAP SPLICE SCHEDULE’ FOR LAP LENGTHS.- SPLICE CONTINUOUS TOP AND BOTTOM BARS IN WALLS, BEAMS, AND GRADE BEAMS ‘LTS’ UNLESS NOTED OTHERWISE.- SPLICE TOP BARS AT MIDSPAN AND BOTTOM BARS OVER SUPPORT UNLESS NOTED OTHERWISE.

3B. MISCELLANEOUS REINFORCING REQUIREMENTS:- PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT.- MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED.- NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHERE PERMITTED, PERFORM WELDING INACCORDANCE WITH AWS D1.4, LATEST EDITION.- PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS NOTED IN TYPICALDETAILS.

4. STRUCTURAL CONCRETE MIX REQUIREMENTS:4A. SEE ‘CONCRETE MIX TABLE’

5. SLAB-ON-GRADE:5A. VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARECOMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING.

5B. TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUND IF FLOOR FLATNESS ANDLEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT.

6. NON-SHRINK GROUT:6A. CONFORM TO ASTM C1107.

6B. ACHIEVE 6000 PSI COMPRESSIVE STRENGTH AT 28 DAYS.

7. PLACING REINFORCEMENT:7A. REINFORCEMENT PROTECTION:- SEE ‘CONCRETE COVER TABLE’- SEE ACI 318-05 7.5 FOR REINFORCEMENT PLACING TOLERANCES AND ACI 117 FOR ADDITIONAL REQUIREMENTS

7B. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE REINFORCEMENT ATPOSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN PLACEBEFORE THE CONCRETE IS POURED. “STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED.

8. CONSTRUCTION/CONTROL JOINTS:8A. SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITH THE SEQUENCE OF POURS.CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALL BE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC ANDLONG-TERM SHORTENING/SHRINKAGE.

8B. CONSTRUCTION JOINTS IN SLABS-ON-DECK AND SLABS-ON-GRADE SHALL BE LOCATED TO ACCOMMODATE THE MAXIMUMLENGTH AND AREA THE CONTRACTOR CAN REASONABLY POUR, FINISH, AND JOINT IN THE SAME DAY, BUT SHALL NOT EXCEED150 FEET WITH A MAXIMUM AREA OF 15,000 SQUARE FEET UNLESS APPROVED BY THE ENGINEER.

8C. CONCRETE CONSTRUCTION JOINT SURFACE SHALL BE CLEANED AND ALL LAITANCE AND LOOSE MATERIAL REMOVED PRIORTO SECOND CONCRETE PLACEMENT.

9. MEP AND OTHER OPENINGS AND EMBEDMENTS:9A. PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING AND ELECTRICAL PENETRATIONS) BEFOREPLACING CONCRETE. REMOVE METAL DECK AT SLEEVES AFTER CONCRETE HAS CURED. DO NOT CUT REINFORCING WHICHMAY CONFLICT. CORING OF CONCRETE IS NOT PERMITTED.

9B. REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOR EMBEDDED CONDUIT ANDPIPE.

STEEL NOTES

1. CONNECTIONS:1A. PROVIDE CONNECTIONS AS SHOWN IN THE ‘STEEL BEAM CONNECTION SCHEDULES’ AND DETAILSHEREIN. REFER TO SPECIFICATION FOR ALTERNATIVES AND CONNECTIONS NOT SHOWN.

2. WELDING REQUIREMENTS:2A. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS.QUALIFICATION TESTS.

2B. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESS OTHERWISENOTED.

2C. WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED.INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE.

2D. WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-05 TABLESJ2.3 AND J2.4.

2E. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED.

2F. FIELD WELDING SYMBOLS INDICATE SUGGESTED CONSTRUCTION PROCEDURES.

3. COMPOSITE GRAVITY FRAMING:3A. COMPOSITE BEAMS ARE DESIGNED ASSUMING STUDS ARE INSTALLED IN THE WEAK POSITION (Rp = 0.6).SEE TYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS.

3B. COMPOSITE GIRDERS ARE DESIGNED ASSUMING STUDS ARE WELDED THROUGH THE METAL DECKAND/OR METAL DECKING/SHEET STEEL COVERS MORE THAN HALF OF THE TOP FLANGE (Rp = 0.75). SEETYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS.

4. CAMBER:4A. FABRICATE BEAMS SUCH THAT ROLLING OR FABRICATION INDUCED CAMBER IS UP AFTER ERECTION.

4B. CAMBER SHOWN IS BASED ON THE COMPUTED DEFLECTION OF THE BEAM DUE TO SELF WEIGHT OFCONCRETE PLACED. DESIGN IS BASED ON THE THEORETICAL CONCRETE THICKNESS PLUS 1/2”THICKNESS FOR DECK LEVELING AND 1/2” THICKNESS FOR BEAM LEVELING. INCLUDE QUANTITY OF ADDEDCONCRETE DUE TO DECK AND BEAM DEFLECTION IN BID.

4C. VALUE NOTED ON PLAN IS IN-PLACE CAMBER, AFTER ERECTION, PRIOR TO PLACING CONCRETE.ADJUST FABRICATION AS REQUIRED TO ACHIEVE CAMBER SPECIFIED WITHIN TOLERANCES.

5. STRUCTURAL STEEL INSTALLATION:5A. ALL HIGH STRENGTH BOLTS USED IN COLUMN SPLICES, CONNECTIONS OF BEAMS AND GIRDERS TOCOLUMNS, AND WHERE NOTED ON THE DRAWINGS AS TYPE “SC” OR OTHER TYPE FOLLOWED BY “PT”,SHALL BE TENSIONED TO THE VALUES OF TABLE J3.1 OF ANSI/AISC 360-05. OTHER HIGH-STRENGTH BOLTSMAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC.

6. STEEL JOISTS:6A. DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE (SJI)STANDARD SPECIFICATIONS, LATEST EDITION.

6B. SIZE, TYPE, AND SPACING OF JOIST BRIDGING PER CURRENT SJI REQUIREMENTS. USE ‘X’ BRIDGING ATDISCONTINUOUS ENDS OF BRIDGING UNLESS OTHERWISE NOTED ON PLANS OR DETAILS.

6C. REFER TO PLANS, DETAILS, AND SPECIAL JOIST LOADING DIAGRAMS FOR ADDITIONAL JOIST DESIGNREQUIREMENTS INCLUDING UNBALANCED, CONCENTRATED, AXIAL, AND UPLIFT LOADS.

6D. DESIGN JOISTS AND BRIDGING FOR NET UPLIFT FORCES INDICATED IN DESIGN CRITERIA.

7. METAL DECK:7A. SEE ‘METAL DECK SCHEDULE’ FOR MATERIALS, PROFILE, AND CONNECTIONS TO STRUCTURE.

7B. QUALITY CONTROL AND QUALITY ASSURANCE FOR STEEL DECK INSTALLATION SHALL BE INACCORDANCE WITH SDI QA/QC-2011, “STANDARD FOR QUALITY CONTROL AND QUALITY ASSURANCE FORTHE INSTALLATION OF STEEL DECK” AS MODIFIED BY TABLE C-1 CONTAINED IN THE COMMENTARY TOTHAT STANDARD.

7C. DECK DESIGN IS IN ACCORDANCE WITH STEEL DECK INSTITUTE (SDI) PUBLICATION NO. 31 ANDDIAPHRAGM DESIGN MANUAL, LATEST EDITIONS.

7D. PLACE CONCRETE ON METAL DECK IN ACCORDANCE WITH SDI PUBLICATION NO. 31 TO LIMITCONSTRUCTION LOADS TO ALLOWABLE MAGNITUDES.

7E. REINFORCE OPENINGS IN METAL ROOF DECK AND FLOOR DECK SUPPORTING CONCRETE FILL INACCORDANCE WITH TYPICAL DECK OPENING DETAILS.

7F. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) UNLESS NOTED OTHERWISE. DO NOT INSTALLDECK AS SINGLE SPAN UNLESS SPECIFICALLY SHOWN ON DRAWINGS.

7G. PROVIDE DECK ATTACHMENTS AS NOTED ON DRAWINGS.

7H. HANGERS: SEE TYPICAL METAL DECK DETAILS FOR ALLOWABLE HANGER LOADS, SPACING ANDATTACHMENT.

8. STRUCTURAL COLD FORMED METAL FRAMING:8A. COLD FORMED METAL FRAMING IS A PERFORMANCE SPECIFIED ITEM DESIGNED BY THE CONTRACTOR.PROVIDE STUD DEPTH INDICATED ON THE DRAWINGS. DO NOT EXCEED MAXIMUM SPACING INDICATED.VARY FLANGE WIDTH, GAGE, YIELD STRENGTH, BRACING, STUD SPACING, ETC. AS REQUIRED TO SATISFYPERFORMANCE CRITERIA IN THE CONTRACT DOCUMENTS. MINIMUM STUD GAGE SPECIFIED IS REQUIREDFOR ATTACHMENT OF OTHER MATERIALS TO STUDS. DO NOT BASE BIDS ON MINIMUM GAGE OR MAXIMUMSPACING SPECIFIED.

8B. REFER TO DETAILS FOR MINIMUM CONNECTIONS AND OTHER REQUIREMENTS. DEVELOP FORCESNOTED. DO NOT IMPOSE FORCES ON THE BUILDING STRUCTURE IN DIRECTIONS OR AT LOCATIONS OTHERTHAN THAT SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT IMPOSE FORCES LARGER THAN SPECIFIED.CONNECTIONS TO CONCRETE SHALL NOT USE PAFs TO RESIST TENSION LOADS.


REINFORCING STEEL

CRITERIA

- DURING PLACEMENT P VERIFY GRADE, FINISH, SIZE, BAR QUANTITY,LOCATION, SPACING, COVER, HOOK LENGTHS,SPLICE LENGTH, SPLICE LOCATIONS, BENDDIAMETERS, COATING, SURFACE CONDITION,AND SUPPORT.

ACI 318 3.5,7.1-7.7

- WELDING C VERIFY ASTM A706 REINFORCING STEEL.AWS D1.4

- FIELD BENDING P --ACI 301 3.3.2.8

- COATED REINFORCING P --ACI 301 3.2.1.2

BOLTS AND EMBEDMENTS

CONCRETE

- MIX DESIGN EACHTRUCK

VERIFY USE OF APPROVED DESIGN MIXTURE FOREACH TRUCK LOAD

--

- PLACEMENT OF CONCRETE C ACI 318 5.9-5.10

- CURING P ACI 318 5.11-5.13

- SHORE/FORM REMOVAL P FOR BEAMS AND STRUCTURAL SLABSACI 318 6.2

STRUCTURAL CONCRETE SPECIAL INSPECTIONS

- PRIOR TO PLACEMENT OFCONCRETE

100% VERIFY TYPE, FINISH, DIAMETER, LENGTH,QUANTITY, EMBEDMENT LENGTH, SPACING ANDEDGE DISTANCES. VERIFY USE OF PLACINGTEMPLATE WHERE SPECIFIED.

--

- WELDING -- INSPECT PER THE STRUCTURAL STEEL TABLE--

- MECHANICAL CONNECTORS C --ICC-ES REPORT

- FORMWORK PRIOR TOPLACEMENT OF CONCRETE

P INSPECT FIRST POUR OF EACH TYPE (GRADEBEAM, COLUMN, STRUCTURAL SLAB, SLAB-ON-DECK, ETC.)

ACI 318 6.1.1

- PRIOR TO PLACEMENT OFCONCRETE

100%

--

--


REINFORCING STEEL, BOLTSAND EMBEDMENTS

CRITERIA

- WELDING -- PER STRUCTURAL STEEL TESTING--

CONCRETE

- AIR CONTENT WHEN AIRENTRAINMENT IS SPECIFIED ANDLIGHTWEIGHT CONCRETE

EACHCOMPOSITE

SAMPLE

--ASTM C231 PRESSUREMETHOD (NWC)OR ASTM C173

VOLUMETRIC METHOD(LWC)

STRUCTURAL CONCRETE TESTING

- COMPOSITE SAMPLE OBTAIN AT POINT OF PLACEMENT. FOR DRILLEDPIERS OBTAIN NEAR BEGINNING OF LOAD PRIORTO PLACEMENT IN SHAFT. ADJUST FREQUENCYAS REQUIRED TO PROVIDE MINIMUM 5 TOTALTESTS PER MIX BUT NOT MORE THAN ONESAMPLE PER TRUCK LOAD.

ASTM C172

- SLUMP/SLUMP FLOW EACHCOMPOSITE

SAMPLE

SPECIFIED SLUMP SHALL BE AS SUMBITTED INTHE MIX DESIGN ± 1 1/2". PERFORM ADDITIONALTESTS WHEN CONCRETE CONSISTENCYAPPEARS TO CHANGE.

ASTM C143 (SLUMP)OR ASTM C1611(SLUMP FLOW)

1. f'c < 5000 PSI 100 CY/MIX/DAY

2. f'c > 5000 PSI ANDSHOTCRETE

50 CY/MIX/DAY

3. DRILLED PIERS EACH SHAFT

- TEMPERATURE EACH COMPOSITESAMPLE AND 60

MINUTEINTERVALS

REQUIRED WHEN AIR TEMPERATURE IS 40 °FAND BELOW OR 80°F AND ABOVE.

ASTM C1064

- UNIT WEIGHT FOR STRUCTURALLIGHTWEIGHT CONCRETE

--ASTM C138

- COLD WEATHER CURING -- RECORD MAXIMUM AND MINIMUM CONCRETETEMPERATURE DURING CURING PERIOD, WHENDAILY AVERAGE AIR TEMPERATURE OF 40 °F ORBELOW IS EXPECTED FOR 3 SUCCESSIVE DAYSDURING CURING PERIOD.

ASTM C1074

EACHCOMPOSITE

SAMPLE

- COMPRESSIVE STRENGTH EACHCOMPOSITE

SAMPLE

TEST ONE CYLINDER SPECIMEN AT 7 DAYS ANDTWO CYLINDER SPECIMENS AT 28 DAYS. IFDESIGN STRENGTH IS NOT ACHIEVED AT 28DAYS, TEST REMAINING CYLINDER AT 56 DAYS.ACCEPTANCE CRITERIA PER ACI 318.

ASTM C31 (6x12SPECIMENS)

AND ASTM C39

STRUCTURAL CONCRETE TESTING NOTES:1. NONDESTRUCTIVE TESTING MAY BE PERMITTED BY THE ARCHITECT, BUT WILL NOT BE USED AS SOLEBASIS FOR APPROVAL OR REJECTION OF DEFICIENT CONCRETE.2. REPORTS OF COMPRESSIVE STRENGTH TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DATEOF CONCRETE PLACEMENT, LOCATION OF CONCRETE BATCH IN WORK, DESIGN 28-DAY COMPRESSIVESTRENGTH, CONCRETE SUPPLIER AND MIXTURE ID NUMBER, TIME OF BATCH AND PLACEMENT, AMBIENTAIR TEMPERATURE, SITE ADDED WATER AND ADMIXTURES, UNIT WEIGHT, AND AS REQUIRED BY ASTMC39.

MEASURE CONCRETE FLOORFLATNESS (FF) AND FLOORLEVELNESS (FL)

PERFORM MEASUREMENTS WITHIN 48 HOURSOF FINISHING OPERATIONS AND PRIOR TOREMOVAL OF SHORES OR FORMS. MEASUREAREAS INDICATED IN THE SPECIFICATIONS.

ASTM E1155--


EXPANSION ANCHORS, SLEEVEANCHORS, SCREW ANCHORS

CRITERIA

- PRIOR TO INSTALLATION OFANCHOR

EACHANCHOR

VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL. VERIFY SOLID GROUTED AREAAROUND ANCHORS IN GROUTED MASONRY.VERIFY MAXIMUM IMPACT WRENCH TORQUERATING FOR SCREW ANCHORS.

ICC-ES REPORT

POST-INSTALLED ANCHORS/REINFORCING STEEL SPECIAL INSPECTIONS

ADHESIVE ANCHORS,REINFORCING STEEL ANCHOREDINTO HARDENED CONCRETE

- DURING INSTALLATION OFANCHOR

C CONTINUOUS INSPECTION REQUIREDREGARDLESS IF PERIODIC INSPECTION ISPERMITTED BY ICC-ES REPORT. VERIFY HOLEDIMENSIONS, HOLE CLEANING, ANCHOREMBEDMENT, EDGE DISTANCES AND SPACING.

ICC-ES REPORT

- AFTER INSTALLATION OFATTACHED ASSEMBLY

100% VISUAL VERIFY NUMBER, EDGE DISTANCES, AND ANCHORFLUSH WITH AND PERPENDICULAR TO THERECEIVING SURFACE.

--

- PRIOR TO INSTALLATION OFANCHOR

EACHANCHOR

VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL. VERIFY SOLID GROUTEDAREA AROUND ANCHORS IN GROUTEDMASONRY.

ICC-ES REPORT

- DURING INSTALLATION OFANCHOR

C CONTINUOUS INSPECTION REQUIREDREGARDLESS IF PERIODIC INSPECTION ISPERMITTED BY ICC-ES REPORT. VERIFY HOLEDIMENSIONS, HOLE CLEANING, ANCHOREMBEDMENT, EDGE DISTANCES AND SPACING.

ICC-ES REPORT

- AFTER INSTALLATION OFATTACHED ASSEMBLY

100% VISUAL VERIFY NUMBER, EDGE DISTANCES, AND ANCHORFLUSH WITH AND PERPENDICULAR TO THERECEIVING SURFACE.

--

- PRIOR TO START OF WORK -- REVIEW CONTRACTOR'S INSTALLATIONPROCEDURE.

ICC-ES REPORT

- PRIOR TO START OF WORK -- REVIEW CONTRACTOR'S INSTALLATIONPROCEDURE.

ICC-ES REPORT

- CURE TIME 100% VISUAL VERIFY FULL CURE TIME HAS ELAPSED PRIOR TOAPPLICATION OF TORQUE OR LOAD TO ANCHOR.

--

TEST ANCHOR WITH CALIBRATED TORQUEWRENCH TO 100% OF THE INSTALLATION TORQUENOTED IN ICC-ES REPORT. ATTAIN SPECIFIEDTORQUE WITHIN 1/2 TURN OF THE NUT.


EXPANSION ANCHORS, SLEEVEANCHORS, SCREW ANCHORS

CRITERIA

POST-INSTALLED ANCHORS/REINFORCING STEEL TESTING

- TORQUE TEST 100% --

ADHESIVE ANCHORS,REINFORCING STEEL ANCHOREDINTO HARDENED CONCRETE

TEST THE INSTALLATION OF THE FIRST 3 OF EACHTYPE, BASE MATERIAL, AND POSITION (DOWN,HORIZONTAL, OVERHEAD). OBSERVE ASTM E488MINIMUM EDGE DISTANCES FOR DETERMININGTEST LOCATIONS. SUBMIT PROPOSED TESTLOCATIONS AND REQUESTS FOR REQUIREDTENSION TEST LOAD VALUES TO ENGINEER.

- TENSION TEST FIRST 3 AND 1%OF REMAINING

ASTM E488STATIC TENSION


PRIOR TO START OF WORK

CRITERIA

- OBSERVE PREPARATION OFGROUT SPECIMENS AND/ORPRISMS

C --ASTM C1019ASTM C1314

STRUCTURAL MASONRY SPECIAL INSPECTIONS (LEVEL 1)

AT START OF WORK

- LOCATION OF REINFORCEMENT,BOLTS AND EMBEDMENTS

-- --

- PROPORTIONING OF SITE-PREPARED MORTAR

-- VERIFY THE CONTRACTOR'S METHODS ANDWORKMANSHIP ARE COMPLIANT.

ACI 530.1 2.6A

- MORTAR JOINT CONSTRUCTION -- ACI 530.1 3.3B

- PLACEMENT OF REINFORCINGSTEEL (BARS, JOINTREINFORCING AND TIES)

EACH DAYOF WORK

VERIFY TYPE, SIZE, BAR QUANTITY, LOCATION,SPACING, COVER, SPLICE LENGTH, SPLICELOCATIONS, SURFACE CONDITION, SUPPORT ANDSECURING. SEE STRUCTURAL CONCRETE TABLEINSPECTION ITEMS FOR WELDING, FIELD BENDING,COATED REINFORCING, AND MECHANICALCONNECTORS.

ACI 530.1 3.4

PRIOR TO GROUT PLACEMENT

- GROUT SPACE 100% VERIFY SPACE IS FREE OF MORTAR DROPPINGSAND DEBRIS, AND CLEANOUTS PROVIDED ASREQUIRED.

--

- PLACEMENT OF BOLTS ANDEMBEDMENTS

EACH DAYOF WORK

VERIFY TYPE, FINISH, DIAMETER, LENGTH,QUANTITY, EMBEDMENT LENGTH, SPACING ANDEDGE DISTANCES. VERIFY GROUT SPACE AROUNDANCHORS IN FACE SHELL.

--

- PLACEMENT OF GROUT C --ACI 530.1 3.5

DURING GROUT PLACEMENT

- COLD WEATHERCONSTRUCTION

EACH DAYOF WORK

REQUIRED WHEN AIR TEMPERATURE ISBELOW 40 °F.

ACI 530.1 1.8C

- HOT WEATHERCONSTRUCTION

EACH DAYOF WORK

ACI 530.1 1.8D

- PROPORTIONING OF SITE-PREPARED GROUT

P --ASTM C476

DURING WORK

- SIZE AND LOCATION OFMASONRY ELEMENTS

EACH DAYOF WORK

--ACI 530.1 3.3F

- REINFORCING STEEL (BARS,JOINT REINFORCING AND TIES)

100% VERIFY TYPE, SIZE, BAR QUANTITY, LOCATION,SPACING, COVER, SPLICE LENGTH, SPLICELOCATIONS, SURFACE CONDITION, SUPPORT ANDSECURING.

ACI 530.1 3.4

- BOLTS AND EMBEDMENTS 100% VERIFY TYPE, FINISH, DIAMETER, LENGTH,QUANTITY, EMBEDMENT LENGTH, SPACING ANDEDGE DISTANCES. VERIFY GROUT SPACE AROUNDANCHORS IN FACE SHELL.

--

- MORTAR JOINT CONSTRUCTION 100% --ACI 530.1 3.3B

REQUIRED WHEN AIR TEMPERATURE ISABOVE 90 °F .

- ASSEMBLY COMPRESSIVESTRENGTH (f'm)

-- VERIFY PRECONSTRUCTION TESTING MEETSPROJECT REQUIREMENTS.

--

STRUCTURAL MASONRY SPECIAL INSPECTION NOTES:1. ITEMS NOTED AS FREQUENCY OF "EACH DAY OF WORK" ARE TO BE OBSERVED AT LEAST 2 TIMES EACH DAY THATMASONRY CONSTRUCTION IS IN PROGRESS.

ITEM FREQUENCY STANDARD CRITERIA

STRUCTURAL MASONRY TESTING (LEVEL 1)

DURING WORK

- SELF-CONSOLIDATING GROUTSLUMP FLOW

EACH TRUCKLOAD

ASTM C1611 VERIFY SLUMP FLOW AND VISUAL STABILITYINDEX (VSI).

REINFORCING STEEL, BOLTSAND EMBEDMENTS

- WELDING -- -- PER STRUCTURAL STEEL TESTING

STRUCTURAL MASONRY TESTING NOTES:1. SEE SPECIFICATION FOR REQUIREMENTS OF PRECONSTRUCTION LOAD TESTS TO BE PERFORMED BY CONTRACTOR.


FRAMING

CRITERIA

- MEMBERS AND CONNECTIONS P VERIFY TYPE, SIZE, LOCATION, SPACING--

- BRIDGING AND BLOCKING P --

- FIELD CUTS AND NOTCHES P NO CUTS OR NOTCHES THROUGH SECTIONFLANGES PERMITTED.

--

STRUCTURAL COLD FORMED STEEL SPECIAL INSPECTIONS

- PUNCHOUTS P VERIFY SPACING REQUIREMENTS FROMBEARINGS AND CONNECTIONS AND REINFORCINGIS USED WHERE REQUIRED

--

- SPLICING P NO SPLICING OF STRUCTURAL MEMBERSPERMITTED UNLESS SPECIFIED ON THECONSTRUCTION DOCUMENTS.

--

VERIFY TYPE, LOCATION, AND ATTACHMENT

WELDED ATTACHMENTS

- PRIOR TO WELDING -- VERIFY FILLER MATERIALS, WELDINGPROCEDURES, WELDER QUALIFICATIONS, ANDMANUFACTURER'S CERTIFICATE OF COMPLIANCE

AWS D1.1/D1.3

- DURING WELDING P

--

AWS D1.3

- CORROSION RESISTANCETREATMENT

P WELDED AREAS ARE TO BE TREATED WITHAPPROVED TREATMENT TO MATCH CORROSIONRESISTANCE OF EFFECTED AREA

--

SCREWED ATTACHMENTS

- FASTENER P VERIFY TYPE, DIAMETER, LENGTH, SPACING ANDEDGE DISTANCES

--

- SCREW PENETRATION P VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND SCREWS ARE FULLY DRIVENWITH A MINIMUM PENETRATION OF 3 THREADSTHROUGH THE LAST MATERIAL JOINED.

--

- DAMAGED SCREWS P NO POPPED SCREW HEADS OR STRIPPED SCREWSARE PERMITTED. ALL DAMAGED SCREWS SHALLBE REPLACED.

--

- COLD FORMED STEELASSEMBLIES

P ICC-ES REPORT VERIFY TYPE, NUMBER OF FASTENERS, ANDINSTALLATION IN CONFORMANCE WITH ICC-ESREPORT

- AFTER WELDING 100% VISUAL AWS D1.3

--

POWER-ACTUATED FASTENERS

- PRIOR TO INSTALLATION FIRST OF EACHFASTENER TYPE

AND BASEMATERIAL

VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL.

ICC-ES REPORT

- DURING INSTALLATION P --ICC-ES REPORT

- AFTER INSTALLATION 100% VISUAL VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND FASTENER HEAD STAND-OFFIS ACCEPTABLE (FULLY DRIVEN).

--


METAL DECK

CRITERIA

- METAL DECK P VERIFY TYPE, GAGE, AND LOCATION--

- ATTACHMENT P --

- FIELD CUTS AND NOTCHES P VERIFY CUTS OR NOTCHES THROUGH SECTIONARE REPAIRED.

--

STRUCTURAL METAL DECKING SPECIAL INSPECTIONS

VERIFY ATTACHMENT TYPE, SIZE, SPACING,AND EDGE DISTANCES

WELDED ATTACHMENTS

- PRIOR TO WELDING -- VERIFY FILLER MATERIALS, WELDINGPROCEDURES, WELDER QUALIFICATIONS, ANDMANUFACTURER'S CERTIFICATE OF COMPLIANCE

AWS D1.1/D1.3

- DURING WELDING P

--

AWS D1.3

- CORROSION RESISTANCETREATMENT

P WELDED AREAS ARE TO BE TREATED WITHAPPROVED TREATMENT TO MATCH CORROSIONRESISTANCE OF EFFECTED AREA

--

SCREWED ATTACHMENTS

- FASTENER P VERIFY TYPE, DIAMETER, LENGTH, SPACING ANDEDGE DISTANCES

--

- SCREW PENETRATION P VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND SCREWS ARE FULLY DRIVENWITH A MINIMUM PENETRATION OF 3 THREADSTHROUGH THE LAST MATERIAL JOINED.

--

- DAMAGED SCREWS P NO POPPED SCREW HEADS OR STRIPPED SCREWSARE PERMITTED. ALL DAMAGED SCREWS SHALLBE REPLACED.

--

- AFTER WELDING 100% VISUAL AWS D1.3

--

POWER-ACTUATED FASTENERS

- PRIOR TO INSTALLATION FIRST OF EACHFASTENER TYPE

AND BASEMATERIAL

VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL.

ICC-ES REPORT

- DURING INSTALLATION P --ICC-ES REPORT

- AFTER INSTALLATION 100% VISUAL VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND FASTENER HEAD STAND-OFF ISACCEPTABLE (FULLY DRIVEN).

--


PRIOR TO START OF WORK

CRITERIA

- PRIOR TO FABRICATION ORERECTION

-- VERIFY PLATES AND SHAPES CONFORM TOASTM STANDARDS SPECIFIED, REVIEWMANUFACTURER'S CERTIFIED MILL TESTREPORTS OR CERTIFICATE OF COMPLIANCE

--

STRUCTURAL STEEL SPECIAL INSPECTIONS

DURING BOLTING

-- VERIFY BOLT ASSEMBLY CONFORMS TO ASTMSTANDARDS SPECIFIED, REVIEW CERTIFICATE OFCOMPLIANCE, OBSERVE PRE-INSTALLATIONVERIFICATION TESTING OF PRETENSIONEDFASTENER ASSEMBLIES, VERIFY APPROPRIATEFAYING SURFACE CONDITION

AISC 360 /RCSC SPECIFICATION

- PRIOR TO BOLTING

P VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.

AISC 360 /RCSC SPECIFICATION

- SNUG-TIGHTENED JOINTS

P AISC 360 /RCSC SPECIFICATION

- PRETENSIONED AND SLIP-CRITICAL JOINTS

C AISC 360 /RCSC SPECIFICATION

- PRETENSIONED AND SLIP-CRITICAL JOINTS USINGCALIBRATED WRENCH OR TURN-OF-NUT METHOD WITHOUTMATCHMARKING

- PRIOR TO WELDING

DURING WELDING

P --AWS D1.1- SINGLE PASSFILLET WELD < 5/16"

C --AWS D1.1- SINGLE PASS FILLET WELD> 5/16" AND MULTIPASSFILLET WELD

C --AWS D1.1- PARTIAL PENETRATIONGROOVE WELD

C --AWS D1.1- COMPLETE PENETRATIONGROOVE WELD

P VERIFY TYPE, SIZE, SPACING, AND LOCATIONSAWS D1.1- SHEAR CONNECTOR, HEADEDANCHOR STUD (HAS) ANDDEFORMED ANCHOR STUD (DAS)

-- VERIFY MATERIALS, PROCEDURES, WELDERQUALIFICATIONS, AND REVIEW CERTIFICATESOF COMPLIANCE

AWS D1.1 /AISC 360

AFTER WELDING

100% VISUAL --AWS D1.1- SINGLE PASSFILLET WELD < 5/16"

100% VISUAL VERIFY TYPE, SIZE, SPACING, AND LOCATIONSAWS D1.1- SHEAR CONNECTOR, HEADEDANCHOR STUD (HAS) ANDDEFORMED ANCHOR STUD (DAS)

- DURING ERECTION P VERIFY INSTALLATION OF BRACING ANDSTIFFENING, MEMBER LOCATIONS, ANDCONNECTIONS. REPORT ANY OBSERVATION OFKINKS, BENDS, OR OTHER DAMAGE.

--

FRAMING

VERIFY PROPER USE OF PRETENSION METHOD,VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.

VERIFY PROPER USE OF PRETENSION METHOD,VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.VERIFY TIGHTNESS OF NUT FOR 10% OF BOLTS(2 MIN) AT EACH JOINT.

STRUCTURAL STEEL INSPECTION NOTES:1. IN TENSIONED JOINTS, WHEN SPLINES ARE NOT SHEARED OR INDICATOR WASHERS ARE NOT PROPERLY DEFORMED, THETESTING AGENCY SHALL DETERMINE THAT PROPER BOLT TENSION HAS BEEN ACHIEVED BY THE APPLICATION OF APROPERLY CALIBRATED TESTING TORQUE OR THE CONTRACTOR MAY REMOVE AND REPLACE ALL DEFICIENT BOLTS. ALLCOST OF ADDITIONAL INSPECTION SHALL BE BORNE BY THE CONTRACTOR.


WELDING

CRITERIA/REMARKS

- PARTIAL PENETRATIONGROOVE WELD

100% NOT REQUIRED FOR SHOP WELDSPERFORMED BY AN APPROVED FABRICATOR

ULTRASONIC ORRADIO GRAPHIC

STRUCTURAL STEEL TESTING

100% ULTRASONIC ORRADIO GRAPHIC

- COMPLETE PENETRATIONGROOVE WELD

1% BEND TEST,100% RING TEST

BEND TEST: PER AWS D1.1 BENT STUD (TORQUETEST FOR THREADED STUDS) ACCEPTANCECRITERIA.RING TEST: STRIKE WITH HAMMER, IF THE STUDRINGS, STUD IS ACCEPTABLE. IF STUD DOES NOTRING, PERFORM AWS D1.1 BEND TEST.

AWS D1.1SECTION 7

- SHEAR CONNECTOR, HEADEDANCHOR STUD (HAS), DEFORMEDANCHOR STUD (DAS), THREADEDSTUDS

- FILLET WELD 10% NOT REQUIRED FOR SHOP WELDSPERFORMED BY AN APPROVED FABRICATOR

ASTM E709MAGNETIC PARTICLE

FRAMING

100% ANY CRACK REGARDLESS OF SIZE OR LOCATIONSHALL CAUSE WELD TO BE REJECTED.

ASTM E709 MAGNETICPARTICLE

- THERMAL CUTTING OF SHAPESAND PLATES EXCEEDING 2INCHES THICK

100% CRITERIA TO BE MET 6 INCHES ABOVE ANDBELOW EACH WELD, OR SHALL BE CAUSEFOR REJECTION.

ASTM A898 (LEVEL 1CRITERIA)

- SHAPES EXCEEDING 1 1/2INCHES THICK SUBJECT TOTHROUGH-THICKNESS WELDSHRINKAGE STRAINS

100% ANY DISCONTINUITY CAUSING A TOTAL LOSSOF BACK REFLECTION THAT CANNOT BECONTAINED WITHIN A CIRCLE 3 INCHES INDIAMETER SHALL BE REJECTED.

ASTM A435- PLATES EXCEEDING 1 1/2INCHES THICK SUBJECT TOTHROUGH-THICKNESS WELDSHRINKAGE STRAINS

STRUCTURAL STEEL TESTING NOTES:1. THE WELDING INSPECTOR SHALL HAVE THE AUTHORITY TO REJECT WELDMENTS. SUCH REJECTION MAY BE BASED ONVISUAL INSPECTION WHERE IN THE INSPECTOR'S OPINION THE WELDMENT WOULD NOT PASS A MORE DETAILED INVESTIGATION.2. IF DEFICIENT WELDS ARE DISCOVERED, THE REMAINING UNINSPECTED WELDS SHALL RECEIVE SUCH ULTRASONIC ORMAGNETIC PARTICLE TESTING AS MAY BE REQUIRED BY THE ARCHITECT AND ENGINEER. ALL COST OF ADDITIONAL TESTINGSHALL BE BORNE BY THE CONTRACTOR.3. REPORTS OF WELD TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DESCRIPTION OF EACH WELD, IDENTIFYINGMARK OF THE RESPONSIBLE WELDER, CRITIQUE OF DEFECTS NOTED BY VISUAL INSPECTION OR TESTING, STATEMENT OFACCEPTABILITY PER AWS STANDARDS.

- EMBEDDED PLATE ASSEMBLIESWITH PLATES EXCEEDING 3/4INCH

100% ULTRASONIC TEST ALONG CENTERLINE OF PLATE WIDTHAFTER STUD/REBAR SHOP WELDING.

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DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:43 PM

S-003

QUALITY ASSURANCE13.0668.S.01


12 December 2013

Checker

Designer

Approver

37

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

K L M NH

11

4

5

6

7

8

J

9

6.8

7.6

6.2

20'-0

"9'

-11"

11'-4

1/2

"23

'-10

1/2"

18'-1

1 1/

2"8'

-0"

9'-0" 14'-2 1/2" 26'-8" 27'-5" 26'-8" 1'-7 3/8"

1'-0 3/4"

4.2

2

GFEDCBA

12'-0" 12'-0" 11'-1" 12'-11" 14'-2" 14'-2" 14'-2"

14'-0

"14

'-0"

14'-0

"14

'-0"

21'-8

"

SOG4

1'-4 1/2"

1'-4

1/2

"

6 7/

8"

1'-1 1/2"

1'-7

1/2

"

1'-7 1/2"1'-7 1/2" 80'-9"

26'-8" 27'-5" 26'-8"

2'-0 1/2"

20'-5

1/2

"

TO IF WALL2 7/8"

HSS6x6x5/16BP-1

10" TYP10" TYP

10"

2

S-100

(E) SOG4

100'-0"(E) CAISSONBEARING AT 80'-0"

1

S-302

HSS6x6x3/16

HSS6x6x3/16

HSS6x6x3/16

HSS6x6x3/16

HSS6x6x3/16

F4x4

F4x4 F6x6 F8x8

F5x5

F5x5 F6x6 F6x6

F8x8

F6x6

F5x5

3'-3 3/4"

HS

S6x

6x3/

8

(E) SOG4

12

S-301

12

S-301

1'-1 1/2"

1'-1

1/2

"

8"

8"

9

S-301TYP

10

S-301

10

S-301

10

S-315

(E) SF2-2

97'-6"

(E) SF2-8

(E) SF3-8

97'-6"

97'-6"

(E) SOG4

97'-10"

2

S-110

4

S-100

SF1-8

SF1-8

SF2-6

SF1-6

SF1-8

SF1-6

SF1-6

SF2

SF2-6

SF2-6

SF1-6

2" EJ

2" EJ

1

13

S-301

13

S-301

S-302

4

TYP, UNO

HSS6x6x5/16BP-2

S-302

2S-302

5

TYP

13

S-302

7'-5 5/8"8'-2 5/8"

2'-1

0 3/

4"10

'-4"

9 1/

4"

16

S-315

16

S-315

TYP

20

S-540

9

S-315

STEP FTG

STEP FTG

9

S-315

14

S-301

11

S-301

11

S-301

11

S-301

14

S-301

3

S-100

15

S-301

15

S-301

MW8

MW8

MW8

MW8

MW10

1'-1

1/2

"

1'-6"

1'-6

"

6

S-302

6

S-302

7

S-302

6

S-302

STEP B/GB

96'-0"

SOG4

100'-0".

1'-3"

1'-3

"

100'-0"

SOG4

100'-0"

STEP T/WALL

STEP T/WALL

7

S-302

15

S-302

16

S-302

16

S-302

1'-3

"

PROVIDE MIN 2 BATTERED PILES WITH 30k T&C

LEVEL 1100'-0"

Second Floor Addition111'-8"

M N

HSS4x4x1/4

HSS4x4x1/4

EQ

EQ

WP

40°

S-501

9

S-501

10

S-501

7

FOUNDATION PLAN NOTES:

1. SEE ARCH AND MECH DRAWINGS FOR SLAB SLOPES, DEPRESSIONS, FILLS, PADS, AND CURBS NOT SHOWN.

2. TOP OF INTERIOR FOOTINGS SHALL BE 99'-4" UNLESS NOTED OTHERWISE.

3. TOP OF EXTERIOR FOOTINGS SHALL BE 96'-6" UNLESS NOTED OTHERWISE.

4. MASONRY WALLS TYPE MW10 UNO.

5. REFER TO TYPICAL DETAILS:

LEVEL 1100'-0"


H J

LINE OF (E) COL

2"SEE ARCH

OPENINGWIDTH

EXTEND FTG 4"

(2)#7 T&B W/32"NOMINAL LINTELDEPTH

(2)#7 T&B W/32"NOMINAL LINTELDEPTH

BM POCKET

(4)#7 EF FULL HT JAMBREINF W/32" JAMBWIDTH

19

S-400

12

S-400

12

S-400

KEYNOTE LEGEND

1

2

(N) RAMP AT EXISTING SOG SEE ARCH FOR LOC ANDSIZE. SEE:

ALIGN WEBS TO ALLOW FOR CONTINUOUS DUCT PASSAGE.

3 NEW OPENING IN (E) MASONRY WALL. SEE ARCH FORLOCATION AND SIZE. 6'-8" MAX OPENING WIDTH. FORLINTEL SEE: /17 S-401

/12 S-315

LEVEL 1100'-0"


12

S-400

19

S-400

19

S-400

(6) #7 EF FULL HTJAMB REINF W/48"JAMB WIDTH

(2)#7 T&B W/ 32"NOMINAL LINTELDEPTH

TYP JAMB REINF

TYP JAMB REINF

FLOOR SLAB

TYP LINTEL REINF

NOTES:1. FOR ADDNL INFORMATION SEE2. GROUT SHOWN IS ADDNL TO TYP.

/9 S-400

NOTES:1. FOR ADDNL INFORMATION SEE2. GROUT SHOWN AS ADDNL TO TYP.

/9 S-400

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DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:44 PM

S-100

LEVEL 1 PLAN13.0668.S.01


12 December 2013

Checker

NL

NL

38

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

1/8" = 1'-0"

FOUNDATION PLAN1

1/4" = 1'-0"

BRACE ELEVATION2

2 / S-301 TYP SPREAD FOOTING

6 / S-301 TYP STRIP FOOTING

10 / S-302 COL BASE PLATE SCHEDULE

5 / S-315 TYP SOG KEY PLAN

18 / S-315 REINFORCING DEVELOPMENT, PLACEMENT, AND BEND INFO

19 / S-315 TYP WALL PENETRATIONS

9 / S-400 TYP STRUCTURAL MASONRY WALL ELEV

1/4" = 1'-0"

WALL END GRID 6.24

1/4" = 1'-0"

CMU AT GRID 1 DOOR3

K L M NH

11

4

5

6

7

8

J

9

6.8

7.6

6.2

4.2

2

GFEDCBA

W24

x55

[26]

W24

x55

[26]

STAIR SUPPORT

W8x

18 [6

]

3VLP

A3

3VLI

3

2

S-100

OPEN

OPEN

3VLI

3

3VLI3

OPEN

W12

x26

[8]

W12x19 [9]

PRE-MANUFACTUREDSTAIR

3VLI3

8'-0

"18

'-11

1/2"

23'-1

0 1/

2"11

'-4 1

/2"

9'-1

1"20

'-0"

9'-0" 14'-2 1/2" 26'-8" 27'-5" 26'-8"12'-0" 12'-0" 11'-1" 12'-11" 14'-2" 14'-2" 14'-2"

5 1/

2"

3'-1 1/4" 5 1/2"

EQ

EQ

5 1/2"

5 1/2"

5 1/

2"

1 3/4" EJ 10"

4"

W12

x19

[7]

W14

x22

W14

x22

W14x26

W14x26

11k

W12

x19

[12]

c=3

/4"

9k 11k

9kW16x36 [16]

8kW18x40 [16]

8kW14x26 [14]

25k

W18

x40

[20]

20k W14x22 [14] c=1 1/4" 17k W14x34 [27] 20k W14x22 [14] c=1"

17kW14x22 [14] c=1 1/4"

17kW14x22 [14] c=1 1/4"

17k W14x22 [14] c=1 1/4"

17k W14x22 [14] c=1 1/4"17k W14x22 [14] c=1 1/2"

17k W14x22 [14] c=1 1/2"

10k W16x31 [14] 10k W16x31 [14] W21x44

24k

W21

x44

[18]

2" EJ

2" EJ

17'-

7 1/

4"

10

S-401

2

S-501

2" E

J

2" EJ

2

S-110

4

S-100 11

S-540

7

S-540

7

S-540

7

S-540

11

S-540

W14x22 [14] c=1 1/2"17k

A

AA

A

5

S-501

9

S-530

9

S-530

9

S-530

9

S-530

9

S-530

9

S-530

9

S-530

SE

EA

RC

H4"

4"

SEE ARCH

111'-8"

111'-8"110'-4"

SLOPE

W36x135 ( 111' - 11" )

W36x135 ( 111' - 11" )

12

S-530 15

S-401

3ABOVE

3

14

S-540

2

S-401

2

S-401

S-400

10 TYP ATELEV

20

S-540

17

S-540

6

S-501

2

S-401

2

S-401

S-400

10

DN

DN

OH

1

S-501

1

S-501

9

S-530

1/2"

14

S-531

1'-4

"

W8x10

15

S-531

W14

x22

W8x

10 [6

]

11

S-501

3 1/8"12

S-501

W8x

10

W8x18 LINTEL BELOW

16

S-531

FLOOR FRAMING PLAN NOTES:

1. BEAMS SHALL BE EQUALLY SPACED BETWEEN GRID LINES OR ALONG GIRDERS UNLESS DIMENSIONED OTERHWISE.

2. TOP OF STEEL ELEVATION IS AT BOTTOM OF DECK UNLESS NOTED OTHERWISE.


LEVEL 1100'-0"


9

HS

S4x

4x3/

8

HS

S4x

4x3/

8

HS

S4x

4x3/

8

HSS6x6x3/8

17

S-540

KEYNOTE LEGEND

1

2




/12 S-315

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DATE PRINTED:

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PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:44 PM

S-110

LEVEL 2 ADDITION PLAN13.0668.S.01


12 December 2013

Checker

NL

NL

39

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

1/8" = 1'-0"

SECOND FLOOR FRAMING PLAN1


1 / S-500 TYP BEAM CONNECTIONS

11 / S-530 METAL DECK SLAB SCHEDULE

16 / S-530 TYP METAL DECK SLAB OPENINGS

10 / S-531 TYP SHEAR STUD LAYOUT

7 / S-531 TYP SLAB CONST JOINT LOCATIONS

3/16" = 1'-0"

CURTAIN WALL BACK UP ELEVATION2

K L M NH

11

4

5

6

7

8

J

9

6.8

7.6

6.2

4.2

2

GFEDCBA

. .

3NA

RTU2.2k

. .

. .

RTU2.5k

2

S-100

5 1/

2"20

'-0"

9'-1

1"11

'-4 1

/2"

23'-1

0 1/

2"18

'-11

1/2"

8'-0

"

9'-0" 14'-2 1/2" 26'-8" 27'-5" 26'-8"

1.5B

.

SLOPE

1/4:12

SLOPE

1/4:12

3VLI3

OPEN

W10x30LINTEL BELOW

. .

. .

. .

1.5BA

10K

1

14K

CS

2

14K

CS

2

14K

CS

2 10K

1

10K

112

K1

20K

5

20K

5

18K

3

26K

6

32LH

10

26K

6

24K

CS

3

24K

CS

3

W16x31

24K

CS

3

10k W16x31 10k W16x31 10k W18x40

15k W16x31 13k W16x31 9k W16x31

W16x31

9k W16x31

10k

W18

x40

W12

x19

10k

W16

x31

W14

x26

W16

x31

5 1/2"

5

S-530

5

S-530

5

S-530

5 1/2"

5 1/

2"

7

S-401

6

S-401

6

S-401

S-401

2TYP

1

S-501

EJ

4

S-100

10

S-540

10

S-540

13

S-540

13

S-540

10

S-540

13

S-540

10

S-540

A

AA

A

2

6

S-401

14

S-401

3

12

S-540

20

S-540

7'-6" 9'-9" 9'-11" 9'-9" 9'-0" 9'-0" 9'-0" 9'-11 1/2" 2 7/8"

HATCH

12

S-4017

S-401

SIM

16

S-401

2

S-401

TOC= 224'-4"

13

S-531

3'-1 1/2" 5 1/4"

123'-4 5/8"

SEE ARCHT/WALL @PERIMETER

124'-0"

124'-0"

124'-4"B/DECK @ CLOF WALL

T/WALL

5 1/

2"17

'-7 1

/4"

4

5

DCBA

1.5B

HOIST BEAM

SLOPE 1/4:12137'-10 3/8"SEE ARCH

T/WALL

2

S-401

18

S-401

137'-10"

B/DECK

ROOF FRAMING PLAN NOTES:

1. BEAMS/JOISTS SHALL BE EQUALLY SPACED BETWEEN GRID LINES OR ALONG GIRDERS UNLESS DIMENSIONED OTERHWISE.

2. TOP OF STEEL ELEVATION IS AT BOTTOM OF DECK OR BOTTOM OF JOIST SEAT UNLESS NOTED OTHERWISE.


KEYNOTE LEGEND

1

2




/12 S-315

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DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:45 PM

S-120

ROOF PLAN13.0668.S.01


12 December 2013

Checker

Designer

Approver

40

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

1/8" = 1'-0"

ROOF FRAMING PLAN1

1/8" = 1'-0"

ELEVATOR ROOF2


1 / S-500 TYP BEAM CONNECTIONS

7 / S-520 TYP JOIST CHORD SUPPORT

6 / S-520 TYP JOIST BRG CONN

11 / S-530 METAL DECK SLAB SCHEDULE

18 / S-530 TYP METAL DECK ROOF OPENINGS

20 / S-531 TYP MECH SUPPORT ON ROOF DECK

BOT REINFPER SCHED

TOP REINF IFNOTED INSCHED

PLAN

W

L

L BARS

W BARS

APPROVEDBRG MATL, SEEEARTHWORKSPEC (L x W)

PLAN DIMENSIONS

CLR3"

T

T/FTG, SEE PLAN

L BARS

W BARS

3" CLR

CLR2"

MARK

STRIP FOOTING SCHEDULE

FOOTING SIZEW x T

LONGITUDINALREINF

REMARKS

SF1-6 1'-6" x 1'-0" (3)#5 BOT -

TRANSVERSEREINF

LONGITUDINALREINF

TRANSVERSEREINF

#5 @ 12" OC

APPROVED BRGMATL, SEEEARTHWORKSPEC

PLAN AT FOOTING INTERSECTIONSLTS AT ALL BAR SPLICES

W

T

3" C

LR

T/FTG, SEE PLAN

3" CLR

TOP REINF IFNOTED IN SCHED

AT

CO

NS

T J

TS

LTS

OR

CO

NT

THRU FOOTINGLTS OR CONT

NOTES:1. CLEAN SURFACE AND REMOVE LAITANCE. WET SURFACE AND REMOVE STANDINGWATER IMMEDIATELY PRIOR TO PLACING CONC

2. SEE FOR POUR LENGTH LIMITS AND CONTROL JOINT DETAILS.

SEE NOTE 1

S-301

8

SF1-8

SF2

SF2-6

1'-8" x 1'-0"

2'-0" x 1'-0"

2'-6" x 1'-0"

-

-

-

(3)#5 BOT

(3)#5 BOT

(4)#5 BOT

#5 @ 12" OC

#5 @ 12" OC

#5 @ 12" OC

1ST POUR 2ND POUR

ELEVATION VIEW

11 1/8"

LTE LTE

MATCH SIZE ANDNUMBER OF FTGBOT BARS

NOTE 2

60'-0" MAXNOTE 2

NOTES:1. SUBMIT LOCATIONS OF CONST JTS FOR REVIEW PRIOR TO CONSTRUCTION2. LOCATE CONST JTS AT LEAST 5'-0" FROM PILASTERS AND CORNERS.

60'-0

" M

AX

A

A

B

EQ

EQ

EQ

#5x @12", ALTERNATE

HOOK DIRECTION

#5@12" (3 MIN) 6"

#5 DOWEL. DRILLAND EPOXY ATEXISTING

12" MIN P/C SILL

MARK FOOTING SIZEL x W x T

REINFORCING SERVICECAPACITY

(KIPS)

REMARKS

32

50

F4x4 4'-0"x4'-0"x1'-0" (4) #5 EW BOT

72

F5x5 5'-0"x5'-0"x1'-0" (5) #5 EW BOT

F6x6 6'-0"x6'-0"x1'-2" (6) #5 EW BOT

128F8x8 8'-0"x8'-0"x1'-6" (8) #6 EW BOT

SPREAD FOOTING SCHEDULESOIL ALLOWABLE PRESSURE = 2000 PSF

-

-

-

-

S-315

6

S-302

10

1

1

LTS + 2'-0"

WALLDWLS

TYPUNO

LTSLTS

T/FTG

T

SEE PLAN

MATCH SIZE AND NUMBEROF FTG LONG BARS

(1'-0" MIN)

T

#5x @12"OC

#5@12" (4 MIN)

6"7"

-

#5@12" (2 MIN)

SEE PLAN

DOWELS TO MATCH VERTMAS REINF.SEE: /9 S-400

3"

#5x @12"OC

#5@12" (4 MIN)

SEE PLAN

7"

-


#5@12" (2 MIN)

L4x4x1/2

HSS6x6 BACKUPFRAMING

L2x2x3/8

PL1/2x6 1/2x0'-8" W/(2)5/8"ØDASx2'-4" AT 4" GAGE

FOR STEM WALLINFORMATIONSEE:

S-301

11

3/163/16

L2x2x3/8

3/16

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:46 PM

S-301

FOUNDATION DETAILS13.0668.S.01


12 December 2013

Checker

Designer

Approver

41

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

NO SCALE2 TYP SPREAD FOOTINGNO SCALE6 TYP STRIP FOOTING

NO SCALE8 TYP STRIP FOOTING CONST JTNO SCALE12 STEM WALL @ STOREFRONT

NO SCALE9 TYP STEEL COL AT FOOTING

NO SCALE10 TYP SINGLE STEP AT WALL FOOTING

NO SCALE11 TYP STEM WALL W/ BRICK

NO SCALE13 STR MAS WALL OVER FOOTING

NO SCALE14 STEM WALL W/ BRICK @ CMU

NO SCALE15 STEM WALL AT BACK UP FRAMING

3"

8"

1 1/2" BLOCKOUTFOR BASE PL

CONT HORIZWALL REINF

SEE PLAN SEE PLAN

SE

E P

LAN

SE

E P

LAN

(8)#7 VERT

#3 TIES AT, (2) AT 3" OCAND REMAINDER AT12" OC

REINF AT PILASTER

OMIT WALL VERT

1 1/2" WALLBLOCKOUT FORBASE PL

2" C

LR T

YP

(8)#7 VERT



SE

E P

LAN

SE

E P

LAN

SEE PLANSEE PLAN

2" C

LR T

YP

DOUBLE NUT ORHEADED ANCHOR ROD

NOTES:1. SEE PLAN FOR BASE PLATE MARK2. PLATE SIZE MAY BE INCREASED AT HSS COL TO PROVIDE BOLT CLEARANCE

PL WASHER 1/2x2x2 W/STD HOLE

OPTIONAL LEVELINGNUTS

1 5/16"Ø HOLES

HSS COLUMN

AT HSS COL

5/16

T

TYP BASE PLATE SCHEDULE

BASEPLATEMARK

BP-1

BP-2

PLATETHICKNESS

T (IN)

PLATEWIDTHB (IN)

PLATELENGTH

N (IN)

A

E

1 1/

2" N

S G

RO

UT

AB

OV

E N

UT

2" M

IN P

RO

JEC

TIO

N

A

3/4 13 13

ANCHORDIAM (IN)

MIN ANCHOREMBEDE (IN)

BPARRANGEMENT

3/4 18 TYPE A

3/4 13 22 3/4 18 TYPE B

2" 4 1/2" 4 1/2" 2"

2"4

1/2"

4 1/

2"2"

1'-1

"

1'-1"

TYPE A

2" 9" 4 1/2" 4 1/2" 2"

2"4

1/2"

4 1/

2"2"

1'-1

"

1'-10"

TYPE B

N

9

1'-4

"S

EE

PLA

N

SEE PLAN

2" CLR TYP

(10)#7 VERT

APPROX LOCOF ANCHORBOLTS



LEVEL 1100'-0"

8"2'

-0"

20k EA

S-302

14#5 @ 1'-0" OC T&B EWHOOK EA END

DEMO AND REPLACESLAB ON GRADE ASNEEDED

S-315

20

SERVICE LOAD PERMICROPILE, SEE DETAILS

END PLATE BY MICROPILECONTRACTOR

BOTTOM OF CONCRETE =TOP OF GROUT

STEEL CASING AS REQD BYMICROPILE CONTRACTOR

MIN

9 1/

2"

CONT REINF FORMICROPILE LENGTH


STEM WALL REINFPER /11 S-301

(3)#7 T&B

#4 TIES @ 18" OC

#5@8" OC EF

3" C

LR

2" CLR

2" C

LR

100'-0"

2'-8

" M

IN

1'-0

"

T/PIT SEE PLAN

BEYOND /14 S-302

S-302

8

60k EA

100'-0"

1'-8

" M

IN

AT B/GB STEPEXTEND B/BARS LTS

FOR REINFSEE /6 S-302

#5@ 12" OCEW T&B

3" C

LR

#5 DOWELSAT 12" OC

3"

#5xCONTLTS

(E) FOUNDATION.PROVIDE EXCAVATIONSHORING PER SPEC.

4 1/2"

3"

2"

1"

GRADE BEAMPERPENDICULAR

HOOK T&B GRADEBM REINF


#5 @ 8" OC HORIZ

#4 @ 12" OC VERTW/ 180° HOOKS

100'-0"

1'-0

"

T/PIT SEE PLAN

S-302

8

(2) #7 T&B

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:48 PM

S-302

FOUNDATION DETAILS13.0668.S.01


12 December 2013

Checker

Designer

Approver

42

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

3/4" = 1'-0"1 TYP PILASTER SECTION

1" = 1'-0"2 TYP PILASTER

1" = 1'-0"5 CORNER PILASTER

NO SCALE10 COL BASE PLATE SCHEDULE NO SCALE4 BRACED FRAME PILASTER

3/4" = 1'-0"13 MICROPILE CAP

NO SCALE14 TYP MICROPILE FOUNDATION

NO SCALE6 FDN AT ELEVNO SCALE7 FDN AT ELEV - 2

NO SCALE8 ELEVATOR PIT SLAB

NO SCALE15 GRADE BM CONFIG AT (E) WALL

NO SCALE16 FDN WALL AT (E)

PLAN AT PILASTER

FIRST POUR

PLAN AT COLUMN

CJ ORCONST JT

90°

CL COL

TOOLED JT ATEXPOSED AREAS

COLUMN FACE

COLUMN

ISOLATION JT

CONCRETE ENCASEMENTTO COVER COL BASE,TYP

SECTION AT COLUMN

COLUMN ORPILASTER

CONST JOINT

DIAMOND ORROUNDBLOCKOUT

TYP4" M

IN

90

°

90

°

4" MIN

A

A

PREFORMED JT FILLER

CONT VAPORRETARDER,SEE ARCH

2ND POUR1ST POUR

EXTEND REINFTHRU JT

1/8" .

NOTES:1. PROVIDE TOOLED JT OR SAW CUT AS SOON AS THE CONC HAS HARDENED SUFFICIENTLY TOPERMIT CUTTING WITHOUT CHIPPING, SPALLING, OR TEARING (BUT NOT MORE THAN 12 HOURSAFTER CASTING)

LAP (2) MESHPANELS OR LTS

1"

NOTE 1

SLAB REINF

T2"

MIN

#4 ES CONT

2

1

CONSTRUCTION JOINT

CONTROL JOINT

6"1 1/2"

EQ

EQ

EQ

S-315

6

S-315

6

7

S-315

PROVIDE JT EW ATALL RE-ENTRANTCORNERS

CONTROL ORCONSTRUCTION JT

RATIO = 1:1.5

10'-0" MAX EWMAX ASPECT

NOTES:1. KEY PLAN ILLUSTRATES CONSTRUCTION CONCEPTS ONLY. SEE PLAN FOR ACTUAL DIMENSIONS AND ARRANGEMENT2. PROVIDE ADDITIONAL CONTROL JOINTS AT ABRUPT CHANGES IN THICKNESS AND LOCATIONS PRONE TO CRACKING. COORD LOCS WITH FLOOR FINISHES AND INTERIOR WALLS

PROVIDE (1) #4 TYPTRIM REINF AT ALLOPNGS, NOTCHES,AND RE-ENTRANTCORNERS

SEE GENERALNOTES FOR POURLENGTH AND AREALIMITS

S-315

2TYP SLABREINF

~

~

~~

2'-0

" T

YP

4"

PROVIDE ISOLATION JOINT. 1/4" PREFORMED JT FILLER OVER FULLSLAB DEPTH, FILLER SHALL NOT PROTRUDE ABOVE SLAB.ELASTOMERIC JT SEALANT WHERE REQD (SEE ARCH)

9

S-315

P C

LR

CONT VAPORRETARDER, SEE ARCH

BAR SUPPORTS,SEE SPEC

NOTES:1. PREPARED/COMPACTED SUBGRADE, SEE EARTHWORK SPEC

SLAB REINF

NO

TE

1T

TYPICAL SLAB-ON-GRADE SECTION

2'-6"

TOP REINFORCING

MATCH TOP REINF

2'-0" HOOK

#4x

#4x4'-0@12", EC,CTR

(1) #4xCONT

TYPICAL

2'-6

"

@12" TOP2"

LTS + H

1 1/

2" C

LREQEQ

H

A

A

STAIR STRINGER ANDCONN TO SOG BY STAIRMNFR

(3) #4xCONT

#4x2'-0"

BEYOND STRINGERS

2'-0" (MIN), EXTEND THICKENED ZONE 1'-0"

1'-0

" M

IN

2'-0"@24"

3" C

LR

21

28

36

43

62

71

80

90

100

LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE (INCHES)

#3

#4

#5

#6

#7

#8

#9

#10

#11

8

11

14

16

19

22

25

28

31

12

15

19

23

26

30

34

38

42

6

8

10

12

13

15

17

19

22

21

28

36

43

62

71

80

90

100

GENERAL NOTES:1. 'LCE' = COMPRESSION EMBEDMENT LENGTH, 'LCS' = COMPRESSION LAP SPLICE LENGTH,'LTE' = TENSION EMBEDMENT LENGTH, 'LTS' = TENSION LAP SPLICE LENGTH, 'LDH' = HOOK DEVELOPMENT LENGTH2. 'TOP' BARS ARE HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12 IN. OF FRESHCONCRETE IS CAST BELOW THE BAR3. ALL BARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS4. UNLESS NOTED OTHERWISE, ALL HOOK BARS SHALL EXTEND TO THE FAR FACE (LESS 2"COVER)

LAP SPLICE NOTES:1. ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED VERTICALLY2. ALL SPLICES ARE 'LTS' UNLESS NOTED OTHERWISE3. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS4. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF LAPLENGTHS SCHEDULED5. BUNDLED BAR SPLICES: A. INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL BE STAGGERED B. INCREASE LAP LENGTH 20% FOR A 3 BAR BUNDLE C. INCREASE LAP LENGTH 33% FOR A 4 BAR BUNDLE6. IF A NOTE OR DETAIL CALLS FOR A BAR TO BE EMBEDDED Ld (DEVELOPMENT LENGTH)INTO CONCRETE, THIS LENGTH SHALL CORRESPOND TO A 'LTE' LAP

ADJUSTMENTS TO GIVEN LAP LENGTHS:1. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LAP LENGTHS BY50%2. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LAP LENGTHS BY 30%3. SCHEDULED LAP LENGTHS ASSUME: A. CLEAR COVER IS GREATER THAN BAR DIAMETER, BUT NOT LESS THAN 3/4" B. CLEAR SPACING BETWEEN BARS IS GREATER THAN 2 BAR DIAMETERS C. IF EITHER CONDITION A OR B IS NOT MET FOR A GIVEN BAR, INCREASE LENGTHS BY50%4. SPLICE LENGTHS NOTED BASED ON Fy = 60,000 PSI. FOR OTHER YIELD STRENGTHS,MULTIPLY SPLICE LENGTHS NOTED BY Fy/60,000

HOOK EMBEDMENT NOTES:1. SCHEDULED HOOK EMBEDMENT LENGTHS ASSUME: A. SIDE COVER IS 2 1/2 INCHES OR GREATER B. COVER BEYOND IS 2 INCHES OR GREATER2. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LAP LENGTHS BY20%3. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LAP LENGTHS BY 30%4. IF SIDE COVER IS LESS THAN 2 1/2 INCHES, INCREASE LENGTHS BY 40%

77

70

62

55

48

131

118

105

93

81

22

33

27

16

37

56

46

28

COMP TENSION

78

87

8

9

12

14

17

19

21

24

27

12

15

19

23

26

30

34

38

42

6

7

8

10

12

13

15

17

19

18

25

31

37

54

62

70

78

87 67

60

54

47

42

113

102

91

80

70

19

28

24

14

32

48

40

24

COMP

17

22

28

33

48

55

62

70

78

6

6

7

9

10

12

13

15

17

17

22

28

33

48

55

62

70

78 60

54

48

42

37

101

91

81

72

63

17

25

21

13

29

43

36

2218

25

31

37

54

62

70

8

9

11

14

16

18

20

23

25

12

15

19

23

26

30

34

38

42

LCE LCS LDHLTETOP

LTEOTHER

LTSTOP

LTSOTHER

LCE LCS

F'c = 3,000 PSI THRU 3,500 PSI

BAR SIZE(IN-LB)

F'c = 4,000 PSI F'c = 5,000 PSI

COMP TENSIONTENSION

LCE LCS LDHLTETOP

LTEOTHER

LTSTOP

LTSOTHER

LDHLTETOP

LTEOTHER

LTSTOP

LTSOTHER

#10

#13

#16

#19

#22

#25

#29

#32

#36

BAR SIZE(METRIC)

D2 D2

D1D1

NOTES:1. ALL BENDS SHALL BE MADE COLD2. #14 & #18 BARS SHALL BE BEND TESTED& LAB APPROVED PRIOR TO BENDING

1

6

90° HOOK

PRINCIPAL REINFORCING

180° HOOK

90° HOOK#3-#5

STIRRUPS ONLY

135° HOOK#3-#8

TIE OR STIRRUP

MAX OFFSET BEND

~ ~~

~

~ ~

D1

#3 - #8 6d

#9 - #11 8d

#3 - #5 4d

#6 - #8

#9 - #11

6d

8d

D2

d

12d

d

4d2 1/2" MIN

d

6d4" MIN

d6d4"

MIN

TYPICAL REINFORCING BENDS

CONCRETE COVER

CASE COVER (IN)

COLUMNS, GIRDERS, AND BEAMS 1 1/2

CONCRETE PLACED AGAINST EARTH 3

CONCRETE PLACED IN FORMS, EXPOSED TO WEATHER OR EARTH 2

CONCRETE PLACED ON VOID FORMS WITH MASONITE OR PLYWOOD COVERING 2

JOISTS 1 1/2

SLABS OR WALLS NOT EXPOSED TO EARTH OR WEATHER 1

ADD 1/2 NUMBER OF BARSINTERRUPTED BY OPNGPLUS 1, SPACE AT 3" OC

DETAIL SIMILARFOR CIRCULAROPENINGS

NOTES:1. DETAIL APPLIES UNLESS REINF IS SPECIFICALLY DETAILED ON THE DRAWINGS

LTS + 18", TYP

3'-0" MAX

W

H, 3

'-0"

MA

X

TYPICAL OPENING

T

MA

X D

=0.3

T O

R 2

"W

HIC

HE

VE

R IS

SM

ALL

ER

D = OUTSIDE DIAMETER

3D (12" MIN)CLEAR

NOTE: WHERE CLEAR DISTANCE BETWEEN SLEEVES CAN NOT BEACHIEVED AS SHOWN, STRUCTURAL ENGINEER OF RECORD SHALL BENOTIFIED.SCHEDULE 40 SLEEVES SHALL BE USED IN CRITICAL AREAS OF THEWALL AND SLABS AS DETERMINED BY STRUCTURAL ENGINEER OFRECORD.IN WALL OR SLAB CONDUITS GREATER THAN [0.2T] SHALL BE SUBMITTEDFOR REVIEW

AT PIPING OR CONDUIT

NOTE 1

D 12" MAX

NO

TE

1ALIGN PEN'SVERTICALLY

B/WALL

NOTES:1. GREATER OF 2xD AND 12", WHERE CLEAR DISTANCE IS NOT ACHIEVABLE, TREAT AREAAS SINGLE OPENING REINFORCED PER "TYPICAL OPENING" DETAIL2. DO NOT CUT REBAR AT PENETRATIONS LOCS. REBAR MAY BE MOVED 8" MAX TOACCOMMODATE PENETRATIONS

ED

GE

S, T

YP

12"

FR

OM

ALL

TYP EW2" CLR TO REINF,

NOTE 2

AT OPENINGS 12" OR LESS

(E) GRADE BEAMW/ LEDGE

(E) SLAB-ON-GRADE

4" 2'-0"

3"

1

1

2'-0"

#4@18" OC

ADHESIVE DOWEL

(2) #4

#4@18"

2'-0". 6".

ADHESIVE ANCHOR

8" M

IN

SLAB-ON-GRADE

BUILT ON (E) SOG

SLAB ON-GRADE

S-315

20

S-315

20

RE: ARCH FOR ADDNL RAMP INFORMATION.

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:49 PM

S-315

CONCRETE AND SOGDETAILS

13.0668.S.01


12 December 2013

Checker

Designer

Approver

43

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

NO SCALE6TYP SOG BLOCKOUT ATCOLUMN/PILASTER

NO SCALE7 TYP SOG JOINTS

NO SCALE5 TYP SOG KEY PLAN

NO SCALE2 TYP SOG SCHEDULE

SLAB-ON-GRADE SCHEDULE

TYPE THICKNESS T REINFORCING BAR POSITION P REMARKS

SOG4 4" 6x6-W2.1xW2.1 1 1/2" --

NO SCALE9 SOG EXT THRESHOLD

NO SCALE10 SOG BELOW METAL STAIRNO SCALE18 REINFORCING DEVELOPMENT, PLACEMENT, AND BEND INFO

NO SCALE19 TYP WALL PENETRATIONS

NO SCALE16 SOG THRESHOLD AT (E)NO SCALE20 SOG DOWEL TO EXISTING NO SCALE12 RAMP SLAB SECTION

#3

#4

#5

#6

#7

16

21

26

43

60

16

26

40

54

63

ENGLISH

#22

#19

#16

#13

#10

METRIC

BAR SIZE

MASONRY LAP SPLICE SCHEDULE

RE

INF

CE

NT

ER

ED

8", 1

0", 1

2"M

AS

RE

INF

AT

FA

CE

AN

DA

T B

ON

DB

EA

MS

NOTES:1. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS2. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN INSTEAD OF SCHEDULEDLAP LENGTHS3. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE LENGTHS BY 50%4. MECHANICAL COUPLERS MAY BE USED IN LIEU OF ANY LAP LENGTH SHOWN.5. WHEN LOW LIFT GROUTING IS USED, AND THE LAP LENGTH EXCEEDS THE GROUT LIFT HEIGHT, AMECHANICAL COUPLER IS REQUIRED IN LIEU OF LAPPED REINF6. VERTICAL REINF IN PILASTERS WITH AT LEAST 3 1/2" CLEAR SHALL BE SPLICED PER THE "REINFCENTERED" COLUMN7. HORIZONTAL BOND BEAM REINF SHALL BE SPPLICED PER THE "REINF AT FACE" COLUMN

f'm = 1500 psi

RE

INF

CE

NT

ER

ED

6" M

AS

2" CLR

REINFORCING

VERTJOINT

STRUCTURAL MASONRY WALL SCHEDULE

WALLTHK HORIZ

GROUTSOLID

NOTES:1. ALL VERTICAL REINFORCEMENT SHALL BE CENTERED (UNO) IN GROUTED CELLS2. PROVIDE `LADDER' TYPE HORIZONTAL JOINT REINFORCEMENT WITH 2-W1.7 (9 GA)WIRES (MIN) AT 16" OC, TYPICAL, AND AT 8" OC IN PARAPETS.

MARK

REINFCENTERED

REINFEACHFACE

GROUT

DOWELS

SPACING

2 1/

2"

-NOTE 2 #5@24"10" #5@24"MW10 NO

-NOTE 2 #5@24"8" #5@24"MW8 NO

(2) #4xCONT

3/4" CLR3/4" CLR

3" C

LR

DO NOT CONTINUEJOINT REINF THRU CJ

CONTINUE BOND BEAM REINF &BOND BEAM GROUT THRU CJW/O INTERRUPTION PROVIDE CJ'S IN STR MAS

ONLY WHERE SHOWN ONTHE STR OR ARCH PLANS

REINF VERT CELL ES OF JOINT

ON HEAD JOINT AT CJ

CONTROL JOINT (CJ): HEAD JOINTSOF UNITS ALIGN AT CJ. NO MORTAR

INTERSECTION CORNER

NOTES:1. 90 DEG CORNER AND INTERSECTION IS SHOWN. WALLS MEETING AT OTHER ANGLESSHALL HAVE (a) BLOCK OVERLAPPING 4" MIN AT ALL HEAD JOINTS OR (b) FACE SHELL BROKENOPEN AND COMMON CORE GROUTED2. IF HEAD JOINT ALIGNS OVER THE FULL WALL HEIGHT, BREAK OPEN FACE SHELLS ANDGROUT WALLS TOGETHER FULL HEIGHT, TYP AT ALL CORNERS AND INTERSECTIONS

VERT REINF

STD HOOK

SIZE & SPACING OFL-BAR TO MATCHHORIZ REINF

MLS MLS

SEE NOTE 2

VERT REINF

ONE HORIZ BARSHOWN, WALLS W/2 HORIZ BARS SIM

SIZE & SPACING OFL-BAR TO MATCHHORIZ REINF

MLS

(90 DEG SHOWN, 45 DEG & ALLOTHER ANGLES ARE SIMILAR)

REINFORCED MASONRYLINTEL SCHEDULE VERT REINF, SEE

WALL SCHED

CLEAR SPAN, L REINF

GROUT SOLID

NOMINALDEPTH

L ≤ 4'-0" (2) #5 BOT8"

(2) #5 T&B24"4'-0" < L ≤ 10'-0"

(2) #5 T&B32"10'-0" < L ≤ 13'-0"

L > 13'-0"REQUEST DESIGN FROM

ENGINEER

FULL HT JAMBREINF

LINTEL REINF

TYP WALL REINF

MLS

CJ WHERE NOTED. ALIGNWITH EDGE OF OPENING.CONTINUE ALL HORIZLINTEL REINF & GROUTACROSS CJ

A

A

3"

16"

JAMBWIDTH

REINF FULLHT WALL

(3) #5

(2) #5

4'-0" < L ≤12'-0"

L ≤ 4'-0"

LINTEL CLEARSPAN, L

MASONRY WALL JAMBSCHEDULE

24"

MASONRY LINTELPLACE SCHEDULED BARS ATEACH JAMB, FULL HT.

SEE SCHED

JAMB WIDTH

REQUEST FROM ENGRL > 16'-0"

SEE ELEVS FORUNIQUE

CONDITIONS/3 S-100

/4 S-100 SEE SCHEDULE FOR JAMBSREQUIRING BAR EA FACE.

CLEAR SPAN

SEE SCHEDULE

JAMB WIDTH

3"

~

~

NOTES:1. MECHANICAL AND PLUMBING PIPING SHALL NOT RUN IN STRUCTURAL MASONRYWALLS, COLUMNS, AND PILASTERS

1

1VERT CONDUIT RUNS PERMITTED IN UNREINFORCED VERT CELLS. VERTCONDUIT IS NOT PERMITTED IN REINFORCED CELLS OR LINTELS

2 JUNCTION BOXES NOT PERMITTED IN REINFORCED CELLS

~

2

3 HORIZ CONDUIT RUNS ARE NOT PERMITTED THRU REINFORCED CELLS,IN LINTELS, OR IN BOND BEAMS

3

INDICATES REINFORCED AND GROUTED CELLS

AT CONDUIT

A B

VERTICAL CONDUIT

HORIZ BONDBEAM REINF

VERT CONDUIT.CENTER IN WALL

HORIZ OPENINGS

~

~

MAXD, 1 1/2"

~

~

~

~

~

~

3xD CLR, 8" MIN

3xLA

RG

ES

T D

CLR

3xD CLR

D

D, 16" MAX

L, 1'-4" MAX

H, 1

'-4"

MA

X

OF 3xL OR 3xH

CLR DIST GREATER

CLUSTER OFPENETRATIONS

PENETRATIONSSHALL NOTINTERRUPTVERTICALREINFORCEMENTOR BOND BEAMS,TYP

WHERE OPENINGINTERRUPS HORIZJOINT REINF, ADDJOINT REINFABOVE ANDBELOW OPENING

1'-4"

AT PIPING/PENETRATIONS THRU WALL

A B

.

TYPMLS,

B/WALL

ROOF OR FLOOR BEYOND

10

S-401

7

S-400

19

S-400

10

S-400

12

S-400

1 BOND BEAM W/ (2) #4 AT T/PARAPET AND EACH FLOOR AND ROOF LEVEL

KEYNOTES:

1

MLS

12

2 BOND BEAM W/ (2) #4 AT BOTTOM OF ALL OPNGS

11

3 STEP BOND BEAM AS REQUIRED

4

4 JAMB REINF EACH SIDE OF ALL OPENINGS, FULL HEIGHT

2

5 MASONRY LINTEL

6 HORIZ JOINT REINF, SEE 'STR MASONRY WALL SCHEDULE'

JAMB WIDTH

6

7 DOWELS TO MATCH LOCATION OF VERTICAL BARS. HOOK IFSTRAIGHT BAR CANNOT BE EMBEDDED INTO CONCRETE LTE

7

8 AT SERIES OF TWO OR MORE OPNGS, MASONRY LINTEL REINFSHALL BE CONT. IF SPACE BTWN OPNGS IS NOT SUFFICIENTTO ACCOMODATE 'TYP JAMB REINF' FOR BOTH OPENINGS,USE OVERALL WIDTH OF SERIES OF OPNGS TO DETERMINELINTEL DEPTH AND REINF

9 CONTROL JOINT (CJ) OR END OF WALL

9

10

8

11 PERPENDICULAR WALL BEYOND

S-400

2

MLS + 8"

3

8"

12 STEEL BEAM BEYOND

2

5 5 5

13 STEEL JOIST BEYOND

14 EMBED PLATE BEYOND

15 VERT REINF ALL CORNERS, SIZE TO MATCH TYP REINF

13

14

1'-4" MIN1'-4" MIN

1'-4

"1'

-4"

2'-0" 2'-0"2'-0

"

2'-0

"

2'-0" 2'-0"

TYPMLS,

16

CLR SPAN

LTE

4

5

RUNNING BOND PATTERN, TYP, UNO.

10

4

2

S-401

8"

22

15

16 GROUT CELLS WITH REINFORCEMENT AND ALL SHADED AREAS

17 SEE ARCH AND MEP DRAWINGS FOR CONDUIT, PIPING, AND OTHER PENETRATIONS

TYP ATCJ

3

S-400

AT HORIZBARS, TYP

TYP ATPERP WALL

TYPREINF

TYP ATJAMB

TYP ATLINTEL

SEE FOR LAP MASONRY SPLICE & DEVELOPMENT LENGTH, TYP

17

FOR PENNREQMTS S-400

18

S-400

6

S-400

12

6

S-401

ELEVATION REPRESENTSCONSTRUCTION CONCEPTSONLY. SEE PLAN FOR ACTUALARRANGEMENT

3 5/8" MAX

VERTICAL LEG OFANGLE TIGHT TO BACKOF VENEER

VENEER TIES

VENEER LOOSE LINTEL SCHEDULEREMARKSLINTELOPENING LENGTH, L

LLV6"

LLV6"

LLV6"

4"

BEARING EE

L ≤ 6'-0" L3 1/2x3 1/2x1/4

10'-0" < L ≤ 12'-0"

6'-0" < L ≤ 8'-0"

8'-0" < L ≤ 10'-0"

L6x3 1/2x1/2

L6x3 1/2x5/16

L5x3 1/2x1/4

-

STRUCTURAL WALLSYSTEM

8" M

AX

LAP, TYP

1'-0"

LADDER REINFORCING

LAP, TYP

1'-0"SEE ARCH FOR WIDTH AND LOCATION OF BLOCK

PROVIDE JAMB REINFORCING EACHSIDE OF ACOUSTIC BLOCK PANEL,FULL HEIGHT, EA SIDE OF PANEL.

PROVIDE TYPICAL VERTICAL WALLREINFORCING IN ACOUSTIC BLOCK PANELS-400

19 S-400

19

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:51 PM

S-400

MASONRY DETAILS13.0668.S.01


12 December 2013

Checker

Designer

Approver

44

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

NO SCALE6MASONRY STRENGTH DESIGN LAPSPLICE SCHEDULE - 1500

NO SCALE2 STR MASONRY WALL SCHEDULE

NO SCALE3 TYP STR MAS BOND BEAM

NO SCALE7 TYP STR MAS WALL CONTROL JOINT

NO SCALE10 ELEVATOR CORE WALL CORNER REINF

NO SCALE12 TYP STR MAS LINTEL

NO SCALE19 TYP STR MAS JAMB SCHEDULES & DETAILS

NO SCALE18 TYP STR MAS CONDUIT/PIPING PENETRATIONS

NO SCALE9 TYP STRUCTURAL MASONRY WALL ELEVNO SCALE13 TYP MAS VENEER LOOSE LINTEL

NO SCALE20 MASONRY TRANSITION TO ACOUSTIC BLOCK

CTR PL ON BLOCKOR HEAD JT

8"

EQ EQ2" Ø MIN HOLE AT EA HDAS

1 1/2" TYP

L4x4x5/16xCONT

EMBED PL3/8x8x1'-0@ 4'-0" OC MAX

DECK DIRECTIONVARIES

12" MAX

12"

MA

X

ANGLE SPLICECENTERED ONEMBED PLATE

PLAN VIEW

1/4 41/4 4

AT EAEMBEDPLATE

(2) #4x2'-8 ORTYP BOND BMREINF

(4) 1/2"Øx5HDAS UNO

A

B

A

B

AT ROOF

L4x4x3/8xCONT

EMBED PL3/8x1'-4"x1'-0@ 3'-0" OC MAX WITH(6) 3/4"Øx5" HDAS.CENTER PL ON BLOCKOR HEAD JOINT.

DECK DIRECTIONVARIES. SEE PLAN.

3/16 123/16 12

AT EAEMBEDPLATE

B

AT FLOOR

2"6"

6"2"

(2) #

5xC

ON

T IN

EA

CE

LL

GR

OU

T S

OLI

D

1 1/

2"

(2) 1/2"Ø DASx2'-4" ATEA EMBED PLATE

JOIST BEARING PLATES

(2) 3/4"Ø HDAR, CTR INWALL, 7/8"Ø HOLES INBEARING PL

(2) #4xCONT BONDBEAM REINF

LH, DLH, SLH: 6"

JOIST BRG LENGTH:K SERIES: 4"

JOIST PLATE, TxWxL

EDGE OF PLATEFLUSH WITHFACE OF WALL

BRG PLATE,SEE SCHEDULE

LH

1" NS GROUT

GROUT JOIST POCKET SOLIDAFTER WELDING. OMIT WHEREJOISTS SITS AT T/WALL

W

L

PLAN

3/16 23/16 2

TYP

1/4 41/4 4

AT SLH

PROVIDE ERECTIONBOLTS OR THREADEDSTUDS WHERE REQDFOR ERECTION

SE

E P

LAN

9"

VA

RIE

S, 1

1/2

" M

IN

1 1/

2"

3/4x8x1'-4

K 3/4x8x1'-4

1 1/2x7x1'-6

3/4x7x1'-1

BEAM BEARINGPLATE SCHEDULE

1 3/4x7x1'-10

10" CMU; f'm=1500psi

≤39k

≤21k

≤48k

NOTES:1. REACTIONS ARE SERVICE LEVEL (ASD)2. IF REQD, INCREASE LENGTH OF BEARINGPLATE TO PROVIDE 3" MIN ES OF BEAMFLANGE3. SET BEARING PLATE TO MATCH SLOPE ATROOF

REACTION PL t x W x L

SEE NOTE 3

(2) 3/4"Ø HDAR, CENTERIN WALL, 7/8"Ø HOLESIN BEARING PL

BR

G P

L, t

1" N

S G

RO

UT

1" A

BO

VE

T/N

UT

(2) #4x4'-0" OR CONTBOND BM REINF

GROUT POCKET SOLIDAFTER WELDING

MIN

2" C

LR

W

NO

TE

2

L

PLAN

1 1/4x7x1'-4≤34k

7/8"Ø HOLES

.

1 5/8"

5/16 35/16 3

3/16

9"

EQEQ

1 1/

2"

VA

RIE

S, 1

1/2

" M

IN

EMBED PL @ 4'-0" EFOF WALL. STAGGERPLATES ON OPPFACES

L5x3x5/16xCONT EF

S-401

2

1/4 41/4 4AT EA

EMBED PL

FOR ADDNLINFO

18GA PLATE CONT

DECK ORIENTATIONPERP AT SIM

ALIGNED

JOIST BEARINGLENGTH

(2) 3/4"Ø HDAR, CTR INWALL, 7/8"Ø HOLES INBEARING PL

BRGPL3/4x9x1'-10",CENTER ONWALL

S-401

6FOR ADDNLINFO

CL WALL

EQ

EQ

STAGGERED

2'-8

" M

AX

1 1/

2"

IF ANCHOR RODLOCATION CONFLICTSWITH JOIST SEATWIDTH, INCREASEPLATE LENGTH ASREQUIRED, TYP

LH, DLH, SLH: 6"

JOIST BRG LENGTH:K SERIES: 4"

A

A

RE:FOR SINGLE JOIST BRG PLATE.

/6 S-401

A

A

MLS

TYP STL BM CONN

(2) 5/8"Ø DASx2'-4". 4 TOTAL

(2) 5/8"Ø DAS. 6 TOTALAND (1) #5 L-BAR. 3 TOTAL.SEE:

6"6"

1 1/

2"1

1/2"

EMBED PL1/2x15x1'-5"

3"

3"

FULLY GROUTEDBOND BEAM

~

3 1/

2"1

1/2"

N

EDGE OF DECK

MAS WALL

(4) 3/4"Øx5" HDAS. CTR IN CELL

/10 S-400

3"

8"

(E) MULTI-WYTHE MAS

1'-1"

(E) SOLID BRICK MAS WALL

INSTALL ANGLES TIGHTTO MASONRYSURFACES

(2) L5x3 1/2x1/4

PL1/4x4xOPENING WIDTH

(2) L6x4x3/8

PROVIDE 6" MINBEARING EE OF ANGLES

3/16 2-123/16 2-12

POCKET LH JOISTFOR BRG PL SEE(NO GROUT REQD)

T/WALL BEYOND

/6 S-401

K JOIST BRG AT T/WALLBEYOND

PL PER /7 S-401

W/(6

)#5

2'-0

" B

B

5/8"0"

5/8"Ø DASx2'-0".MATCH VERT WALLREINF

BM POCKETBEYOND. GROUTSOLID

PL1/2x8xCONT

5/16 2-12

8" 8"

1 1/2"

PL3/4x5x1'-5 1/2"

FOR ADDNLINFORMATIONSEE:

S-401

10

3" M

AX

1/2"

MIN

EMBED PL @ 2'-8" EFOF WALL. STAGGERPLATES ON OPPFACES

L5x3x5/16xCONT EF ORBENT PL AT SLOPES1/4 4

1/4 4AT EAEMBED PL

FOR ADDNLINFOS-401

2

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:52 PM

S-401

MASONRY DETAILS13.0668.S.01


12 December 2013

Checker

Designer

Approver

45

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

NO SCALE2 TYP STR MAS/MTL DECKNO SCALE6 TYP STR MAS JOIST BRG PLATENO SCALE10 TYP STR MAS BM BEARING

NO SCALE7 STR MAS INT MTL DECK

NO SCALE14 STR MAS JOIST BRG ES

NO SCALE15 MAS DRAG CONN AT CORNER

1" = 1'-0"17 NEW OPENING IN (E) MASONRY

1 1/2" = 1'-0"12 STR MAS BRG LH @ GRID 6.2NO SCALE16 LINTEL AT ELEV WALL

NO SCALE18 STR MAS INT MTL DECK - CONT DECK

3/4"Ø A325 SINGLE PLATE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL

BEAM SIZES

COPE CONDITION

# OF BOLTS 432 65 7 8 9 2 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 6 8 9

COPE TYPE

UNCOPED COPE LENGTH ≤ 4" COPE LENGTH ≤ 5 1/4" COPE LENGTH ≤ 6 1/8" COPE LENGTH ≤ 8"

22-30

12-19 & C10

31 & UP

18-28

10-15 & C8

33-45

49 & UP

14-22 & C12

26-35

40 & UP

W8

W10

W12

W14

W16

W18

W21

W24

W27 - W44

22-26

30-38

43 & UP

26-31

36-57

67 & UP

35-46

50-71

76 & UP

44-57

62-93

101 & UP

55-62

68 & UP

76 7 8 96 7 8 96 7 8 9

T INDICATES TOPCOPE ONLY

TB INDICATES TOPAND BOTTOM COPE

TTBT TTB TTB TBTTB TBT TBT TTBT TTB TTB TTB TBTBT TBTTTB TTB TBT TTBT TTB TTB TTB TBTBT TBT TBT TTBT TTB TTB TTBTBT TBT TB

12 616

16 916

16 1116

14 7

16 916

16 1116

16 1316

15 7 26 17

16 9 2828 20

16 11 282816 26

2828 20

28 24

28 27

4128 22 39

26 41

28 41

544128 26 41 54 54

54 54

54 54

665441 66

54

66

78 78

103

10 6#

14 7

16 8

11 6#

16 7

16 9

16 10

11 6 23 12

16 7 28 15

16 9 28 20

28 15

28 18

21

17 30

20 36

27 41

21 37 54 54

24 41 54 54

28 41 54 54

66

66

78

8 6#

12 6

16 7

9 6#

13 6

16 7

16 9

10 6# 20 10

14 6 28 13

16 7 28 17

26 13

28 16

28 18

28 14 41 24

28 17 41

28 41

18 54

21 54

54

66

66

66

78

54

665441

786654

28 41

28 41

28 41

28 41

5441

54

5441

665441

786654 90

54

54

41 54

54

41 54

66

66

78665441

786654 90 103

28

28 41

28 41

28 41

28 41

28 41

28 41

5441

5441

665441

786654

66

66

5441

5441

78665441

786654

28 41

28 41

28 41

5441

5441

5441

665441

31

24 41

25 41

38

32 50

54

54

66

66

66

5437

5441

5441

78665441

6 6#

9 6#

14 6

7 6#

10 6#

14 6

16 7

8 6# 14 7

11 6# 21 9

15 6 28 13

20 9

25 12

28 14

22 10 35 17

28 13 41

28 41

14 54

16 54

54

66

66

66

78

27 41

28 41

28 41

5441

5441

5441

665441

22

18 33

20 35

29

23 39

46

54

66

66

66

4429

5233

5441

78665233

16

16

16

28

78665441 78665435

10390 1039010390

28 24 17 22 13 19 11 14 9

28 28 21 28 16 27 14 21 11

28

28

4128

4128

4128

4128

28 4128 41

28 4128 41

6641

6641

665441 41 54 66 665441 665441

78665441 78665441 78665441 78665441 78665441 78665441 78665441

786654 786654 10390 10390 786654 786654 10390 10390

COPED AT TOP FLG ONLY..

COPED T&B

S-500

8

T/2

MIN

S-500

7

BEAM TO GIRDER

5/165/16

TYP

TYP

RECT OR ROUNDHSS COLUMN ORPIPE

1/2"

T/2

MIN

5/165/16

BEAM TO HSS COL

~~

3/8"

THRU PLATE OPTION

SLOT WALLOF HSS COL

5/165/16

S-500

8

A

A

TYPICAL

W

1 1/2"

1/2" MAX1 1/2" MAX AT SKEWED CONNS1/2" AT ORTHOGONAL CONNS,

XXkXXk

XXkXXk

XXk

XXk

XXkXXk

XX

kX

Xk

XX

k

XX

kX

Xk

XXkBEAM SIZE

BE

AM

SIZ

E

NOTES:1. REFER TO STEEL NOTES FOR MATERIAL GRADES OFCONNECTION MATERIAL BOLTS & WELDS.2. ALL REACTIONS NOTED ON PLAN AND IN SCHEDULES ANDDETAILS ARE SERVICE LEVEL.3. REACTION APPLIES TO BOTH ENDS OF BEAM WHEREONLY ONE REACTION IS GIVEN.6. 6k MINIMUM REACTION SHALL BE ASSUMED WHERE NOREACTION OR OTHER REQUIREMENTS ARE PROVIDED.

FABRICATOR MAY SELECT SINGLE PLATE,SINGLE ANGLE, DOUBLE ANGLE, OR ENDPLATE CONNECTION THAT PROVIDESREACTION NOTED ON PLAN

BEAM REACTION

FOR SINGLE PLATE CONN SCHEDULE

FOR SINGLE ANGLE CONN SCHEDULE

S-500

20

SEE PLAN

AT BMSPLICE

S-500

18

d

TOP & BOTTOM COPE

TOP COPE ONLY

TY

P

3"1

1/2"

d/2

MIN

COPE LENGTH, SEE SCHED

d

SEE SCHED

COPE LENGTH

d/2

MIN

1 1/

2"

TY

P

3"

NOTE:THE GEOMETRY SHOWN IS THE BASIS FORCALCULATIONS OF LIMIT STATES INVOLVINGCOPED BEAMS. ALL EDGE DISTANCEDIMENSIONS SHOWN ARE MINIMUMS.

1 1/

2"

k +

1 1/

2"

1/2" RADIUSTYP COPE

.

BOTTOM COPE ONLY

d/2

MIN

3" T

YP

k +

1 1/

2"1

1/2"

USE 'TOP COPED'VALUES IN TABLE

SEE SCHEDCOPE LENGTH




DE

PTH

TOP

CO

PE

DE

PTH

BO

TTOM

CO

PE

DE

PTH

TOP

CO

PE

DE

PTH

BO

TTOM

CO

PE

1 1/

2"1

1/2"

1 1/

2"

1 1/

2"

TOP & BOTTOM COPE - SLOPED

ALL HOLES INBEAMS ARESTANDARDHOLES

ALL HOLES INBEAMS ARESTANDARD HOLES

ALL HOLES INBEAMS ARESTANDARD HOLES

SEE SCHED

COPE LENGTH

1 1/2"

1 1/2"

1 1/2"

1 1/2"

1 1/2"

1 1/

2" M

IN

SUPPORT, SEE DTLS

PL 3/8:≤ 5 BOLTS, STANDARD OR HORIZSHORT SLOTS MAY BE USED≥ 6 BOLTS, HORIZ SHORT SLOTSREQUIRED

TY

P

3" M

IN

1 1/

2" M

IN

3" MAX 1 1/2" MIN

3/4"Ø A325 SINGLE ANGLE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL

BEAM SIZES

COPE CONDITION

# OF BOLTS 2 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 6 8 9

COPE TYPE

COPE LENGTH ≤ 4" COPE LENGTH ≤ 5 1/4" COPE LENGTH ≤ 6 1/8" COPE LENGTH ≤ 8"

22-30

12-19 & C10

31 & UP

18-28

10-15 & C8

33-45

49 & UP

14-22 & C12

26-35

40 & UP

W8

W10

W12

W14

W16

W18

W21

22-26

30-38

43 & UP

26-31

36-57

67 & UP

35-46

50-71

76 & UP

44-57

62 & UP

76 7 8 96 7 8 96 7 8 9

W24 TO W44

2 3 4 5

UNCOPED

6 7 8 9

T INDICATES TOPCOPE ONLY

TB INDICATESTOP ANDBOTTOM COPE

10 6

10 9

10 10

10 7 20 17

10 9 20 20

10 10

10 10

10 7 20 17

10 9 20 20

10 10 20 20

20 20

20 20

20 20

46 46

6#

10 7

10 8

10 6# 20 13

10 7 20 16

10 9

10 10

10 6 20 12

10 7 20 15

10 9 20 20

20 15

20 18

20

17 30

20 33

20 33

20

8 6#

10 6

10 7

9 6# 19 11

10 6 20 14

10 7

10 9

10 6# 20 10

10 6 20 13

10 7 20 17

20 13

20 16

20 18

20 14 33 24

20 17 33

20 33

18 46

20

20

20 33

20 33

20 33

20 20

20

31

20 33

46

6 6#

9 6#

10 6

7 6# 14 9

10 6# 20 11

10 6

10 7

8 6# 14 7

10 6# 20 9

10 6 20 13

20 9

20 12

20 14

20 10 33 17

20 13 33

20 33

14 46

16 46

20 33

20 33

22

18 33

29

23 39

46

20 20 33 33

20 20 33 33

20 20 33 33

20 20 33 33 33 32

33 33 46 46

46 4633 33

10 20

20

20

20

46

20 33

20 33

20 33

20 33

33 46 59

33 46 59 72 84 97

10 20

10 20

10

10

10 20

10 20

10

10

10 10

TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT

4620 33 46 4620 20 33 33 2020 46 4633 33

4620 33 46 4620 20 33 33 2020 46 4633 33 2020 33 33 46 46 2020 33 33 46 46

33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59 33 29 46 44 59 59

33 46 59 33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59

33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97

BOLTED BEAM / WELDED SUPPORT

AT COLUMN

BOLTS STAGGERED..

BOLTS ALIGNED

T/2

MIN

AT GIRDER

S-500

4

S-500

7

BOLTED BEAM / BOLTED SUPPORT WELDED BEAM / BOLTED SUPPORT

BOLTS STAGGERED..

BOLTS ALIGNED

T/2

MIN

3 5/8" MAX

5/163 SIDES,TYP5/16

5/8" RETTOP FULLRET BOT

S-500

4

A

A

A

1 1/4" MIN

BOLTED BEAM/BOLTED SUPPORTSHARED HOLES

tw

FOR SHARED HOLES WHERE WEB tw<0.41", TOTAL CONNECTIONCAPACITY(SUM OF REACTIONS FROM BOTH SIDES) IS LIMITED TOVALUES IN THE TABLE BELOW. USE THE LESSER VALUE FROM THISTABLE AND THE CONNECTION SCHEDULE.NP=NOT PERMITTED

23456789

# O

F B

OLT

S

0.24

" ≤

tw <

0.3

0"

0.30

" ≤

tw <

0.3

5"

0.35

" ≤

tw <

0.4

1"

NP12192734424957

NP15243443536271

NP17283950627283

MIN

1 1/

4"M

IN1

1/4"

3" M

IN, T

YP

,

MAX

3"

AT DBL ANGLES

STANDARD OR HORIZSHORT SLOTTEDHOLES MAY BEUSED, TYP

3/8" ANGLETHICKNESS

BO

LTS

MA

Y B

ES

TA

GG

ER

ED

OR

ALI

GN

ED

ANGLE END PLATE

MIN

1 1/

4"M

IN1

1/4"

TY

P3"

MIN

PL 3/8

EQ EQ

OF PLATE

BOLT GAUGE SHALLNOT EXCEED DEPTH

BEAM WEB

MIN

1 1/

4"

AT

DO

UB

LE A

NG

LE

3" M

AX

AT

SIN

GLE

AN

GLE

, NO

LIM

IT

FITTED STIFFENER

FULL DEPTH STIFFENER

STIFFENER PL MAYOCCUR ON ES

PLATE WELD SCHEDULE

STIFFENERPL THK

STIFFENER PL

WELD SIZEa (UNO)

3/16" 3/16"

1/4" 3/16"

5/16" 1/4"

3/8" 1/4"

1/2" 5/16"

5/8" 7/16"

3/4" 1/2"

1" 5/8"

1 1/4" 7/8"

NOTES:1. ACTUAL STIFFENER GEOMETRYVARIES. SEE DETAILS2. STIFFENER SURFACES THATCONTACT BM FLANGES SHALL BEFINISHED FOR BEARING

NOTCH PL ATBM RADII, TYP

STIFFENER PL

aa

3 SIDES

aa

2 SIDES

k

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:54 PM

S-500

TYP STL BM CONNS13.0668.S.01


12 December 2013

Checker

Designer

Approver

46

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM NO SCALE20 TYP BEAM SINGLE PLATE CONNECTION SCHEDULE

NO SCALE1 TYP BEAM CONNECTIONS

NO SCALE7 TYP BEAM COPE GEOMETRY

NO SCALE8 TYP BEAM SINGLE PLATE

NO SCALE18 TYP BEAM SINGLE ANGLE CONNECTION SCHEDULE

NO SCALE4 TYP BEAM ANGLES/END PLATE

NO SCALE2 TYP WF BEAM STIFFENER

STIFF PL 3/8 ES

CAP PL 3/4W/ (4) BOLTS

3"

TYPICAL

1/41/4

TYP

k

(2) BOLTS

1/2" 3"

AT BEAM END

5/16AT HSS,TYP

MAXIMUM # OF BOLTSSHOWN IN STL CONNSCHED

PL 3/8

STRIP FLG ONE SIDEOR COPE

5/165/16

k

PL 3/4 W/ (4)BOLTS T&B

STIFF PL, MATCHTHK COL(3/8" MIN), ES

3"

1/4TYP

CJP

5/165/16

WP

3/163/16

3/163/16

6" MIN

3/163/16

PL3/8

S-302

10

WP

6" MIN

PL3/8, TYP

3/163/16

TYP

30°T/SLAB ON

MTL DECK

30°

3/163/16

6" MIN

3/163/16

WP

6" MIN

3" T

YP

1 1/

2" T

YP

SEE PLAN FORBM TO COL CONNREQUIREMENTS

3" MAX1 1/2" TYP

1" MAXPL3/8

3/163/16

3/163/16

PL3/8. USE MAX#BOLTS THAT FITGUSSET DIM. (3) MIN

1/4 2-12

STAIR STRINGERCONN BY CONTR

PL1/2xCONT

1/41/4

STIFFENER PL1/2

5/165/16

3 SIDES

NOTCH PL ATBM RADII

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:55 PM

S-501

STEEL DETAILS13.0668.S.01


12 December 2013

Checker

Designer

Approver

47

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

NO SCALE1 BM OVER COLUMNNO SCALE5 FULL HEIGHT SHEAR CONN

NO SCALE2 INTERRUPTED COLNO SCALE6 MOMENT CONN

NO SCALE9 BRACED FRAME BASE CONNECTION

NO SCALE10 BRACED FRAME BEAM CONNECTION

NO SCALE7 BRACED FRAME ROOF CONNECTIONNO SCALE11 STAIR SUPPORT BEAM

NO SCALE12 BRIDGE MOMENT CONN

JOIST SERIES MIN BEARING

K, KCS 2 1/2"

LH 4"

SEAT DEPTHTYP WELD

d l

2 1/2"

5"

1/8

3/16

2"

2"

TYP JOIST BEARING AND WELD SCHEDULE

~

d ld l

TYP WELDALL JOISTSTO BRG

ERECTION BOLTS PERJST MNFR REQTS, TYP

AT BEAM/JOIST GIRDER: JOIST 1-SIDE

TY

P

SE

AT

DE

PT

H,

1/2" TYP

TYPMIN BRG,

ALIGNED

STAGGERED

~

~

LESS THAN REQD FOR JST BRG

MIN JOIST BRG, STAGGER JOIST CL'S IF BM FLG WIDTH IS

CL, TYP1/4" MAX FROM

CL, TYP1/4" MAX FROM

AT BEAM/JOIST GIRDER: JOIST 2-SIDES

PL 3/4 MIN AT HSS

JOIST 2-SIDESJOIST 1-SIDE

3" MIN 5/16TYP AT HSS

TYPMIN BRG,

1/2" TYP

1/2" MIN

3/163/16

STABILIZER PL, TYP ATCOL, COORD SIZE W/ JSTMNFR

13/16"Ø HOLE TYP

DO NOT WELD BOT CHORDTO STABILIZER, TYP UNO

6" MIN

1" MAX

JOIST PANELPOINT

L

JOIST PANEL POINT

L

NOTES:1. STIFFENER REQUIRED FOR ALL CONCENTRATED LOADS WHERE L EXCEEDS 3"

L2 1/2x2 1/2x1/4STIFFENER

HANGINGLOAD

SUPPORTEDCONCENTRATED LOAD

PROVIDE L2 1/2x2 1/2x1/4 KICKER WELDEDTO TOP CHORD OF ADJACENT JOISTWHERE HORIZONTAL LOADS IMPOSEDON BOTTOM CHORD

HORIZONTALLOAD

3/162 1/2" MINEE, TYP

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:56 PM

S-520

TYP STEEL JOIST DETAILS13.0668.S.01


12 December 2013

Checker

Designer

Approver

48

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

NO SCALE6 TYP JOIST BRG CONN

NO SCALE7 TYP JOIST CHORD SUPPORT

NOTES:1. SEE SPECIFICATIONS FOR FLOOR FINISH & FLATNESS REQUIREMENTS2. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) WHERE POSSIBLE3. COMPOSITE DECK DESIGN IS SIZED BASED UPON THE FOLLOWING MAXIMUM CONDITIONS: a. WET WEIGHT OF CONC = 145 PSF NORMAL WEIGHT b. DECK DEFLECTION = 3/4" c. AVERAGE SLAB THICKNESS INCREASED BY 1/2" FOR LEVELING d. CONST LIVE LOAD = 20 PSF. IF CONST LIVE LOAD WILL EXCEED 20 PSF, THEN CONTR SHALL DESIGN

DECK FOR INCREASED LOADING4. DECK TYPE 'VLJ' MAY BE SUBSTITUTED FOR DECK TYPE 'VLI'5. SCHEDULED STUD LENGTH IS NET-IN-PLACE LENGTH OF HDAS6. SUBMIT SHOP DRAWINGS INDICATING STUD LAYOUT (NO. OF STUDS/RIB) AND PLACEMENT ALONG BEAM7. NO TEMPORARY SHORING OF STEEL DECK PERMITTED WITHOUT PRIOR ACCEPTANCE OF THE ENGINEER8. HANGERS WITH A 50 POUND MAXIMUM LOAD MAY BE PLACED AT 4'-0" MINIMUM SPACING EACH WAY.

DECK CONNECTION SCHEDULE

PERP SUPPORT MEMBERS PARALLEL SUPPORT MEMBERS SIDELAPSTYPE

A

CONNECTION PATTERN

3/4"Ø PUDDLE WELDS 36/4

CONNECTION PATTERN

3/4"Ø PUDDLE WELDS 12" OC

CONNECTION PATTERN

#10 SCREW 3'-0" OC

B 5/8"Ø PUDDLE WELDS 36/7 5/8"Ø PUDDLE WELDS 12" OC #10 SCREW 5 / SPAN

C 5/8"Ø PUDDLE WELDS 24/4 5/8"Ø PUDDLE WELDS 12" OC #10 SCREW 11 / SPAN

NOTES:1. COMPOSITE METAL DECK SPECIFIED IS MANUFACTURED BY VULCRAFT. ALTERNATECOMPOSITE METAL DECK MAY BE SUPPLIED PROVIDED MINIMUM DECK PROPERTIES ARESATISFIED AND THE RATIO OF THE RIB WIDTH MEASURED AT MID HEIGHT OF DECK TO RIBHEIGHT IS NO LESS THAN 1.5.

1.5 (B, F, A, VL) DECK36/7 PATTERN:

36/4 PATTERN:

3N DECK 24/4 PATTERN:

2VLI AND 3VLI DECK 36/4 PATTERN:

INDICATES CONNECTIONLOCATION, TYP

36" COVERAGE

24" COVERAGE

36" COVERAGE

TYP FASTENER LAYOUT AT PERP SUPPORT

PARALLELSUPPORT CONN

PARALLELSUPPORTBELOW

PERP SUPPORTBELOW

DE

CK

SP

AN

EDGE OF MTL DECKSHEET, TYP

SIDELAPCONNS

PERP SUPPORTCONN, EACHSHEET ATCOMPOSITE

LAP ENDS OFROOF ANDFORM DECKSHEETS 2" UNO,BUTT ENDS OFCOMPOSITEDECK SHEETS

DECK CLOSURES ASREQUIRED

TYP DECK CONNECTIONS

L4x4x5/16, 4 SIDES OFOPNGS

INDIVIDUAL OPNG ORGROUP OF SMALLEROPNGS

COPE LEG EE

STL BM OR JOIST

PLAN VIEW

SECTION

TY

P4'

-0"

MA

X,

AT JOIST, EXTENDANGLE LEG TO EDGE

TYP

10'-0" MAX,

~ ~

~~

3/163/16

TYP

3/16TYP

C6x13 AT 'B' DECKMC8X21.4 AT 'N' DECK,PLACE OVER HIGHFLUTE NEAREST OPNG

PLAN VIEW

SECTION

NOTES:1. FRAMES WILL SUPPORT THE WEIGHT OF A 500 LB MECH UNIT

AT JOIST, EXTENDCHANNEL TO EDGE

3/16

ANGLE TOCHANNEL,

TYP

AT OPENINGS LARGER THAN 13"

AT OPENINGS LARGER THAN 6" UP TO 13"

TY

P6"

MIN

,

EW

13"

MA

X

PL 16GA (MIN)ABOVE ORBELOW DECK

INDIVIDUAL OPNGOR GROUP OFSMALLER OPNGS

L3x3x1/4, FIELD CUTAS REQUIRED

AT BEAM, EXTENDCHANNEL TO CL, MIN

3/16

AT EACHANNELTOE, TYP

#10 TEK SCREWSAT PLATE EDGES,(2) PER FLUTEPERP TO DECKAND AT CORNERS

6" MAX

ALTERNATE FRAME OPTION TYPICAL FRAME OPTION

CLR DIM IN ANY DIRECTION:≥ 24", PROVIDE REINF PLATE AS SHOWN< 24", TREAT GROUP AS INDIVIDUALOPNG W/ EXTENTS AS SHOWN, PROVIDEFRAME

EXTENTS OF GROUP

EX

TE

NT

S O

F G

RO

UP

1'-1 3

/ 4"

AT OPENINGS UP TO 6"

EW

6" M

AX

ROOF DECK OPNG:COORD SIZE ANDLOC WITH MEP ANDARCH, TYP

CLR DIM IN ANY DIRECTION:≥ 18", NO REINFORCEMENT REQUIRED< 18", TREAT GROUP AS INDIVIDUALOPNG W/ EXTENTS AS SHOWN,PROVIDE REINF PLATE OR FRAME

10 "

OF

GR

OU

P

EX

TE

NT

S

OF GROUP

EXTENTS

ADJACENT OPNG

ADJACENT OPNG

1/4" MAX

2" MIN BRG AT BEAM

~EXTEND AS REQ'DTO ACHIEVE EDGEOF DECK DIM, TYP

AT BEAM/JOIST GIRDER

EXTENSION ERQ'D1/2" TYP UNLESS

TYPMIN BRG,1" MAX

TYP

SEE PLAN

3/16TYP

ADJUSTABLEL5x3 1/2x5/16 (LLV)CONT, UNO PL 3/4 MIN AT HSS

AT HSS COLUMN

3" MIN 5/16TYP AT HSS

S-520

6SEE FOR ADDNL

JST BRG INFO

~

AT BEAM

ADJUSTABLEL5x5x5/16 CONT,UNO

3/16 2-12

1" C

LR

ADJUSTABLEANGLE/BENT PL3/8xCONT

1/2"Ø DAS @ 24" OC

SEE PLAN

3/16 2-12

(2) #4xCONT UNO

DECK ORIENTATIONVARIES

8" 2"

3" MAX LTS

SLAB REINF, SEE METALDECK SLAB SCHED

2" MIN

EDGE OFSLAB

(2) #4 TYP

NOTES:1. DECK OPNGS REQUIRE STIFFENERS OR FRAMING. SEE DECK OPNG DETAILS2. CENTER BARS IN SLAB ABOVE METAL DECK

HOOK BARS IF NOT POSSIBLETO ACHIEVE 2'-0" EXTENSIONBEYOND EDGE OF OPNG

2" CLR, TYP'2'-0" TYP

TRIM REINFORCING

PLAN VIEW

GIRDER

C8x11.5 TYP

OFFSET HDASON FLG IF REQD

1 1/2" TYP

~10'-0" MAX

6'-0

" M

AX

L8x4x3/4x8 LLV,CNTR CHANNELWEB ON ANGLE

CONN OPTIONS TO STEEL

~ ~ MTL POUR STOPBY DECK MNFR

3/163/16

TYP

1/4

3/163/16

TO CONCRETE

L3x3x1/4x9 W/ (2)3/4"Øx6 1/2" EMBEDEXP ANCHORS

6"

3/163 SIDES

STEEL BEAMOR CONC WALL

PL 3/8

AT OPENINGS LARGER THAN 10"

~

B

10"

Ø O

R10

" S

Q M

AX

#5 T&B ES

(2) #5@3"CTR ES

NOTES:1. PLACE SLEEVE ON DECK PRIOR TO CONCRETE PLACEMENT2. DO NOT CUT METAL DECK UNTIL CONC HAS REACHED DESIGN STRENGTH3. 2"Ø SLEEVES DO NOT REQUIRE TRIM STEEL (6" MIN SPACING)4. MULTIPLE OPENINGS PERP TO DECK SPAN CLOSER THAN MIN SPACING SHALL BECONSIDERED A SINGLE OPENING AND REINFORCED PER 'TYPICAL OPENING' DETAIL.5. PROVIDE REINFORCING BETWEEN MULTIPLE OPENINGS PARALLEL TO DECK SPAN

SLEEVE, TYP

3x DIA OF LARGER

2'-0

" T

YP

EX

TE

ND

BA

RS

2" T

YP

2" TYP

DE

CK

SP

AN

MAX

10"

NOTE 4

NOTE 5

AT OPENINGS 10" OR LESS

CUT 2 VERTRIBS MAX

DRAIN BODY OR DECKCLOSURE

DRAIN FLASHING(IF REQD)

C4x5.4x4'-0 ES OFOPNG

(IF REQD)

1' MAX TO EDGEOF FLASHING

NOTES:1. DECK MAY BE CUT PRIOR TO SLAB POUR2. IF DRAIN FLASHING EMBED IN SLAB IS REQUIRED, FLASHING SHALLNOT EXTEND OVER THE TOP OF COMPOSITE BEAMS3. PROVIDE BACK UP BARS IF REQD FOR DECK WELDING

MAX OPNG

1'-2"x1'-2"1" MIN

1 1/

2" M

IN

1/8 11/8 1

ES OFCHANNELAT EACHHIGH FLUTE

AT FLOOR DRAIN

A

A B

A

1/2"Ø DAS x 1'-6" @24" OC

L5x3x5/16xCONTLLH

3/16 2-123/16 2-12

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:57 PM

S-530

TYP METAL DECK DETAILS13.0668.S.01


12 December 2013

RR

Designer

Approver

49

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

NO SCALE11 METAL DECK SLAB SCHEDULE

METAL DECK SLAB SCHEDULE

SLAB MARK

DECK CONCRETE

MAXUNSHOREDCLEAR SPAN

MIN DECKGAGE,1-SPAN

MIN DECKGAGE, 2SPAN ORMORE

MAX DECKCANTILEVER

DECK CONNTYPE (SEESCHED)

DECKDIAPHRAGMSHEAR (PLF) REMARKSTYPE

DEPTH(IN)

CONC ABOVEDECK (IN)

TOTALTHK(IN)

CONC TYPE (SEEGEN NOTES)

SHEAR STUDLENGTH (IN) SLAB REINF

3VLI3 3 VL 3 3 6 TYPE 4 5 6x6-W2.9xW2.9 WWR 10'-11" 16 18 1 A -- --

3VLPA3 3 VLPA 3 3 3 TYPE 4 5 6x6-W2.9xW2.9 WWR 10'-11" 16 18 1 A -- ACOUSTIC

1.5B 1.5B 1 1/2 -- -- -- -- -- 7'-8" 18 20 - B 431 --

1.5BA 1.5BA 1 1/2 -- -- -- -- -- 5'-6" -- 20 - B 431 ACOUSTIC

3NA 3NA 3 -- -- -- -- -- 10'-6" -- 20 - C 442 ACOUSTIC

METAL DECK PROPERTIES

DECKTYPE D

ECK DEPTH (IN)

DECK GAGE

DECK FY (KSI)

DECK USAGE

I (IN^4

/FT)

S POS (IN^3

/FT)

S NEG (IN^3

/FT) MINIMUM DECK

BEARINGS (IN)

EXTERIOR

INTERIOR

3VL 3 20 50 COMPOSITE 0.919 0.534 0.551 2 1/2 5

3VL 3 18 50 COMPOSITE 1.252 0.770 0.797 2 1/2 5

3VL 3 16 40 COMPOSITE 1.580 1.013 1.013 2 1/2 5

1.5B 1 1/2 22 33 ROOF 0.155 0.186 0.192 2 4

1.5B 1 1/2 20 33 ROOF 0.201 0.234 0.247 2 4

1.5B 1 1/2 18 33 ROOF 0.289 0.318 0.327 2 4

3N 3 22 33 ROOF 0.770 0.382 0.433 2 4

3N 3 20 33 ROOF 0.960 0.501 0.552 2 4

3N 3 18 33 ROOF 1.330 0.688 0.749 2 4

NO SCALE18 TYP METAL DECK ROOF OPENINGS

NO SCALE5 TYP ROOF EDGENO SCALE9 TYP SLAB EDGE

NO SCALE20 TYP METAL DECK SLAB OPENINGS 1" = 1'-0"12 SLAB EDGE AT BRIDGE

~~

~~

~ ~

~~

~~

~ ~~

~

EQ

EQ

~ ~

CONST JTPARALLELTO GIRDERS

EQEQ

5'-0" .

#4x4'-0"@12" CTR IN SLABOVER DECK

CONST JTPARALLELTO BEAMS

.

.

BEAM

BEAM

BEAM

BEAM

GIR

DE

R

GIR

DE

R.

.

NOTES:1. NO SAW CUT JOINTS IN ELEVATED SLAB ON METAL DECK UNO

SEE GENERAL NOTES FOR POURLENGTH AND AREA LIMITS

BEAM [50]

GIR

DE

R [2

6,8,

26]

NOTES:1. PROVIDE STUDS AT 24" MAX WHERE NUMBER OF STUDS IS NOT INDICATED

DE

CK

SP

AN

~~

~~

~~

~

~ ~

~

~

# OF STUDS AREINDICATED THUSON FRAMING PLAN

LENGTH OF BEAM

50 STUDS SPACED OVER FULL

EQ

SP

AC

ED

26 S

TU

DS

EQ

SP

AC

ED

8 S

TU

DS

EQ

SP

AC

ED

26 S

TU

DS

CONSIDER NON-ORTHOGONALBEAMS TO BE "DECKPERPENDICULAR"FOR STUD LAYOUTA

#4x5'-0" @1'-6" TOPAT GIRDER OR

DIRECTION CHANGE

DECKCLOSURESBY DECKSUPPLIER

1" MIN

SIDELAPCONNECTION PERCONNECTIONSCHEDULE

PARALLEL SUPPORTCONNECTION PERCONNECTIONSCHEDULE

SEE DECK PERPCONDITION FORSTUD LAYOUTAT DECKTRANSITION

CLR

1" M

IN

SEE MTLDECKSCHED FORSTUDLENGTH

1" C

LR

CO

VE

R1"

MIN

TYP STUD, DECK, AND WWR INFO

BEAM FLANGE LIMITATIONS

bf

MIN4"

1 3/

8"M

IN1

3/8"

MIN

3"MIN

TY

P1"

MIN

1 3/

8"M

IN

3" M

IN

1 3/

8"M

IN

3" M

IN

3" MIN

BE

AM

CL

STUDS MAY BEINSTALLEDEITHER SIDE OFDECK STIFFENER(STRONG ORWEAK POSITION)

1 STUD/RIB 2 STUDS/RIB 3 STUDS/RIB.. . .

DECKSTIFFENER

DE

CK

SP

AN

STUD PLACEMENT AT DECK PERPENDICULAR

SEE NOTE 1, TYP

SE

E N

OT

E 1

3" MIN

1 3/8" MIN

1 3/8" MIN

3" M

IN1 3/8" MIN

3" MIN1 3/8" MIN

1 3/8" MIN3" MIN3" MIN

1 3/8" MIN

SIN

GLE

RO

W S

PA

CIN

G.

.

MU

TLI

PLE

RO

W S

PA

CIN

G

DE

CK

SP

AN

4 1/

2"M

IN4

1/2"

MIN

4 1/

2"M

IN

SPACE STUDSUNIFORMLY OVERLENGTH OR BTWNSUPPORTEDMEMBERS

STUD PLACEMENT AT DECK PARALLEL

STEP 1:

STEP 2:

.

.

CASE 2: # STUDS < # RIBSSTEP 1 = ONE STUD EVERY OTHER RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE INEMPTY RIBS STARTING FROM THE BEAM END

.

. . . . .

STEP 1:

STEP 2:

.

CASE 3: # RIBS < # STUDS < 2x # RIBSSTEP 1 = ONE STUD EVERY RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACEONE IN EACH RIB STARTING FROM THE BEAM END

. . . . .. . . . ..

. . ..

.

BEAM CL

BEAM CL

STEP 1:

STEP 2:

.

.

CASE 1: # STUDS < # RIBS/2STEP 1 = ONE STUD EVERY THIRD RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE INEVERY OTHER EMPTY RIB STARTING FROM THE BEAM END

.

. . .

BEAM CL

. .

36" MAXIMUM

STUD LAYOUT AT DECK PERPENDICULAR

MIN

1 3/

8"

3" M

IN3"

MIN

MIN

1 3/

8"

D

BC

C

B

AD

4" M

IN

MIN1 3/8"

3 7

/8"

4" ≤ bf5" < bf ≤ 5 3/4"5 3/4" < bf7 1/4" < bf < 8 3/4"8 3/4" ≤ bf

~

A

A

B

PLAN

CURB PERPENDICULAR TO SUPPORT

NOTES:1. FOR EQUIP WEIGHTS LESS THAN 200 LBSCURB MAY BE SUPPORTED ON ROOF DECK2. FOR EQUIP WITH CURB LOADS LESS THAN 50PLF USE DETAIL C3. FOR EQUIP WITH CURB LOADS LESS THAN 100PLF PROVIDE DOUBLE LAYER OF DECK ANDDETAIL C. EXTEND DOUBLE DECK 1'-0" MIN EACHSIDE OF CURB AND 2" MIN PAST ADJACENTSUPPORT MEMBER4. FOR EQUIP WITH CURB LOADS GREATERTHAN 100 PLF USE DETAILS A AND B

SUPPORTING BEAM OR JOIST

MC6x12 AT 1 1/2"ROOF DECK, MC8x21.4AT 3" ROOF DECK,SPACE @ 4'-0 OC MAX

MECH CURB

MC, TYP

BMS OR JOISTSBELOW

X.Xk

SUPPORTING BMOR JOIST

MC6x12 AT 1 1/2" ROOFDECK, MC8x21.4 AT 3"ROOF DECK

MECH CURB

BCURB PARALLEL TO SUPPORT

~

~ ~

2" MIN

DECK SPAN

100 PLF TO 250 PLF MAX

100 PLF TO 250 PLF MAX

3/16 33/16 3

TYP

2"EJ, SEE PLAN

PROVIDE RECESS FOREXP JT COVER. CONTRCOORD W/MNFR

ADJUSTABLE BENT PLSEE:

EMBED PL3/8x5xCONTW/1/2"ØHDAS @2'-0" OC(3 MIN)

(E) WALL

/9 S-530

SEE PLANSEE PLAN

PROVIDE RECESS FOREXP JT COVER. CONTRCOORD W/MNFR

EDGE ANGLEPERLINE OF (E) /9 S-530

1/2"

SLAB EDGE BEYOND

(E) WALL

S-531

14

S-531

14

1/2"

SLAB EDGE BEYOND

(E) WALL

(E) SLAB

6"

#4 x 3'-0" @ 12"OC ADHESIVEDOWELS

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:58 PM

S-531

TYP METAL DECK DETAILS13.0668.S.01


12 December 2013

Checker

Designer

Approver

50

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

NO SCALE7 TYP SLAB CONST JOINT LOCATIONS

NO SCALE10 TYP SHEAR STUD LAYOUT

NO SCALE12 TYP MECH SUPPORT ON ROOF DECK

NO SCALE13 THRESHOLD AT ELEV EJ

NO SCALE14 THRESHOLD AT EX JT

NO SCALE15 THRESHOLD AT BRIDGE

NO SCALE16 THRESHOLD AT BRIDGE - WEST END

S-530

9 FOR SLABEDGE INFO

NO KICKER OR FULL DEPTHBEAM CONN REQD

VERT SLIP CONNBY CFSFCONTRACTOR

BRICK VENEEROR METALPANEL

DESIGN CRITERIA FOR PERFORMANCE SPECIFIED COLD FORMED STEEL FRAMING (CFSF)

COLD FORMED METAL FRAMING USED FOR EXTERIOR CLADDING SUPPORT IS A PERFORMANCESPECIFIED SYSTEM DESIGNED AND PROVIDED BY THE CONTRACTOR (CFSF CONTRACTOR).REFER TO SPECIFICATIONS FOR PROFESSIONAL ENGINEERING AND SUBMITTALREQUIREMENTS. CONTRACTOR SHALL DESIGN ALL MEMBERS AND CONNECTIONS FORMING ACOMPLETE SYSTEM FOR THE WIND FORCES INDICATED IN THE DESIGN CRITERIA SECTION. INADDITION TO THOSE FORCES THE FOLLOWING CONSTRAINTS SHALL BE MET:

1. FRAMING MEMBERS WILL BE THE DEPTH NOTED ON WALL SECTION ON THE ARCHITECTURALDRAWINGS. CONTRACTOR WILL CONSIDER THE NEED FOR LARGER SIZES IN SOME AREASWHEN PREPARING BIDS.

2. MINIMUM STUD THICKNESS BASED ON THE ATTACHMENT OF CLADDING MATERIAL IS GIVENIN THE FOLLOWING TABLE:

MATERIAL ATTACHED TO STUDS MIN. MIL THICKNESS MAX. STUD SPACINGBRICK BACKUP 43 16" OCALL OTHERS 33 16" OC

COLD FORMED STEEL TRACK THICKNESSES SHALL BE EQUAL TO OR GREATER THAN THE WALLSTUDS ATTACHED TO IT.

DO NOT BASE BIDS ON THE ABOVE MINIMUM THICKNESSES. VARY THICKNESS, FLANGE WIDTH,YIELD STRESS, AND SPACING AS REQUIRED TO SATISFY PERFORMANCE CRITERIA.

3. FRAMING MEMBERS WILL DELIVER FORCES TO THE STRUCTURAL FRAME AT THELOCATIONS, DIRECTIONS, AND MAGNITUDES NOTED IN THE DETAILS. VARIATIONS PROPOSEDBY THE CONTRACTOR/CFSF ENGINEER TO ACCOMMODATE PREFABRICATION AND ALTERNATESCHEMES WILL BE SUBJECT TO THE EOR'S REVIEW.

4. LOADS:-WIND LOADS GIVEN IN THESE DOCUMENTS ARE BASED ON A COMPONENT AND CLADDINGTRIBUTARY AREA OF 10 SQUARE FEET. REDUCTION IN LOADS BASED ON TRIBUTARY AREA AREALLOWED AS PERMITTED IN THE GOVERNING BUILDING CODE.-CFSF ENGINEER IS RESPONSIBLE FOR CALCULATING CUMULATIVE FORCES AT WINDOWJAMBS AND MULLIONS FROM DISTRIBUTED LOADS PROVIDED IN THESE DOCUMENTS'.COORDINATE MULLION AND JAMB LOCATIONS WITH THE GENERAL CONTRACTOR.-CFSF CONTRACTOR SHALL ACCOUNT FOR ANY ECCENTRICITY AT CONNECTIONS OF WINDOWHEADER TRACK OR SILL PLATE WHICH COULD CAUSE ECCENTRIC LOADS ON COLD FORMEDMETAL FRAMING.

5. DEFLECTION CRITERIA-MAX HORIZONTAL DEFLECTION:

FOR STUDS SUPPORTING METAL PANELS = SPAN/240FOR STUDS SUPPORTING MASONRY VENEER = SPAN/600FOR STUDS SUPPORTING OTHER = SPAN/240

-PER IBC TABLE 1604.3 FOOTNOTE F, WIND LOAD IS PERMITTED TO BE TAKEN AS 0.7 TIMES THECOMPONENT AND CLADDING LOADS FOR THE PURPOSE OF DETERMINING DEFLECTION LIMITSEXCEPT AT COLDFORMED STEEL FRAMING SUPPORTING MASONRY VENEER.- MAX VERTICAL LIVE LOAD DEFLECTION LIMITS USED IN DESIGN OF STRUCTURAL MEMBERS ATVERTICAL SLIP CONNECTIONS:

PERIMETER BEAMS AT STUD INFILL FRAMING= 3/8”PERIMETER BEAMS AT STUD BY-PASS FRAMING= 3/4”INTERIOR FRAMING = SPAN/ 360

6. ADDITIONAL CRITERIA FOR CFSF.-PROVIDE DOUBLE JAMB STUDS MIN AT ALL OPENINGS.-PROVIDE 1 ROW AT MID-HT (MIN) HORIZONTAL STUD BRIDGING.-PROVIDE 1 STUD EA SIDE OF MASONRY CONTROL JOINTS RE: ARCH FOR LOCATIONS

600 S 162 - 54

MATERIAL THICKNESS:MATERIAL THICKNESSES ARE GIVEN IN1/1000 INCHES(EXAMPLE: 54 MILS = 0.054", 1 MIL = 1/1000")

MEMBER DEPTH:

MEMBER DEPTHS ARE GIVENIN 1/100 INCHES(EXAMPLE: 6" = 600 x 1/100")

FLANGE WIDTH:FLANGE WIDTHS ARE GIVEN IN 1/100 INCHES(EXAMPLE: 1 5/8" = 1.625" = 162 x 1/100")

STYLE:THE FOUR ALPHA CHARACTERS UTILIZEDBY THE DESIGNATOR SYSTEM ARE:S = STUD OR JOIST SECTIONST = TRACK SECTIONSU = CHANNEL SECTIONSF = FURRING CHANNEL SECTIONS(EXAMPLE: STUD OR JOIST SECTION = S)

TYPICAL ANNOTATION

KNURLED SHANK

FASTENERS ARE TO BEDRIVEN THROUGH THETHICKNESS OF STEEL

IN STEEL IN CONCRETE

1/3

SLA

B T

HK

P M

AX

=

PAF

COLD FORMED STL 3" MIN EDGE DISTANCE

4" MIN FASTENER SPACING

d (MIN) BTWN FASTENERS

COLD-FORMED STLd (MIN) TO EDGE OF

CO

LD-F

OR

ME

D S

TL

d (M

IN) T

O E

DG

E O

F

EDGE OF ATTACHEDCOLD-FORMED STL

TEK SCREWS

TEK SCREW SIZE

#10

#12

d

5/8"

3/4"

#6, #8 1/2"

TYPICAL CF-P TEK SCREW SPACING

TYPICAL CF-P POWDER ACTUATED FASTENER (PAF)

AT DECK PERPENDICULAR

AT DECK PARALLEL

S-530

5

1/2" 5 1/8" SEE PLAN1/2" ± 1/2"

VERT SLIP CONNBY CFSFCONTRACTOR

BRICK VENEEROR METALPANEL

JOIST OR BEAM

RIGID CONN BYCFSF CONTRACTOR

DESIGN FOR WINDLOAD REACTION ATSTOREFRONT WHEREOCCURS

VERTICAL SLIPCONNECTION TOROOF EDGE ANGLEBY CW SUPPLIER

S-530

5

5 1/8" SEE PLAN

DECK DIRECTION VARIESSIM AT JOIST, ANGLE BEARS ON JOIST

5 5/8" SEE ARCH

INDICATES CW MULLION

MEMBER AND CONN BYCFSF CONTRACTOR

KICKER AND CONN BY CFSFCONTRACTOR. MAX KICKERSPACING = 4'-0". ADJUST KICERLOCATIONS AS NEEDED TO AVOIDJOIST WEBS

GIRT BY CFSFCONTRACTOR

PL OR LT GACLIP BY CFSFCONTRACTORRIGID CONN BY CSFS

CONTRACTOR

ADJUSTABLE ANGLE /BENT PL 5/16xCONT

3/16 2-12

VERT SLIP CONN TOEDGE ANGLE BY CWSUPPLIER

VERT SLIP CONNTO ANGLE BYCFSF CONTR

S-501

5

A

B

DESIGN STUDS TOCANTILEVER FROMDECK EDGE WHEREPOSSIBLE

STUD PACK ASREQUIRED

SLIP CLIP TO DECKEDGE

CLIP TO COLBEYOND BY CFSFCONTR

STUD PACK ASREQUIRED

ROOF DECK LEVELN

COLD-FORMED GIRT BYCFSF CONTRACTOR

CW

GIRT BY CFSFCONTR. DESIGN TOSPAN TO STUDPACK JAMBS

CW

GIRT BY CFSFCONTR. DESIGN TOSPAN TO STUDPACK JAMBS

A B

DESIGN GIRT FORWIND LOAD FROM CW

RIGID CONN BYCFSF CONTRACTOR

SLIP CONN BY CFSFCONTRACTOR

SHEETNo.

PROJECT ENGR

PROJECT MGR

CHECKED BY

DATE

PROJECT No.



SHEET

OF 88







DATE


DESIGNERS:

DATE PRINTED:

MM JOB #:

PRINCIPAL:

EOR:

PROJE

CT M

ANAGER:

12/11/2013 5:50:59 PM

S-540

EXT WALL & CWREQUIREMENTS

13.0668.S.01


12 December 2013

Checker

Designer

Approver

51

NL, CTG, S

W

NL

TM

13.066

8.S.01

TM

NO SCALE7TYP CF BYPASS VERT DEFLECTIONCONN AT FLR

NO SCALE6 TYP COLD FORMED WALL FRAMING INFONO SCALE10TYP CF BYPASS VERT DEFLECTIONCONN AT ROOF

3/4" = 1'-0"11 CF BYPASS RIGID CONN AT FLR

NO SCALE13CURTAIN WALL BYPASS VERTDEFLECTION CONN AT ROOF

3/4" = 1'-0"12 CF-P SPANDREL W/KICKER AT ROOF

3/4" = 1'-0"14 CW & CF BYPASS CONN AT FLOOR

NO SCALE20 CW & CF BRACING AT DIAGONAL

NO SCALE17 CW CONN AT OVERHANG

GENERAL REQUIREMENTS DESIGN CRITERIA STRUCTURAL …

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